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6399.pdf
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IS : 6399 - 1971
Indian Standard
CODE OF PRACTICE FOR
CONSTRUCTION OF COFFEE SEED
STORAGE STRUCTURES
Stimulant Foods Sectional Committee, AFDC 39
Chairman Refirescnting
SHRI C.P. NATARAJAN Central Food Technological Research Institute
( CSIR ), Mysore
Members
SHRI D. S. CHADHA Central Committee for Food Standards, New Delhi
DRG.I. D'SOUZA Central Coffee Research Institute, Chikmagalur
SHRI S. K. DUTTA Tea Research Association, Calcutta
DR D. N. BARUA ( Alternate )
DR. K. K. IYA The Coca-Cola Export Corporation, New Delhi
SHRI KISANM EHTA ( Alternate )
DR M. K. K. IYENCAR Food Specialities Limited, Moga
SWRI F. J. RYAN ( Alternate )
SHRI M. A. MANDANA Coffee Board, Bangalore
SHRI B. KRISHNAMURTHY( Alternate )
SHRI D. G. S. MARSH Tea Packeters Association of India, Calcutta
DR K. K. MITRA Tea Board, Calcutta
DR B. D. NARANC Public Analyst, Government of Haryana, Chandigarh
SHRI C. K. RAMNATH Brooke Bond India Ltd, Calcutta
SHRI K. VENKATACHALAM(A lternate )
DR G. S. RANDHAWA Indian Council of Agricultural Research, New Delhi
SHRI T. A. SRIRAM ( Alternate )
DR V. BHALE~AO ( Alternate )
Co1 R. R. RAO Quartermaster General’s Branch, Army Headquarters,
New Delhi
Lt-Co1 0. P. KAPUR ( Alternate )
SHRI M. G. SATHE The Sathe Biscuit and Chocolate Company Limited,
Poona
SHRI R. D. SATHE ( Alternate )
SHRI B. B. UNWALA Cadbury-Fry ( India ) Pvt Ltd, Bombay
SHRI B. J. CORK ( Alternate )
DR K. S. VENKATARAMANI United Planters’ Association of Southern India,
Coonoor
DR C. S. VENKATA RAM ( Alternate )
DR HARI BHACWAN, Director General, IS1 ( Ex-o&‘o Member)
Director ( Agri & Food )
Secretary
SHRIE . N. SUNDAR
Deputy Director ( Agri & Food ), IS1
INDIAN STANDARDS INSTITUTION
MANAK BI-IAVAN, 9 BAHADUR SHAH ZAFAR MAR0
NEW DELHI 1___~______ .---- --- ..~ ~~~---- -
i
IS:6399-1971
Indian Standard
CODE OF PRACTICE FOR
CONSTRUCTION OF COFFEE SEED
STORAGE STRUCTURES
0. FOREWORD
0.1T his Indian Standard was adopted by the Indian Standards Institution
on 31 December 1971, after the draft finalized by the Stimulant Foods
Sectional Committee had been approved by the Agricultural and Food
Products Division Council.
0.2 The damage to coffee seeds due to fungal, microbial and insect attacks
can be minimized to a large extent if coffee seeds are stored in structures
which prevent, as far as practicable, their entry inside and also if suitable
measures are taken during handling, transport and storage.
0.3 The damage and pollution of coffee seeds during storage are due to
temperature, moisture and dampness, insects and rodents. It is therefore
obvious that in order to conserve coffee seeds they should be stored in sound
structures of different types, each type being suitable for a particular region
in the country and code of practice should be formulated and adopted for
handling, transporting and storing; when such standards become available
and are implemented, they will go a long way in minimising the loss of coffee
seeds.
0.4 This standard has been formulated mainly with a view to guiding pro-
cessors, dealers and other agencies connected with handling of coffee seeds
so that the damage to coffee seeds is, as far as possible, reduced to the
minimum.
0.5 This code is designed for the construction of structures which would
permit effective control of insect and other pests of stored coffee seeds and
which would entirely exclude rain and ground moisture.
0.6 This standard has been formulated after a study of Indian Standards for
foodgrains storage structures, but to suit the special requirements of coffee
seed godowns.
0.7 Suggestions for the improvement of the existing warehouses have already
been made by the Coffee Board. ,This code, therefore, has been prepared
with a view to providing guidance to the upcoming coffee curing works and
also in the construction of coffee storage structures in the future.
2IS : 6399 - 1971
1. SCOPE
1.1 This standard specifies requirements and method for construction of
coffee seed storage structures of the bag storage type.
1.2 It also specifies requirements and method of construction for storage
structures intended to store cured coffee.
2. TERMINOLOGY
2.0 For the purpose if this standard, the following definitions shall apply.
2.i Bag - A container made either of jute, fabric or laminates having the
standard dimensions and containing a net content of 60 to 80 kg of cured
coffee seeds.
2.2 Bag Storage Structure - Structure in which coffee seeds are stored in
bags.
3. LOCATION
3.1 The coffee seed storage structure shall be located on a raised and well-
drained site, or on suitably made-up soils, if necessary.
3.2 The structure shall not be located on lands subjected to floods or
inundations and shall be safe from damage by surface or seepage water.
3.3 The structure shall be at least 15 m away from residential buildings,
factories ( other than coffee curing factories ), dairies, poultry runs, kilns
and other possible sources of fire and 30 m away from garbage, dumping
grounds, slaughter houses, hide curing centres, tanneries and such other
places, the close vicinity of which is deleterious to safe storage of coffee seeds.
NOTE -This shall not apply to any new structures which may be constructed within
the premises of the existing curing works.
3.4 The structure shall be away from large trees.
3.5 The structure shall be generally accessible to lorries and preferably
situated near a rail head with goods siding.
3.5.1 Where the structure is near waterways, such as ferry heads and docks
sufficient berthing, loading and unloading facilities shall be made available.
4. BAG STORAGE STRUCTURES
4.1 The bag storage structure may be of dimensions most ‘economically
suited to the land available. The storage capacity shall be calculated taking
3IS : 6399 - 1971
into account the coefficient factor as given below:
Coefficient factor - 0.7 m2 per metric tonne of cured coffee seeds.
KOTE 1 -The coefficient factor is derived from: (a) 14 bags stacked one over the
other, (b) each such bag cantaining 75 kg of coffee seeds, (c) 30 percent floor area for
passage in between the stacks, and (d) stacks of 30 t bulk.
NOTE 2 -The minimum height of the wall may be 5.5 m for flat roofed structures
and in the case of other structures the minimum wall height may be 425 m inside at
the point where the roof crosses the wall.
5. FOUNDATION
5.1 The foundation shall be carried to a depth of not less than one metre
unless rock, sheet-rock or laterite is met with at a higher level and shall
have concrete bedding of suitable thickness unless rock, sheet-rock or
laterite is met with.
5.2 The foundation masonry shall be of stone burnt bricks, concrete blocks
or other suitable materials depending upon the availability of the same at
a particular region. It shall be constructed either in lime mortar 1 : 3
( 1 part lime and 3 parts of sand ) or cement mortar of proportipn not less
than 1 : 5.
5.3 The foundation trenches on both sides shall be filled with coarse sand
or gritty material and shall be flush with ground level.
5.4 Necessary measures shall be taken to make the structure termite-proof.
6. PLINTH
6.1 The plinth level shall be at a minimum height of 0.7 m from the sur-
rounding ground level.
6.2 The plinth shall be filled up as given under 7.1.
6.3 The plinth ( or basement ) masonry shall be of stone in cement mortar
of proportion not less than 1 : 5 and cement pointed 1 : 4 or plastered on
its outer surface with cement plaster not less than 1 : 6.
6.4 There shall be laid 75 mm thick stone slab or 1 : 2 : 4 cement concrete
plinth slab over the plinth masonry and below the superstructure.
7. FLOOR
7.i Filiing of Plinth or Basement - Fill with gritty moorum soil or
red earth, sand or coal clinker. The layers should be of 75 mm up to a
height of 150 mm in case of cement concrete floor or 225 mm in case of
granite or any other good stone slabs floor, below the plinth level. Water
profusely and compact each of these layers. Lay over these a layer of
coarse sand and stone. Water and compact these layers of coarse sand
and rubble stone and again compact these layers thoroughly.
4IS : 6399 - 1971
7.2 Laying of the Floor - It shall be of either cement concrete, granite
stone or any other good quality stone slabs. If the floor is of cement concrete
it shall be 75 mm thick ( 25 mm thick 1 : 2 : 4 of 20 mm metal over 50 mm
of 1 : 4 : 8 of 40 mm metal ) and shall be laid in alternate panels, not
exceeding 2.5 m2. The joints of panels shall be neatly grouted with cement
mortar 1 : 3. If the floor is of stone slabs, a layer of lime concrete or cement
concrete 1 : 4 : 8 of 38 mm metal of not less than 75 mm thickness shall be
laid over the 150 mm layer of rubble stone, over which the stone slabs shall be
set in lime mortar 1 : 3 or cement mortar 1 : 4. The stone slabs shall not be
less than 50 mm in thickness and shall be cement pointed 1 : 3.
8. WALLS
8.1 The walls shall be solid and not hollow and shall be at least 300 mm
thick in the case of brick construction. In the case of laterite or other
hard stone construction, the thickness of the wall shall be 450 mm up to a
height of 3 m from the phnth and 225 mm thick from this height upwards.
In the case of brick construction the walls shall be plastered with lime mortar
1 : 2 or cement mortar 1 : 4 shall be finished smooth. In case of laterite or
stone construction cement mortar of 1 : 3 to 1 : 4 shall be used for pointing
purpose. There shall be no aff-sets or projections in the wall. The walls
shall be flush with the outer surface of the plinth; in case this is not possible,
the plinth projections shall be rounded off.
9. DOOR
9.1 The door opening shall be not less than 2 m wide and 2.5 m high. The
door leaves shall be of steel or timber and either may be rolling type or open-
ing outside. When open, the door leaves shall be flush with the outside
surface of the wall. When closed, they shall be close fitting with the frame
of the door. The door leaves shall not have cracks or open joints.
10. AIR VENTS
10.1 Air vents shall be provided at floor level for the ingress of fresh air.
Windows shall not be provided.
10.2 The clear opening of the air vents should not be more than 35 ems,
and shall be provided with shutters opening inside. When the godown abuts
the road and safety considerations preclude the erection of air vents in the
outer wall, they may be provided in the inner wall.
10.3 For every 5 m length of wall there shall be one air vent.
11. VENTILATORS
11.1 For every 6 m length of the wall, one ventilator of the size 0.7 m high
and I.2 m wide shall be provided. A centrally rotating shutter shall be
5IS : 6399 - 1971
provided to the ventilator and the shutter shall be close fitting with the frame
of the ventilator. The frame of the ventilator shall be fixed flush with the
inside face of the wall.
11.2 The ventilator shall be protected by glazed sun shades and frame work
of expanded metal or wire mesh.
12. ROOF
12.1 The roof may be either of reinforced concrete,flat, or shell roof;
a sloping roof with asbestos cement sheets or Mangalore tiles, if the former
is not available. The sloping roof shall be a single-span or two-span
structure with a central longitudinal gutter which is a source of leakage.
Galvanized steel sheets shall not be used.
12.1 .l The eaves of the roof shall project at least O-7 m from the outer sur-
face of the walls. The purlins and sheets shall be well anchored and secured.
13. DRAINAGE
13.1 Gutter and drain pipes shall be provided with the required dimensions
taking into consideration the intensity of rainfall and the projected area of
the roofing.
13.2 A stone or concrete slab of suitable dimensions shall be provided on the
ground below each drain pipe so that the ground is not scoured due to the
water falling from the drain pipe. The drain pipe shall be located in such a
way that it shall not obstruct the ventilators.
13.3 All round the structure, abutting the plinth a pavement 0.5 m wide
and 150 mm thick of lime concrete or cement concrete 1 : 3 : 6 or rubble
stone pitching set in cement mortar 1 : 4 shall be constructed with suitable
drainage arrangement. The pavement shall slope outside at 1 in 10.
14. UNDERGROUND DRAINAGE - BY RUBBLE DRAIN
14.1 Where ground water is likely to rise during the rainy season above
the lowest level of the foundation, a trench 0.7 m wide shall be constructed
all round the structure.
14.2 The trench shall be one metre away from the outer periphery of the
structure, and shall be at the lowest level of the foundation with a longitudinal
bed slope towards the natural fall of the ground. It shall be connected
to an outfall drain for ultimate disposal of the water. It shall be filled with
rubble or brick bats or graded jelly to a depth of 0.7 m and the rest with
earth, and then levelled.
14.3 The rubble filling of the rubble drain should be so filled as to have the
effect of an inverted filter, that is, bigger rubble should be put at the bottom
and the size of rubble, brick bat or jelly to be reduced gradually.
NOTE -The specifications under 14 depend upon locality and site conditions may
not be insisted upon in the case of inland region with rainfall of less than 750 mm. In
coastal and heavy rainfall regions these are necessary, where the soil conditions require.
6
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3559.pdf
|
IS : 3559 - 1966
Indian Standard
SPECIFICATION FOR
PNEUMATIC CONCRETE BREAKERS
( First Reprint OCTOBER 1990 )
UDC 69.002.5:69.059.6:691.32
0 Copyright 1982
BUREAU OF INDI’A-N STANDARDS
MANAK BHAVAN, 9 BAHADUR SHAH ZAFAR MARG
NEW DELHI 110002
Cr ‘4 hrY 1966IS:.3559- 1966
Indian Standard
SPECIFICATION FOR
PNEUMATIC CONCRETE BREAKERS
Construction Plant and Machinery .Sectional Committee, BJX 28
_..-_
*. ,
Chairman Rt~rtstnGng
MAJ GEN R. A. LOOM~A Engineer-in-Chief’s Branch, Army Headquarters
Mtmbtrs
SEW R. S. BHALLA Roads Wing, Minist of Transport
SH~I A. B. CEAUDHUBI 42;~ E Co Lt{, CZutta
Saab J. D. DAX~~A ngincenng Private Ltd, Bombay
SH~I A. D. DEINQXA Heatly & Gresham Ltd, Calcutta
&tar N. KUMA~ ( &emafc )
DIBECTOB,_ CIVIL F,NOINEERINO -Railway Board ( Ministry of Railways )
JOINT DIXECTOB ( WORKS ) ( Al&natt )
SHRI H. C. GHULATI Directorate General of Supplies & Disposals ( Minis-
try of Works & Housing )
BRIG N. B. GRANT Directorate General, Border Roads
SEIRI M. A. HA~EEZ National Buildings Organization ( Ministry of Works
& Housing)
SHRI K. S. SRINIVASAN ( Al&ma&)
SERI S. Y. KIUN Killick, Nixon & Co Ltd, Bombay
SERI A. T. KOTEAVALA ( Al~tmo~c)
SARI RAMESH KHAND~LWAL Khandelwal Udyog Ltd, Bombay
SHRI D. R. KOHLI Burmah-Shell Oil Storage & Distributing Co of India
Ltd, Bpmbay
SHBI M. R. MALYA ( ALnate)
SHRI K. M. KUIUAB. Linkers Private Ltd, Patna
SHRI R. K. VARXA ( Al&malt )
SHRI G. MARSHALL Marshall Sons & Co Mfg Ltd, Madras
Saa~ S. C. MAZUMDAR Gannon Dunkerley & Ca Ltd, Bombay
Sam S. K. GUHA THAKURTA I Alttrnatt 1
SHIU K. K. NAMBIAR ’ The Co&rete Association of India, Bombay
SWRI C. V. NAZARETH ( Alkmatt )
BRIM M. N. PATEL Research & Development Organization ( Ministry of
Defence 1
MAJ A. P. R. RAO ( Alttmalt )
SIIBI Y. G. PATEL Builders Association of India, Bombay
SHRI H. J. SHAH ( Alttmdt )
Bare S. N. PUNJ Engineer-in-chief? Branch, Army Hudtluutem
SERI H. V. MIBCHANDANI ( Al&mm )
SHRI RAJ KUMAR GAUTAY William Jackr & Co Ltd, Calcutta
NARAYAN
Sas~ R. S. GADBOLE ( Alttrnak)
( Contitwdu np a& 2 )
BUREAU
MANAK BHAVAN. 9BAHADUR SHAH ZAFAR MARG
NEWD ELHI IlooIS I 9559 - 1966
( Conlinued_fromp age 1)
Mcmbns Reprwnring
%RIG.S. ROV8HrN Armstrong Smith Private Ltd, Bombay
.SE~I U. G. KALYANPUB ( Aitrmete )
SHRI V. G. .%lTA~ISEII Tata Bngimring & Locomotive Co Ltd, Bombay
SENIOB ENOINEEB Hindustan Construction Co Ltd, Bombay
SHBI S. K. SINHA Directorate General of Technical Development
SHBI B. C. SBIVMTAVA Central Building ReMarch Institute ( CSIR ), Roorkee
SEBI J. P. KAUSEIK ( Alternate)
DR BH. SUBBARAJU Central Road Research Institute ( CSIR), New Delhi
SUPEBINT’ENDINO ENOINEEB, Central Public Works Department
DELHI CENTRAL ELECTRICAL
CIBOLEN o. III
EXECUTIVEE NQINEER( ELZO-
TBIOAL) , MEOHANICAL &
WORKSHOPD IVISION( Al&m&c )
SHRI N. H. TAYLOB Recondo Ltd, Bombay
SHRI T. H. PEeHOBI ( Alternafr )
SnR1.V. K. YAS~ROY Central Water & Power Commission
SHRI R. RAYASWAMY( Altcmalr
DR H. C. VIS~ESVARAYA, A irector General, IS1 ( &-o&o Member )
Director ( Civ Engg )
secretmy
, SEBI Y. R. TANBJA
Deputy Director.( Civ Engg ), ISI
Ad-hoc Panel for Pneumatic Concrete Breakers, BDC 28/P
Convener
BRIQ N. B. GBANT Directorate General, Border Roads
Members
LT Coi U. S. ANAND Diregatzeyf Engineering ( R & D ) ( Ministry of
Snnr A. K. BANER.IIE HolmaneClimax Manufacturing Ltd, Calcutta
SERI K. D. BIS~AS Dhakuria Engineering Works ( Private ) Ltd,
Calcutta
Snnx V.G. DXAYACWDR Comoro;;; Pneumatic Tool Co ( India) Ltd.
T.T COI. R. N. KANWAB Engineer-in-Chief’s Branch, Army Headquarters
SIIRI N. V. MIB~UANDANZ Atlas Copco ( India) Private Ltd, Bombay
S~rar D. P. PANDYA ( Alhnatr)
SHIV B. C. SBIVASTAVA Central Building Rrscarch Institute ( CSIR ),
RoorkceIS : 3559 - 1966
Indian Standard
SPECIFICATION FOR
PNEUMATIC CONCRETE BREAKERS
0. FOREWORD
Ql.1 This Indian Standard was adopted by the Indian Standards Insti-
tution on 26 April 1966, after the draft finalized by the Construction Plant
and Machinery Sectional Committee had been approved by the Civil
Engineering Division Council.
0.2 Hand-held pneumatic concrete breakers have a wide variety of uses
in general construction, demolition work and in industrial plants. Breakesr
of heavy class are used for breaking concrete pavements, demolition of
concrete foundations and walls, cutting pavenients and sub-bases, trenching
in hard ground ‘and for breaking boulders which cannot be otherwise
blasted‘ Breakers of medium class are suitable for breaking light concrete
pavements and floors, macadam, frozen ground and gravel. Breakers of
light class are useful in light demolition work on floors, pavements and
masonry walls. Light breakers are particularly suitable for jobs requiring
the operator to handle the tools continuously and for work which is required
to be carried out close to existing structures. This standard has been
prepared with a view to providing guidance to manufacturers and users
in ohtaining concrete pneumatic breakers capable of giving satisfactory
performance.
0.3 Heavy class breakers can be converted into sheeting drivers, heavy
and medium breakers can also be converted into railway spike drivers bi
substituting a spike-driver head in place of the regular front head.
0.4 Moil points can be substituted by various other breaking tools, such
as narrow and wide chisels, digging blades, frost wedges, asphalt cutters,
clay spades and scoops, tamping pads, and pipe or sheeting driver heads.
0.5 The dimensions of tool shanks for pneumatic concrete breakers have
been specified on the basis Of current manufacturing practices in the country.
Standards on shanks for all pneumatic tools are, however, under preparation
and it is proposed to review the dimensions specified in this standard when
a separate standard on the subjec.t becomes available.
0.6 This standard contains clause 5.4 which permits the purchaser to use
his option for selection to suit his requirement, and clauses 9.1.1, 10.1.2
and 10.1.3 which call for agreement between the purchaser and the
supplier.
3IS:3539-1366
0.7 In the formulation of this standard due weightage has been given to
international co-ordination among the standards and practices prevailing
in different countries in addition to relating it to the practices in this field
is this country.
0.8 For the purpose of deciding whether a particular requirement of this
standard is complied with, the final value, observed or calculated, express-
ing the result of a test or analysis, shall be rounded off in accordance with
IS : 2-1960*. The number of significant places retained in the rounded off
value should be the same as that of the specified value in this standard.
1. SCOPE
1.1 This standard lays down the requirements for sizes, dimensions and
performance of concrete pneumatic breakers.
2. TERMINOLOGY
2.0 For the purpose of this standard, the following definitions shall apply.
2.1 Concrete Breaker - A heavy or medium weight percussive tool
used for demolition work.
2.2 Percussive.Tool-A tool in which the piston reciprocates in a
cylinder and .gives a blow at one end of its stroke.
2.3 Pneamo’tic Hand Tools -Any percussive and/or rotary tool.
2.4 Routine Tests -Tests carried out on each pneumatic breaker to
ascertain that it conforms to the physical and performance requirements as
laid down in this standard.
2.5 Type Tests -Tests carried out on a type pneumatic breaker to
verify conformity to the performance requirements laid down in this
standard.
3. MATERIALS
3.1 All materials used in the construction of pneumatic concrete breakers
shall conform to the requirements of relevant Indian Standards.
4. SIZES
4.1 Pneumatic concrete breakers shall be classified according to their
weight as under:
a) Light Up to 20 kg
b) Medium Over 20 kg and up to 32 kg
c) Heavy Over 32 kg and up to 40 kg
NOTE - All weights shall be of the basic tool without any attachment or accessory.
*Rules for rounding off numerical values ( rsvisrd ).
4IS t 3559- 1966
5. CONSTRUCTION
5.1 General - The breaker shall consist of a back head equipped with a
handle, a cylinder assembly, and a throttle; and a front head equipped
with a chuck for the collar ‘shanked tools of dimensions given in Fig 1.
Unless otherwise specified, the handle shall be a T-handle.
*A = 2800 f 0.25 for light and medium breaker, an&.
3240 f P30 for heavy breaker.
All dimensions in millimetres.
FIG. 1 DIMENSIONSO F TOOL SHANKSF OR PNEUMATIC
CONCRETEB REAKER
5.2 Back Head Assembly - The back head assembly shall consist of
a housing of forged steel or any other equally suitable material, a T-handle
and a throttle lever. The throttle lever shall be located to permit operation
of the breaker from either side.
5.2.1 Cylinder Assembly- The cylinder assembly shall consist of a
forged steel or any other equally suitable material, a valve mechanism to
control the direction of air required for actuation of the piston, an anvil
block sleeve and a reversible piston.
5.2.2 Flanges -All flanges shall have sufficient thickness and strength
to prevent failure during operation and to withstand mechanical stress
when back head and front head assemblies are installed.’
5.3 The front head assembly shall consist of a chuck housing of forged
steel or any other equally suitable material, a chuck for collar shank
tools of dimensions given in Fig. 1 and a positive shank retaining device,
such as latch retainer or swing stirrup type spring retainer. The chuck
housing of the breaker shall contain a renewable liner or shall be of solid
type.
5IS : 3559 - 1966
5.4 Air Inlet Connection - The air inlet connection shall permit opera-
tion of the breaker without any obstruction to the normal working or any
restraint on the operator. If so required by the purchaser, swivel type
air inlet connection may be provided. The end of the air inlet connection
shall have an extended thread and shall be provided with a nipple suitable
for connection to 20-mm air hose.
5.5 Exhaust Port - The exhaust port shall be located to direct exhaust
air downward and away from the operator when the breaker is operated
from either side.
5.6 Air Cushion - The cylinder shall have a suitable air cushion at both
ends of the piston stroke.
5.7 Lubrication - All surfaces requiring lubrication shall be provided
with means for lubrication through the use of either an internal oil reservoir
or an air line oiler. When an oil reservoir is furnished, it shall have a
capacity of not less than 25 minutes of continuous operation while operating
at G-5 kg/cm” gauge pressure at the tool.
6. WORKMANSHIP
6.1 The breaker shall be free from defects resulting from contact of
dissimilar metals, rust, cracks; incomplete welds and other defects that
could impair its operation or serviceability. All parts, components, and
assemblies including castings, forgings, moulded parts, stampings, bearings,
seals, machine surfaces, and welded parts shall be cleaned free of sand,
dirt, fins, pits, sprues, scales, flux, and other harmful or extraneous materials.
External surfaces shall be smooth and all edges shall be rounded or bevelled.
7. SAF&’ REQUIREMENTS
7.1 The breaker shall be provided with a positive lock which will prevent
the accessory from becoming accidentally disengaged from the breaker. It
shall be fitted with vibration resisting equipment and shall be so designed
that the vibrations and recoil under working condition are within the limits
specified in relevant safety regulations.
8. PERFORMANCE CHARACTERISTICS
8.1 The breaker shall be operable in any position. Performance charac-
teristics of the breaker, when tested in accordance with 8.2 to 8.5 shall
.
conform to the requirement given in Table 1.
8.2 Operational Test -The breaker shall be operated with 5 to 7
kg/cm2 gauge air pressure at the tool for not less than 100 hours for break-
ing cement concrete. Inability of the breaker to complete this test, or the
6IS : 3559 - 1966
presence of any of the following defects durin, 0 operation sllall constitute
failure of this Lcsl:
4 Accessory accidentally disengages from t11c breaker,
1)) Absence of oil vapour in the exhaust air,
cl Air supply hose interferes with operator when breaker is operated
in all possible positions,
4 Evidence of damage to, or permanent deformation or breakage
of any component or part,
e) Exhaust air is not directed downward and away from the operator,
and
f) Oil reservoir, when furnished, has less than 25 minutes continuous
operational capacity at 6:5 kg/cm2 gauge air pressure at the t4.
8.2.1 When furnished, the spike driver and sheeting driver shall 1)~
operated for not less than 10 hours each. The spike driver shall drive
railroad spikes and the sheeting driver shall drive planks of 50 mm and
75 mm thickness. Failure of the breaker to convert to and operate :I\
a spike driver and a sheetin, v driver shall constitute failure of tllis test.
8.3 Temperature Humidity Test - For this test, the supply air for tlrc
compressor shall be obtained from the ambient temperature at which the tc\t
is being conducted. The breaker shall be subjected to an ambient tempera..
ture of - 1°C &0*5”C at relative humidity of not less than 98 percent until
the oil in the lubricator is stabilized at - 1°C f0*5”C. The breaker shall
be operated for not less than 10 minutes. Any adjustments required shall
be accomplished during this IO-minute operating period. The breaker
shall then be operated for not less than one hour at - 1°C +0.5X and
at a relative humidit.y of not less than 98 percent for breaking concrete
or performing other demolition work. After this one hour operation, the
breaker shall be disassembled and examined. Failure of the breaker to
operate properl,y, inability to break concrete or perform other demolition
work, evidence of excessive wear, or failure of any component shall consti-
tute failure of this test.
8.4 Air-Consumption Test-The water displacement meter or any
other equally suitable instrument shall be used to determine the quantity of
air consumed per minute at 6.5 kg/cm2 gauge air pressure on the tool while
the pellet test is performed as specified in 8.5. Air consumption in excess
of that specified in Table 1 shall constitute failure of the breaker in’this test.
8.5 Force of Blow (Pellet Test)
83.1 The force of blow of the breaker shall be measured by pellet test.
This consists in operating the breaker for a specified period to beat down a
cylindrical test piece ( pellet ) of steel of known tensile strength and
machined to close limits, and measuring the reduction in length of the
pellet.
7TABLE 1 PHYSICAL AND PERFORMANCE CHARACTERISTICS
( Clnusc 8.1 )
SL CEAIUCTEBISTICB LIGHT MEDIUM HEAVY TEST REQUIREMENTS REXARKS f
No. BBEAKE~ BISEAKER BBEAKEB
i) Piston speed ( under 1550-1650 1250-1350 1100-1250 The measured piston speed shall Routine
no load ), blows be within the limits specified test
per minute in this table and shall not
vary by more than f5 per-
cent of the value stipulatei
by the manufacturer
ii) Operafional test - - Shall comply with the require- Type
ments of 8.2 test
03
iii) Temperature humidity - - - Shall comply with the require- TSpe
test men ts of 8.3 test
(see 9.1.1)
iv) Air consumption (at 1330 1925 2490 When tested in accordance Routine
65 kg/cm’ gauge with 8.4 and 8.5 air con- test
pressure at tool ) sumption shall be below the
l/min, Max values specified in this table
and within l2 percent of
the value stipulated by the
manufacturer
v) Pellet test, compres- 3 5.1 When tested in accordance Routine
sion of pellet, mm, with 8.5, the compression of test
Min the pellet shall not be less
than the value specified in
this tableISt3559-1966 _
8.5.2 The test gear shall consist of a firm and solid steel base upon which
a removable substantial pot with hardened steel bush and having a vertical
opening of 32 mm diameter is mounted with dowels. Typical details of a
suitable solid base are given in Fig. 2, though any other suitable firm and
solid base may be used by agreement between the purchaser and the
supplier.
8.5.3 The breaker shall be fitted with a blank steel plunger 30 mm in
diameter, approximately 2.15 kg in weight and hardened to RC-55 through-
out. The shank dimensions of the plunger shall conform to Fig. 1.
8.5.3.1 The dylindrical test piece ( pellet ) of mild steel of 44-55
kg/mm’ tensile strength and of hardness RB 85-90, and of dimensions
indicated below shall be vertically placed in position in the pot of the impact
testing machine.
Breaker Pellet
--A___-.__-_.)
----
Dia Length
mm mm
Light 14.3 ‘o”.Z 14.3 -+0’m02l5l
Medium 25.4 f;.$ 25.4 ‘$-$
Heavy 25.4. ‘x’g* 25.4 +-0O’02’5@ )
The breaker shall be p!aced in position so that the blank steel plunger
rests on the upper end of the pellet. The breaker shall then be operated
in hand held position for 5 seconds ( measured with a stop watch ) at
6.5 kg/cm2 gauge air pressure. The breaker and the plunger shall then be
released and the pellet withdrawn from t-he pot.
8.5.3.2 The compression ( reduction in length ) of the pellet shall be
measured by means of a micrometer and reported.
9. TESTS
9.1 Type Tests - The following shall constitute the type tests:
a) Operational test (se8 8.2.), and
1,) Temperature-humidity test ( see 8.3 ).
9.1.1 Temperature humidity test shall be optional type test depending
upon the agreement between the purchaser and the supplier and applicable
only to breakers for use at high altitudes and very low temperatures.
9MILD STEEL
BOTTOM BLOCK
EMBEDED IN
CEMENT CONCRETE
NOTE - Bushes shall be made from high carbon shock resisting water hardening steel, hardened to 60-61 RC
All dimensions in millimetres.
FIG. 2 TYPICAL DETAILS OF SOLID BASE FOR PELLET TESTIS : 3559 - 1966
9.2 .Routine Tests - The following shall constitute the routine tests:
a) Piston speed test,
b) Air-consumption test, and
C) Peilet test.
9.3 If so specified, when inviting tenders, tests shall be carried out at the
manufacturer’s works in the presence of purchaser or his representative to
ensure that the breaker conforms to the requirements of this standard and
complies with the routine tests indicated in 9.2. In the case when a batch
of 30 or more similar breakers is supplied to one order, type tests, as spccificd,
shall be made on one of these breakers, if the purchaser so requires.
9.4 Test Certificates
9.4.1 Unless otherwise specified when inviting tenders, the purchaser,
if so desired by the manufacturer, shall accept as evidcncc of the complianrc
of the breaker with the requirements of 8, tests on a hrenkcr identical in
essential details with the one purchased, together with routine tests on each
individual breaker.
9.4.2 Certificates of routine tests shall show that the breaker purchased
has been run and has been found to be sound and in working order in all
respects as specified in this standard.
9.4.3 Certificates showing records of all type tests carried out on the
breaker, shall be kept available by the man&cturcr fi)r insprction.
10. ACCESSqRIES AND ATTACHMENTS
10.1 Accessories -When so specified by lhc lxlrrlixscr, 11~. liJlo\vinx
accessories shall bc supl~lictl will1 the 1~rwlrcC
a) Chisel,
I,) Moii point,
c) Tamping pad,
d) Tamping rod, and
e) Air lint oiler.
10.1.1 Chisel n/d Moil Point - The rlliscl and mail point slxlll he madr
ol’ forged steel or any other equivalent matGal. They shall bc supplied as
normalized hardened and tempered to a hardness of minimum RC 55
throughout its length so that the hardness may lx subsequently improvctl
1)~ user as per his requirements.IS:355911966
350 f 12.5 mm exclusive of the shank and collar and the chisels shall have
a cutting edge width of 75 f 3 mm.
10.1.2 Tam.ping Rod - The tamping rod shall be made of forge< steel
conforming to relevant Indian Standards and shall be of a suitable shape
as agreed to.between the purchaser and the supplier ( see Note under 10.1.3 ).
10.1.3 Tamking Pad - The tamping pad shall be of cast steel and shall
be of a suitable shape agreed to between the purchaser and the supplier
( see Note ). The weight of the tamping pad shall be not less than 6 kg.
NOTE-suitable shapes of tamping rod and tamping pad generally in common use are
giveni n Fig. 3.
10.2 Attachments -When SO specified by the purchaser the following
attachments shall be furnished with the breaker:
a) Spike driver, and
b) Sheeting driver.
10.2.1 .S@e Driver-The medium and heavy breaker shall be con-
vcrtible for use as a spike driver by replacement of the standard front head
with a front head constructed specifically for driving railroad spikes.
10.2.2 Sheeting Driver - The medium and heavy breaker shall be con-
vertible for USCa s a sheeting driver by replacement of the standard front
head with a front head constructed specifically for driving sheeting and
&nks. The sheeting driver shall be of forged steel and shall be adjustable
fol:‘driving 50 to 75 mm planks.
11. TOOLS
11.1 Jiaintenance and operating tools and tools required for normal
t~ttnninga djustments and lubrication shall be provided with the pneumatic .
IJreaker along with necessary instructions.
12. PAINTING
12.1 All exposed parts shall be cleaned and given suitable anti-corrosive
treatment and protection.
13, MARKING
13.1 loch pneumatic breaker shall have the following information suitably
marked on it:
a) Manufacturer’s name and trade-mark,
1)) Pneumatic breaker reference number,
12IS : 3559 - 1966
TAPER SHALL BE
SMOOTH AND ACCU- r 35.00 ? -25 $3
RATE TO FIT PAD?
9 &------370.0 t 1*5------l
+t
8 TAMPING ROD
,-TAMPING PAD l-xi/
TAMPING ROD
AND PAD ASSEMBLY TAMPING PAD
‘A = 28*00 f 0.25 for light and medium breaker, and
32.00 f 0.30 for heavy breaker.
All dimensions in millimetres.
FIG. 3 TYPICAL DETAILS OF TAMPINGR OD AND PAD
13IS : 3559 - 1966
c) Weight of the. pneumatic breaker,
d) Maximum air consumption ( see Tald’e 1 and 8.2 ), and
e) Operating pressure.
.
13.1.1 The pneumatic concrete breaker may also 1~ marked with the
IS1 Certification Mark.
NOTE- The use of the ISI Certification Mark is governed by the provisions of the
Indian Standards Institution ( Certification Marks ) Act, and the Rules and Regulations
made thereunder. Presence of this mark on products covered by an Indian Standard
conveys the assurance that they have been produced to comply with the requirements of
that standard, under a well-defined system of inspection, testing and quality control
during production. This system, which is devised and supervised by ISI and operated
‘my the producer, has the further safeguard that the products as actually marketed are
continuously checked by ISI for conformity to the standard. Details of conditions,
under which a licence for the use of the ISI Certification Mark may be granted to manu-
facturers or processors, may be obtained from the Indian Standards Institution.
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. T. Scheme VII M, V. I. P. Road, 36 24 99
Maniktola. CALCUTTA 700054
Northern : SC0 445-446, Sector 35-C, 21843
CHANDIGARH 160036 I 3 16 41
41 24 42
Southern : C. I. T. Campus, MADRAS 600113 41 25 19
I 41 29 16
tWestern : Manakalaya, E9 MIDC, Marol, Andheri ( East ), 6 32 92 95
BOMBAY 400093
Branch Offices:
Pushpak’, Nurmohamed Shaikh Marg, Khanpur, 2 63 48
AHMADABAD 380001
I 2 63 49
$Peenya Industrial Area 1st Stage, Bangalore Tumkur Road 38 49 55
BANGALORE 560058 38 49 56
I
Ganootri Complex, 5th Floor, Bhadbhada Road, T. T. Nagar, 667 16
BHOPAL 462003
Plot No. 82183. Lewis Road, BHUBANESHWAR 751002 5 36 27
53/5 Ward No. 29, R.G. Barua Road, 5th Byelane, 3 31 77
GUWAHATI 781003
5-8-56C L. N. Gupta Marg ( Nampally Station Road ), 23 1083
HYDERABAD 500001
6 34 71
R14 Yudhister Marg. C Scheme, JAIPUR 302005
I 6 98 32
21 68 76
117/418 B Sarvodaya Nagar, KANPUR 208005
( 21 82 92
Patliputra Industrial Estate, PATNA 800013 6 23 05
T.C. No. 14/l 421. Universitv P.O.. Palayam 16 21 04
TRIVANDRUM 695035 16 21 17
fnspection Offices ( With Sale Point ):
Pushpanjali, First Floor, 205-A West High Court Road, 2 51 71
Shankar Nagsr Square, NAGPUR 440010
Institution of Engineers ( India ) Building, 1332 Sfivaji Nagar, 5 24 35
PUNE 411005
*Salea Office in Calcutta ir ot S Chowringhoo Approach, P. 0. Princep 27 68 00
Street. Calcutta 700072
tSaIas Office in Bombay Is at Novrlty Chambers, &ant Road. 89 66 28
Bombay 4@07
@ales Office in Bangalore is at Unity Building. Narasimharaja Square, 22 36 71
Bangalore 560002
Reprography Unit, %I *, New Delhi, IndiaAMENDMENT NO. 1 OCTOBER 1976 ”
TO
IS : 3559-1966 SPECIFICATION FOR PNEUMATIC
CONCRETE BREAKERS
Alterations
( Page 3, clause0 .5 ) - lklete the clause and renumber clauses ‘ 0.6,
0.7 and 0.8 ’ as r 0.5, 0.6 and 0.7 ’ respectively.
( Page 5, clause 5.1 ) -Substitute the following for the existing
clause:
’ 5.1 General - The breaker shall consist of a back head equipped with a
handle, a cylinder assembly, and a throttle; and a front head equipped
with a chuck for the pneumatic concrete breaker shanks conforming
to IS : 7995-1976* and having width across flats as 28.5 mm in case of light
and medium breakers and 31.7 mm in case of heavy breakers. Unless
otherwise specified, the handle shall be a T-handle. ’
( Page 5, Fig. 1 ) -Delete Fig. 1 and re-number ‘Fig. 2 and 3 ’ as
‘ Fig. 1 and Fig. 2 ’ respectively wherever they occur.
( Page 5, cluuse 5.3 ) - Substitute the following for the existing clause:
‘ 5.3 The front head assembly shall consist of a chuck housing of
forged steel or any other equally suitable material, a chuck suitable for
pneumatic concrete breaker shanks conforming to IS : 7995-1976. and
a positive shank retaining device, such as latch retainer or swing stirrup .
type spring retainer. The chuck housing of the breaker shall contain
a renewable liner or shall be of solid type. ’
( Page 5, clause 5.3 ) -Add the following foot-note at the bottom of
the page:
’ *Dimemions for pneumatic concrete breaker shanks.’
( Page 9, clause 8.5.3, lust sentenc)e - Substitute the following for the
existing sentence:
‘The shank dimensions of the plunger shall conform to IS : 7995-
1976’ and shall have width across flats as 28.5 mm in case of light and
medium breakers and 3 1.7 mm in case of heavy breakers. ’
( Page 9, clause 9.1.1 )-Add the following foot-note at the bottom
of the page:
‘ lD imenaiona for pneumatic concrete breaker shanks.’
1[ Pugc 13, Fig. 3 ( w-numbered as Fig. 2 ), Fig. for Tampine Rod ] -
Delete the dimensions 12.5, 150 and 45 and substitute the following for the
existing Ibot-note marked with an asterisk:
‘*A ( width across flats) = 28.5 for light and medium Conforming
breakers and 3 1.7 for heavy
breakers > :os : 7995-1976t ’
[Page 13, Fig. 3 ( w-numbered us Fig. 2 ) ] - Add the following foot-
note at the bottom of the page:
‘ tDimcnsioos for pneumatic concrete breaker ahanks.’
(BDC28)
2
Reprography Unit, MS, New Delhi, India
|
2547_1.pdf
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IS : 2547 ( Part I ) - 1976
( Reaffirmed 1990 )
Indian Standard
SPECIFICATION FOR
GYPSUM~BULLDING PLASTER
PART 1 EXCLUDING PREMIXED LIGHTWEIGHT PLASTERS
( First Revision )
First Reprint MARCH 1997
.
UDC 691.311
0 Copyright 1976 _
BUREAU OF INDIAN STANDARDS
MANAK BHAVAN, 9 BAHADIJR SHAH ZAFAR MARG -- 8?
NEW DELHI 110002
r
Gr 3 June 19%IS : 2547( Part I) - 1976
Indian Standard
SPECIFICATION FOR
GYPSUM BUILDING PLASTER
PART I EXCLUDING PREMIXED LIGHTWEIGHT PLASTERS
First Reuision )
(
Gypsum Building Material Sectional Committee, BDC 21
Chairman Representing
DR S. K. CHOPRA Cement Research Institute of India, New Delhi
Members
ADDITIONAL DIRECTOR ( ARCH ), Ministry of Raiiways
RESEARCH, DESIGNS AND STAN-
DARDS ORGANIZATION,
LUCKNOW
JOINT DIRECTOR ( ARCH )
( Alternate )
SHRI K. D. BHARGAVA Directorate of Mines and Geology, Government of
Rajasthan, Jaipur
MINING ENGINEER( Alternate )
SHRI K. K. BHATIA All India Pottery Manufacturers’ Association,
Calcutta
SHRI R. K. BHATNAGAR Shri Ram Institute for Industrial Research, Delhi
SHRI C. P. SHARDA ( Alternate )
SHRI G. J. CHANDAK Geological Survey of India, Calcutta
SHRI P. N. MEHTA ( Alternate )
SHRI J. S. FRANCISCO Jamnagar Mineral Development Syndicate,
Jamnagar
SHRI G. C. GUPTA Delhi Development Authority, New Delhi
SHRI B. B Durr CHOUDHARY
( Alternate )
SHRI R. K. MALIK Directorate General of Technical Development,
New Delhi
SHRI HAZARI LAL MARWAH Central Builders’ Association ( Regd ), Delhi
SHRI AMARJIT SINGH ( Alternate )
SHRI R. D. MATHUR Ministry of Defence
SHRI V. K. RAZDAN ( Alternate )
SHRI D. MOHTA Raj Plasters Ltd, Bikaner
(Continued ON page 2 )
@ Copyright 1976
BUREAU OF INDIAN STANDARDS
This publication is protected under the Indian Copyright Act ( XIV of 1957 ) and
reproduction in whole or in part by any means except with written permission of
the publisher shall be deemed to be an infringement of copyright under the said Act.IS : 2547 ( Part I ) - 1976
(Continued from page 1 )
Members Representing
SHRI L. RAMIAH Gypsum Industries Pvt Ltd, Tiruchirapalli
DR A. V. R. RAO National Buildings Organization, New Delhi
SHRI G. T. BHIDE ( AIternate )
SHRI M. N. ROY Rajasthan State Mines and Minerals Limited,
Jaipur
SHRI K. K. SARIN Rajasthan Housing Board, Jaipur
SHRI 0. G. SHARMA( Alternate )
DR S. SEN Central Glass and Ceramic Research Institute
( CSIR ), Calcutta
DR S. K. GUHA ( Alternate )
SHRI SOHAN LAL SINGHANIA J. K. Cotton Spinning and Weaving Mills Co Ltd,
Kanpur
SHRI K. L. PAI ( Alternate )
SUPERINTENDING SURVEYOR OF Central Public Works Department, New Delhi
WORKS ( NDZ )
SURVEYOR OF W o RK s I
( NDZ ) ( Alternate )
DR C. A. TANEJA Cent~~or~e~Iding Research Institute ( CSIR ),
DR IRSHADM ASOOD( Alternate )
SHRI H. C. VERMA Associated Instrument Manufacturers ( India ) Pvt
Ltd, New Delhi
SHRI bl. N. BALIGA ( Alternate )
SHRI D. AJITHA SIMHA, Director General, IS1 ( Ex-officio Member )
Director ( Civ Engg )
Secretary
SHR~ VINOD KUMAR
Deputy Director ( Civ Engg ), IS1
2IS : 2547 ( Part I ) - 1976
Indian Standard
SPECIFICATION FOR
GYPSUM BUILDING PLASTER
PART I EXCLUDING PREMIXED LIGHTWEIGHT PLASTERS
( First Revision )
0. FOREWORD
0.1 This Indian Standard ( Part I ) (First Revision ) was adopted by the
Indian Standards Institution on 20 February 1976, after the draft finalized
by the Gypsum Building Materials Sectional Committee had been approved
by the Civil Engineering Division Council.
0.2 This standard was first published in 1963. It has now been revised in
two parts: Part I deals with gypsum plaster excluding premixed lightweight
plaster and Part II deals with premixed lightweight plasters. Gypsum plaster
has been reclassified according to the latest method of classification and
anhydrous plaster which was previously recommended as undercoat plaster
and finishing plaster has now been recommended for only finishing
purposes. Based on the changes in classification, changes in the require-
ments of plaster have also been made.
0.3 Gypsum building plasters are used extensively in many countries of the
world including Australia, Canada, United Kingdom, United States of
America and USSR, for general building operations and for the manufacture
of preformed gypsum building products which have the specific advantages
of lightness and high fire resistance.
0.4 The various resources for gypsum in this country, when developed, will
yield in addition to high grade gypsum, large quantities of gypsum of purity
70 percent or less. The latter according to present knowledge, have also
prospects of economic use mainly as building materials, namely, in the form
of gypsum plaster, gypsum plaster boards, and gypsum blocks and tiles.
This standard on gypsum plaster, which is one in the series, covers the
various categories of gypsum plaster used in normal building construction.
0.5 Gypsum building plasters may vary widely in their properties partly
because manufacturing processes differ and partly because adjustments are
made to suit users requirements. Thus the properties required of plasters
for undercoat work differ to some extent from those required for finishing
coats; a further variation is sometimes necessary in the latter class in order
to control the hardness of finish or surfaces intended for specific purposes.
3IS : 2547 ( Part I ) - 1976
Keeping these points in view it has been attempted in this standard to
classify gypsum plasters on the basis of partially dehydrated gypsum and
anhydrous gypsum.
0.6 For the purpose of deciding whether a particular requirement of this
standard is complied with, the final value, observed or calculated, expressing
the result of a test or analysis, shall be rounded off in accordance with
IS : 2-1960*. The number of significant places retained in the rounded off
value should be the same as that of the specified value in this standard.
1. SCOPE
1.1 This standard (Part I ) covers the classification and chemical and
physical requirements for gypsum building plasters which posses definite
set due to hydration of calcium sulphate, anhydrous or hemi ? ydrate, to
form gypsum and are used in the manufacture of gypsum building products.
1.2 Premixed lightweight building plasters are not included in this standard.
2. TERMINOLOGY
2.1 For the purpose of this standard, the definitions given in IS : 2469-1976t
shall apply.
3. CLASSIFICATION
3.1 Gypsum plaster shall be classified as follows:
a) Plaster of paris,
b) Retarded hemihydrate gypsum plaster:
Type I - Under coat:
a) Browning plaster,
b) Metal lathing plaster,
Type II-Final coat plaster:
a) Finish plaster,
b) Board finish plaster,
c) Anhydrous gypsum plasters are for finishing only, and
d) Keene’s plaster is for finishing only.
*Rules for rounding off numerical values (revised ).
tGlossary of terms relating to gypsum (first revision ).
4IS : 2547 ( Part I ) - 1976
NATE - Keene’s plaster is of the anhydrous type. It is characterized by being
more easily brought to a smooth and clean finish associated with gradual set. In this
standard Keene’s plaster is differentiated from a anhydrous gypsum plaster by a
higher standard of purity (CaSO, not less than 80 percent ) and hardness. The
special qualities traditionally associated with this type of plaster cannot be dealt with
at present by any convenient direct test.
4. CHEMICAL REQUIREMENTS
4.1 The chemical composition of the plasters shall be given in Table 1.
TABLE 1 CHEMICAL COMPOSITION
REQUIREMENT
SL PARTICULARS ’ Plaster Retarded Anhy- Keene’s ’ METHODO F
No. of Hemihy- drous Plaster TEST
Paris drate Gypsum
Gypsum Plaster
Plaster
(1) (2) (3) (4) (5) (6) (7)
i) SO,, percent by mass, 35 35 40 41 see IS:1288-
Min 1973*
ii) CaO, percent by mass, 2/3 of SO, 2/3 of SO, 2/3 of SO, 2/3 of SO, s ;,iS: 1288-
Min content content content content *
iii) S o 1u b 1e magnesium 0’3 0.3 0.3 03 see Appendix A
salts, expressed as
percentage of MgO,
Max
iv) Soluble sodium salts, o-3 0.3 0.3 0’3 see Appendix A
expressed as percen-
tage of Na;O, MUX
v) Loss of ignition, per- Not great- Not great- 3’0 Max 2.0 Max see AppendixB
cent by mass er than 9 er than 9
and less and less
than 4 than 4
vi) Free Ii m e, &fin - 3t - - see Appendix C
percent
*Method of test for mineral gypsum and gypsum products ( first revision ).
tApplicable to metal lathing plaster.
5. PHYSICAL REQUIREMENTS
5.1 Purity-No material shall be added to gypsum plasters except those
which are necessary to control the setting, such as sodium citrate, break-
drown products of keratin, potassium sulphate, alum and zinc sulphate; or
working characteristics; or to impart anti-corrosion or fungicidal properties.
5IS : 2547 ( Part I ) - 1976
5.2 Gypsum plaster shall also satisfy the requirements given in Table 2,,
when tested according to the procedures given in IS : 2542 (Part I)-1964*.
TABLE 2 PHYSICAL REQUIREMENTS
SL PARTICULARS REQUIREMENT
No. --- -- ,
Plaster of Retarded Hemi- Anhydrous Keene’s
Paris hydr;;;sTrpsum Gypsum Plaster
Plaster
(I) (2) (3) (4) (5) (6)
i) Setting time, - - -
minutes:
a) Plaster s a n d 120-900 120-900 - -
mixture
b) Neat plaster 20-40 60-180 20-360 20-360
ii) Transverse strength, 5 14* - -
kg/cm=, Min
iii) Soundness Set plaster pats Set plaster pats Set plaster pats Set plaster pats
shall not show shall not show shall not show shall not show
any sign of any sign of any sign of any sign of
disintegra- disintegra- disintegra- disintegra-
tion:popping tion,popping tio?,popping tion, popping
or pitting or pitting or pitting or pitting
iv) Mechanical resis- - tDiameter of Diameter of Diameter of
tance of set neat the indenta- the indenta- the indenta-
plaster tion shall not tion shall not tion shall not
be less than be more than be more than
3 mm and not 4 mm 3.5 mm
more than
4.5 mm
v) Residue on l-18-mm 5-O I .ot 1.0 1’0
IS Sieve percen-
tage, Max
vi) Expansion on set- - 0.20 at 24 hf - 0.5 at 96 h
ting percentage,
Max
*Applicable to undercoat plasters only.
tApplicable to final coat plasters.
SApplicable to board finish plasters only.
*Methods of test for gypsum plaster, concrete and products: Part I Plaster and
concrete.
6IS:2547(PartI)-1976
5.3 Notwithstanding the requirements specified in 5.1, additives for the
purpose of colouring may be added to Keene’s plaster.
6. SAMPLING
6.1 Lot - In any consignment, all the packages of the gypsum plaster of
the same class and type and from the same batch of manufacture shall be
grouped together to constitute a 101.
6.1.1 Samples shall be selected and tested separately from each lot to
- determine its conformity or otherwise to the requirements of the
specification.
6.2 The number of packages to be selected for the sample from a lot shall
depend upon the size of the lot and shall be in accordance with co1 1 and 2
of Table 3.
TABLE 3 NUMBER OF PACKAGES TO BE SELECTED
FOR THE SAMPLE
LOT SIZE SAMPLE Size
( No. OF PACKAGES IN THE LOT ) ( No. OF PACKAGEST O BE SELECXED
FOR THE SAMPLE )
(1) (2)
up to 100 3
101 ,, 150 4
151 1, 300 5
301 ,, 500 7
501 and above 10
6.2.1 The packages for the sample shall be selected at random from the
lot and in order to ensure the randomness of selection the procedures given
in IS:4905-1968* may be adopted.
6.3 Number of Tests
6.3.1 The contents of each package in the sample shall be thoroughly
homogenized by mixing separately and sufficient quantity of gypsum plaster
shall then be drawn from each package separately for carrying out the tests
for setting time, transverse strength and residue on 1’1%mm IS Sieve.
These samples of gypsum plaster drawn from each package shall be kept
separately and tested individually for each of the tests mentioned above.
The samples should be placed immediately in clean, dry, airtight containers
for delivering to the laboratory.
*Methods for random sampling.IS : 2547 ( Part I ) - 1976
6.3.2 The test for the remaining physical requirements and the chemical
requirements shall be carried out on a composite sample prepared by
thoroughly mixing equal quantities of gypsum plaster taken from each of
the packages selected in the sample.
6.4 Criteria for Conformity-A lot shall be considered as conforming
to the requirements of this standard if the conditions mentioned in 6.4.1
and 6.4.2 are satisfied.
6.4.1 For test results on setting time, transverse strength and residue on
1’18-mm IS Sieve, the average (8) and the range (R) shall be calculated.
From the corresponding ayerage and range value for each characteristic the
value of the_ expressions X f 0.4R shall be calculated. The value of the
expression X - 0*4R as calculated above should be greater than or-equal to
the minimum limits specified, and the value of the expression X + 0.4R
shall be less than or equal to the maximum limit specified.
6.4.2 All the test results for various physical and chemical requirements
tested on the composite sample shall satisfy the corresponding specification
requirements.
7. PACKING AND MARKING
7.1 Gypsum plasters shall be dry and free from lumps and shall be suitably
packed in watertight bags or containers. The following information shall be
marked legibly on each package:
a) Name of the manufacturer;
b) Class and type of plaster;
c) Date of manufacture, batch number, if any; and
d) Net mass.
,‘7,.2. BIS Certification Marking
The product may also be marked with Standard Mark.
7.2,,$ The use of the Standard Mark is governed by the provisions of
Buxau 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 manufaclurers or producers may be obtained
from the Bureau of Indian Standards.
8IS : 2547 ( Part I ) - 1976
APPENDIX A
( Table 1 )
A-l. DETERMINATION OF SOLUBLE SODIUM AND MAGNESIUM
SALTS
A-l.1 Weigh 1 g of the plaster, ground to pass a 212-micron IS Sieve com-
plying with the requirements of IS:460-1962* into a polyethylene bottle,
add 100 ml of water to room temperature and 1 g of salt free gypsum.
Shake the bottle occasionally during the next hour to prevent caking and
then allow it to stand until a clear supernatant liquid is obtained.
A-l.2 Determine the contents of soluble sodium salts and magnesium salts
in portions of the clear supernatant liquid. Express the results as Na,O
and MgO.
APPENDIX B
( Table 1 )
B-l. DETERMINATION OF LOSS ON IGNITION
B-l.1 Weigh 2 g of the plaster into a squat weighing bottle, previously
weighed complete with cover. Distribute the plaster evenly over the bottle
to constant mass at a temperature between 280°C and 300°C. Cover the
weighing bottle and reweigh immediately it is cool.
APPENDIX C
( Table, 1 )
DETERMINATION OF FREE LIME
C-l. PROCEDURE
C-l.1 Suspend 5 g of the sample in approximately 100 ml of water. Add
several drops of phenolphthalein indicator solution ( 0.5 percent in 50 per-
cent aqueous ethanol ) and titrate with 0.5 N hydrochloric acid until the
pink colour of the indicator just disappears. Continue the titration until
the pink colour does not return after standing for 2 to 3 minutes.
With 5 g sample, 1 ml 0.5 N hydrochloric acid z 0.37 percent Ca(OH),.
*Specification for test sieves ( revised ).
9BUREAU OF INDIAN STANDARDS
Headquarters:
Manak Bhavan, 9 Bahadur Shah Zafar Marg, NEW DELHI 110002
Telephones: 323 0131, 323 3375, 323 9402
Fax :91113234062. 91 113239399, 91113239382
Telegrams : Manaksanstha
(Common to all Offices)
Central Laboratory: Telephone
Plot No. 2019, Site IV, Sahibabad Industrial Area, SAHIBABAD 201010 8-77 00 32
Regional Offices:
Central : Manak Bhavan, 9 Bahadur Shah Zafar Marg, NEW DELHI 110002 ., 323 76 17
‘Eastern : l/14 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
*Peenya Industrial Area, 1st Stage, Bangalore - Tumkur Road, 839 49 55
BANGALORE 560058
Gangotri Complex, 5th Floor, Bhadbhada Road, T. T. Nagar, BHOPAL 462003 55 40 21
Plot No. 62-63, Unit VI. Ganga Nagar. BHUBANESHWAR 751001 40 36 27
Kalaikathir Buildings, 670 Avinashi Road, COIMBATORE 641037 21 01 41
Plot No. 43, Sector 16 A, Mathura Road, FARIDABAD 121001 8-28 88 01
Savitri Complex, 116 G. T. Road, GHAZIABAD 201001 8-71 19 96
5315 Ward No. 29, R. G. Barua Road, 5th By-lane, GUWAHATI 781003 54 11 37
5-8-58C, L. N. Gupta Marg, Nampally Station Road, HYDERABAD 500001 20 10 83
E-52, Chitaranjan Marg, C-Scheme, JAIPUR 302001 37 29 25
1171418 B, Sarvodaya Nagar, KANPUR 208005 21 68 76
Seth Bhawan, 2nd Floor, Behind Leela Cinema, Naval Kishore Road, 23 89 23
LUCKNOW 226001
Patliputra Industrial Estate, PATNA 800013 26 23 05
T. C&$0. 1411421, University P. 0. Palayam, 621 17
i HIRUVANANTHAPURAM 695034
NIT Building, Second Floor, Gokulpat Market, NAGPUR 440010 52 51 71
Institution of Engineers ( India ) Building, 1332 Shivaji Nagar, PUNE 411005 32 36 35
*Sales Office is at 5 Chowringhee Approach, P. 0. Princep Street,
CALCUTTA 700072 27 10 85
tSales Office is at Novelty Chambers, Grant Road, MUMBAI 400007 309 65 28
*Sales Office is at ‘F’ Block, Unity Building, Narashimaraja Square, 222 39 71
BANGALORE 560002
Printed at New India Printing Press, Khurja, IndiaAMErJDMENT NO: 1 JUNE 1991
TO
1s 2547( Part 1) : 1976 SPECIFICATION FOR
GYPSUM BUIIJIING PLASTER
PART 1 EXCLUDING PREMIXED LIGHTWEIGHT PLASTERS
(First Revibn)
( Page 6, Tabk 2, Sl No. (v), co1 5 d 6 ] - Delete the existing matter.
Insert the following rt Sl No. (vi) and renumber tbe existing Sl No. (vi) as (vii):
/
‘W (2) (31 (4) (5) (6)
vi) Rcduoonw)un - - 2.0 2.0’
Is Sieve, pacentagc,Mor
ReprographyU nit, BIS, New Delhi, IndiaAMENDMENT NO. 2 DECEMBER 1995
TO
IS 2547 ( Part 1) : 1976 SPECIFICATION FOR GYPSUM
BUILDING PLASTER
PART 1 EXCbUDlNG PREMlXED ElQHfWElGHT PLASTERS
( First Revision )
( Page 5, clause 4.1, Table 1 ) - Xmsert‘ &hemihydrate’ in co1 3 under
Plaster of Paris.
(Page 5, Table 1) -substitute ‘1982’ for the existing year ‘1973’ in CCI~7 .
( Page 5, ciartse 5.1, line 3 ) - Insert ‘sodium sulphate’ after ‘potassium
sulphate’,
(Page 5, clause 5.1, line 4 ) - Insert ‘such as Alkyl-Aryl sulphonate’ after
‘working characteristics’ and ‘such as nitrates and nitrites of alkali metals’ after
‘anti-corrosion’.
( Page 6, c&se 5,2, line 2 $ - Substitute ‘1978’ for the existing year
‘1964’.
(Page 6, T&ie 2 I-- Substitute the following for the existing table:
TABLE 2 PMY 5 ECAL REQ1[.16REME~
SL PAKiXXIMRS z&mREMEhT
No. ..-Y- K -sII_-- 1
Has& of Paris hhnhydi0U.S Keenc’s Plaster
_.__-_-_-_h- __I? Gypsum plaster
‘Type A ( short Type 3 ( long
the sh3g) time setting)
0) (2) (3) (5) (5) (6)
i) Setting time - I_ - -
minutes:
a) Plaster sand 45120 120-9c0 - -
mixture
b) Neat 20-40 60-180 20-360 20-360
phsterAmend No. 2 to IS 2547 ( Part 1) : 1976
TABLE 2 (Concluded)
SL PARIICU REtxJlREMENT
A
f \
Plaster of Paris Anhydrous Keene’s Plaster
f-A-\ Gypsum Plaster
Type A ( short Type B ( long
time setting) time setting)
($1 (2) (3) (4) (5) (6)
- -
ii) Transverse 5 49
strength,
kg/an*, Min
iii) Soundness Set plaster pats Set plaster pats Set plaster pats Set plaster pats
shall not show shall not show shall not show shall not show
any sign of any sign of any sign of any sign of
disintegration, disintegration, disintegration, disintegration,
PowiG or popping or popping or pitting popping or pitting
pitting pitting
iv) Mecbsoica~ - TDiameter of Diameter of the Diameter of the
resistance of the indentation indentation shall indentation shall
set neat shall not be not be more than not be. more than
plaster less than 3 mm 4mm 3.5 mm
and not more
than 4.5 mm
\c) Residue on 90 5.0 2.c 2.0
sieve
Kcenrage,
Mar
-
vi) Expansion on -‘- 0.20 at 24 h$ 0.5 at 96 h
setting
perorntage,
MUX
‘A.pplicable to undercoat piasters only.
TApplicable to final coat plastca.
SAppliable to beard finish plasters ouly.
( Page 7, clause 6.3.1, line 4 ) - Substltule ‘90 pm fir ‘I..18 - mm G
kfore ‘sieve’.
( Puge 9, chse A-l-l, line 2 ) - Substitute ‘IS 460 ( Part 1 ) : X985’ fur
‘IS : 460 - 1962’.
( Puge 9, fit-note with ‘*’ mark ) - Substitute ‘%pecification for test sieves :
Part 1 Wire cloth test sieves ( thirdr evision)’ for the existing.
(CED21) --
Reprography Unit, BIS, New Delhi, India
2
|
13826_4.pdf
|
~IndianS tandard
BITUMENBASEDFELTS- METHODS
OFTEST
PART 4 PRESSURE HEAD TEST
UDC 691-165 : 620’173
l
0 BIS 1993
BUREAU ~OF INDIAN STANDARDS
MANAK BH-A~VAN, 9 BAHADUR SHAH ZAFAR MARG
NEW DELHI 110002
September 1993 Price Group 1.
I/W ater-proofing and Damp-proofing Sectional Committee, CED 41
FOREWORD
This Indian Standard was adopted by the Bureau of Indian Standards, after the draft finalized by
the Water-proofing and Damp-proofing Sectional Committee had been approved by the Civil
Engineering Division Council.
Bitumen felts may be of different types depending upon the raw material used and their cons-
truction. IS 1322 : 1993 ‘Specification for bitumen felts for water proofing and damp-proofing
(fourth revision )’ and IS 7193 : 1993 ‘Specification for glass fibre base coal tar pitch and bitumen felts
(first revision )‘, covers bitumen felts of hessian based and glass fibre base respectively. The above
standards require amongst other requirements, detailed testing of these products. Various methods
of test relating to each product for determination of physical properties have been included in the
separate standards. All types of felts have to satisfy some common essential physical rtquirements
for which methods ~of test are same. A series of standards covering methods of test have therefore
been formulated to cover the determination of various physical requirements of bitumen felt.
This standard covers pressure head test. Other parts of the standard are as follows:
Part 1 Breaking strength test
Part 2 Pliability test
IL
Part 3 Storage sticking test
Part 5 Heat resistance test
Part 6 Water absorption test
Part 7 Determination of binder content
The composition of the technical committee responsible for the formulation of this standard is
given in Annex A.
For the purpose of deciding whether a particular requirement of this standard is complied with, the
final value, observed or calculated, expressing the result of a test or analysis, shall be rounded off
in accordance with IS 2 : 1960 ‘Rules for rounding off numerical values ( revised)‘. The number
of significant places retained in the rounded off value should be the same as that of the specified.
value in this standard.IS 13826 ( Part 4 ) : iP93
Indian Standard
BITUMENBASEDFELTS- METHODS
OFTEST
PART 4 PRESSURE HEAD TEST
1 SCOPE 4.2 An arrangement to condition the sample at
a temperature of 5°C and 65 f 2°C.
This standard ( Part 4 ) covers the method for
determination of any leakage under a constant
5 PROCEDURE
pressure head of water.
5.1 Preparation of Test Pieces
2 REFERENCE
Six test pieces, at least 200 mm in diameter, shall
The Indian Standard IS 4911 : 1986 ‘Glossary of
be cut from each of the samples selected in such
terms relating to bituminous water-proofing and
a m~anner that when the test piece is clamped
-damp-proofing of building’ is necessary adjunct
down, a part of it is always extending beyond
to this standard.
the clamping plate.
3 TERMINOLOGY
5.2 Conditioning
3.0 For the purpose of this standard, the defini-
tions given in IS 4911 : 1986, shall apply. a) Three test pieces shall be conditioned for-
3 h at 65 & 2°C.
4 AP-PARATUS
b) Three test pieces shall be conditioned at
4.1 An arrangement to put a circular test piece 5°C or lower temperature as per require-
of dia 200 mm under a constant pressure head of ment for 3 h and immediately tested.
water of 300 mm ( for a typical arrangement of
the apparatus, see Fig. 1 ). 5.3 Procedure
Test pieces conditioned as explained in 5.2
shall be placed one by one as shown in Fig. 1
and shall be subjected to constant pressure head
of 300 mm high and checked periodically for
any leakage for one hour.
6 REPORTING
Ff Reporting shall include the following:
a) Date of testing,
b) Type of conditioning, and
FIG. 1 ARRANGEMENTF OR PRESSUREH EAD TEST c) Observation.IS 13826 ( Part 4 ) : 1993
ANNEX A
( Foreword )
COMMITTEE COMPOSITION
Water-Proofing and Damp-Proofing Sectional Committee, CED 41
Chairman Representing
PROP M. S. SHETTY In Personal Capacity ( No. 4, Supun Buug, Near Empress Garden ),
Pune 411001
Members
CAST A~HOK SHASTRY Osnar Chemical Pvt Ltd, Bombay
SHRI S. K. BANERJEE( Alternate )
SHRI T. CHAUDHURY National Test House ( ER ), Calcutta
SHRI B. MANDAL ( Alternate)
DIRECTOR (DESIGN ) National Building Organization, New Delhi
SHRI D. C. GOEL Central Road Research Institute, New Delhi
SHRI A. K. GUPTA Engineers India Ltd, New Delhi
SHRI D. -MOUDGIL ( Alternate )
SHRI A. K. GI.TPTA Metro Railw_ay, Calcutta
SHRI K. RAJGOPALAN ( Alternate )
SHRI M. B. JAYAWANT Synthetic Asphalts, Bombay
SHRI MOIZ S. KAFDI Polyseal India Engineering Centre, Bombay
SHRI SUREN M. THAKKER ( Alternate )
SHRI M. K. KANCHAN Central Public Works Department, CD0
SHRI K. D. NARULA ( Alternate )
BRIG V. K. KANITKAR Engineer-in-Chief’s Branch, Army Headquarters, New Delhi
SHRI C. S. S. RAO ( Alternate )
SHRI M. H. KHA~RI Overseas Water-Proofing Corporation Ltd. Bombay
SHRI A. BOSE ( AIternate )
SHRI Y. P. KAPOOR Fosroc India Ltd, Bangalore
SHRI V. NATRAJAN ( Alternate )
SHRI H. C. MATAI Building Material & Technology Promotion Council, New Delhi
SHRI M. M. MATHAI Cempire Corporation, Madras
SHRI R. D. NAYAK Bharat Prtroleum Corporation Ltd, Bombay
SHRI P. C. SRIVASTAVA ( Alternate )
COL D. V. PADSALGIKAR ( Rerd) B. G. Shirke & Co, Pune
SHRI R. P. PUNJ Lloyd Bitumen Products Pvt Ltd, Calcutta
SHRI A. K. SEN ( Alternate)
SHRI RAVI WIG MES Builders Association of India, New Delhi
SHRI K. K. MADHOK (Alternate )
SHRI T. K. ROY STP Ltd, Calcutta
SHRI B. B. BANERJEE( Alternate )
SHRI SAMIR SURLAKER MC-Bauchmic ( India ) Ltd, Bombay
SHRI JAYANT DEOGAONKAR ( Alternate )
SHRI R. SARABESWAR Integrated Water-proofing Ltd, Madras
SR DEPUTY CHIEF ENGINEER Public Works Department, Government of Tamil Nadu
SUP~~G ENGINEER ( MADRAS CIRCLE )
( Alternate )
SHR~ A. SHARIFP FGP Ltd, Bombay
SHRI D. KUSHWAHA ( Alternate )
SHRI J. S. SHARMA Central Building Research Institute ( CSIR ), Roorkee
SHRI R. S. RAWAT ( Alternate )
SHRI SRAMALS ENGUPTA’ Project and Development India Ltd, Dhanbad
SHRI U. R. P. SINHA ( Alternate )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 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 icence 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 institutione stablished 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 detlails, 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 $he basis of comments. Standards are
also reviewed periodically; a standard along with amendments is reaffirmed when such review
indicates that no changes are needed; if the review indicates that changes are needed, it is taken
up for revision. Users of Indian Standards should ascertain that they are in possession of the
latest amendments or edition by referring to the latest issue of ‘BIS Handbook’ and ‘Standards
Monthly Additions’. Comments on this Indian Standard May be sent to BIS giving the following
reference :
Dot : No. CED 41 ( 5141 )
l
Amendments Issued Since Poblication.
Amend No. Date of Issue Text Affected
BUREAU OF INDIAN STANDARDS
Headquarters:
Manak Bhavan, 9 Bahadur Shah Zafar Marg, New Delhi 110002
Telephones : 331 01 31, 331 13 75 Telegrams : Manaksanstha
( Common to all Offices )
Regional O&es : Telephone
Central : Manak Bhavan, 9 Bahadur Shah Zafar Marg 331 01 31
NEW DELHI 110002 { 331 13 75
Eastern : l/-14 C. I. T. Scheme VII M, V. I. P. Road, Maniktola 37 84 99, 37 85 61
CALCUTTA 700054 37 86 26, 37 86 62
53 38 43, 53 16 40
Northern : SC0 445-446, Sector 35-C, CHANDIGARH 160036
53 23 84
235 02 16, 235 04 42
-Southern : C. I. T. Campus, IV Cross Road, MADRAS 600113
235 15 19, 235 23 15
Western : Manakalaya, E9 MIDC, Marol, Andheri ( East ) 632 92 95, 632 78 58
BOMBAY 400093 632 78 91 632 78 92
Branches : AHMADABAD. BANGALORE. BHOPAL. BHUBANESHWAR. COIMBATORE.
FARIDABAD. GHAZIABAD. GUWAHATI. HYDERABAD. JALPUR. XANPUR.
LUCKNOW. PATNA. THIRUVANANTHAPURAM.
Printed at Paragon Enterprises, Delhi, India.
.- -
|
3025_15.pdf
|
IS : 3025 (Part 15) - 1984
(Reaffirmed 1998)
Edition 2.1
UDC 628.1/.3 : 543.3 : 543.814 (2000-01)
Adopted 25 January 1984 © BIS 2002 Price Group 1
B U R E A U O F I N D I A N S T A N D A R D S
MANAK BHAVAN, 9 BAHADUR SHAH ZAFAR MARG
NEW DELHI 110002
])7488(62
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Indian Standard
METHODS OF SAMPLING AND TEST (PHYSICAL AND
CHEMICAL) FOR WATER AND WASTE WATER
PART 15 TOTAL RESIDUE (TOTAL SOLIDS — DISSOLVED
AND SUSPENDED)
( First Revision )
(Incorporating Amendment No. 1)
1.Scope — Prescribes a gravimetric method for the determination of total residue. This method is
applicable to all types of water and waste water.
2.Principle — The sample is evaporated in a weighed dish on a steam-bath and is dried to a
constant mass in an oven either at 103-105°C or 179-181°C. Total residue is calculated from increase
in mass.
Note — In general, by evaporating and drying water samples at 179-181°C values are obtained which conform more
closely to those obtained by summation of individually determined mineral salts.
3. Interferences
3.1Highly mineralized waters containing significant concentration of calcium, magnesium, chloride
and/or sulphate may be hygroscopic. These may require prolonged drying, desiccation and rapid
weighing. However, prolonged drying may also cause loss of constituents, particularly nitrates and
chlorides.
3.2A large amount of residue in the evaporating basin may crust over and entrap water preventing
its evaporation during drying. For this reason, the volume of the sample should be adjusted so that
the residue left after drying should be about 100 to 200mg.
4. Apparatus
4.1Evaporating Dish — of 90mm diameter, 100ml capacity made of platinum, nickel, porcelain,
silica or borosilicate glass. Platinum is suitable for all tests. Nickel is satisfactory if residue is not to
be ignited. Porcelain, silica and glass may be used for samples with a pH value less than 9.0.
4.2Steam-Bath
4.3Drying Oven — drying oven with thermostatic control for maintaining temperature up to
180±2°C.
4.4Desiccator — Provided with a colour indicating desiccant.
4.5Analytical Balance — 200g capacity and capable of weighing to nearest 0.1mg.
4.6Magnetic stirrer with teflon coated stirring bars.
5.Sample Handling and Preservation — Preservation of the samples is not practical. Analysis
should begin as soon as possible. Refrigeration or chilling to 4°C, to minimize microbiological
decomposition of solids is recommended.
6. Procedure
6.1Heat the clean evaporating dish to 180°C for 1hour. Cool, desiccate, weigh and store in desiccator
until ready for use.
6.2Select volume of the sample which has residue between 25 and 250mg, preferably between 100
and 200mg. This volume may be estimated from values of specific conductance. To obtain a
measurable residue; if necessary, add successive sample portion to the same dish after evaporation.
6.3Stir volume of sample with a magnetic stirrer or shake it vigorously. Pipette this volume to a
weighed evaporating dish placed on a steam-bath. Evaporation may also be performed in a drying
oven. The temperature should be lowered to approximately 98°C to prevent boiling and splattering of
the sample. After complete evaporation of water from the residue, transfer the dish to an oven atIS : 3025 (Part 15) - 1984
103-105°C, or 179-181°C and dry to constant mass, that is, till the difference in the successive
weighings is less than 0.5mg. Drying for a long duration (usually 1 to 2 hours) is done to eliminate
necessity of checking for constant mass. The time for drying to constant mass with a given type of
sample when a number of samples of nearly same type are to be analysed should be determined by
trial.
6.4Weigh the dish as soon as it has cooled avoiding residue to stay for long time as some residues
are hygroscopic and may absorb water from desiccant which may not be absolutely dry.
7.Calculation — Calculate the total residue using the following equation:
1000 M
Total residue, mg/l = ----------------------
V
where
M=mass in mg of total residue, and
V=volume in ml of the sample.
8.Report — Report in whole numbers for less than 100mg/l and above 100mg/l to three
significant figures. Report the temperature of determination also.
9.Precision and Accuracy — The precision of the mathod is about 5 percent. Accuracy cannot
be estimated for total residue as determined by this method as it is a quantity defined by the
procedure followed.
E X P L A N A T O R Y N O T E
Total residue is the term applied to the material left in the vessel after evaporation of a sample
of water and its subsequent drying in an oven at a definite temperature. Total residue includes
non-filterable residue (the portion of the total residue retained by a filter), and filterable residue
(the portion of the total residue which passes through the filter).
This method supersedes 10 of IS:3025-1964 ‘Methods of sampling and test (physical and
chemical) for water used in industry’.
This edition 2.1 incorporates Amendment No. 1 (January 2000). Side bar indicates modification
of the text as the result of incorporation of the amendment.
2
|
12973.pdf
|
IS 12973 : 1990
IS0 7804 : 1985
fndian Standard
0
COMMERCIAL ROAD VEHICLES - SIDE
OPENINGS FOR TRUCK POWER
TAKE-OFFS ( PTO )
UDC 629-l 144 - 494 : 006.78
0
0
3
0 BIS 1991
BUREAU OF INDIAN STANDARDS
MANAK BHAVAN, 9 BAHADUR SHAH ZAFAR MARG *
NEW DELHI 110002
Jsnuary 1991 Price Group 3IS 13973: 1380
IS0 7804 : 1935
Indian Standard
COMMERCIAL ROAD VEHICLES - SIDE
OPENINGS FOR TRUCK POWER
TAKE-OFFS ( PTO )
NATIONAL FOREWORD
This Indian Standard which is identical with IS0 7804 : 1985 ‘Commercial road vehicles - Side
openings for truck power take-offs ( PTO )’ was adopted by the Bureau of Indian Standards on
17 March 1990, after the draft finaliied by the Automotive Transmission Systems Sectional
Committee ( TED 3 ) had been approved by 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 llnternational 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.
.As in the Original Standard, this Page is Intentionally Left BlankIS 12973: 1880
IS0 7804 : 1886
1 Scope and field of application 3.2 Type R
This International Standard lays down the dimensions of side Type R shall have one of the following gear depths :
openings for truck power take-offs. These specifications are
applicable for all general installations of power take-offs on the - TypeRl :20 f 10mm
transmission gear box of trucks and tractors where the size of
the transmission permits. - Type R2: 70 f 10 mm
Type Rl shall comply with the requirements of figure 1.
Type R2 shall comply with the additional requirements of
2 Definition
figure 2.
gear depth : Distance from transmission face to pitch line of 3.3 Type H
power take-off drive gear.
Type H shall have one of the following gear depths :
- Type Hl : 14 f 10 mm
3 Specifications
- TypeH2:64 + 10mm
3.1 Types Types Hl and H2 shall comply with the requirements of
figure 3.
This International Standard defines two types of side opening :
- Type R : regular duty type, 6 bolts Ml0 4 Designation
- Type H : heavy duty type, 8 bolts Ml2 Example for the designation of a 6 bol; Ml0 side opening
(type RI with gear depth 20 f 10 mm (code II :
Both types are specified with two alternative gear depths and
subdivided accordingly. PTO opening IS0 78@I- RI
3IS 12973: 1990
IS0 7804 : 1985
Dimensions in millimetres
Optional : 2 blind dowel holes,
10 mm deep
:-
1
i.
--- - -.-.-
PTO drive gear axis i
Face of PTO side opening
NOTES
1 Gear data and backlash are specified by gearbox manufacturer.
2 PTO drive gear msy be located either side of the vet-tics4c entre-line -
Figure 1 - Type R regular d&y type I3b olts Ml0 - Type RlIS 12973: 1990
IS0 7804 : 1985
Dimension in millimetres
/
“/
--.-
--
t
4
b
\
I
ci
- /
NOTE - For all other dimensions, see figure 1.
Figure 2 - Type R regular duty type 6 bolts Ml0 - Type R2 (wide centre opening)IS 12973: 1990
IS0 7804 : 1986
Dimensions in millimetres
2 blind dowel
10 mm deep
I_ ..-
--
_..-
_12,7
--
-._-
--
PTO drive gaar axis
Face of PTO side opening ; //~O,OS/lIOAOl
I
NOTES
1 Gear dam and backlash are specified by gearbox manufacturer.
2 PTO drive gear may be located either side of the vertical centre-line.
Figure 3 - Type H (Hl end HZ) heavy duty type 8 bolts Ml2
6Bureau of Indian Standards
BIS is a statutory institution established under the Bureau of Indian Standard Act, 1986 to promote
harmonious development of the activities of standardization, marking and quality certification of goods
and attending to connected matters in the country.
Copyright
BIS has the copyright of all its publications. No part of these publications may be reproduced in
any from 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 of grade
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4410_b_4.pdf
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I.IS : 4410 ( Part XI/&c 4) - I973
( Continued from pagt 1 )
Members R#prsranting
SERI R. K. SAHTJ IrrigaaiE & Power Department, Government of
I~I E. C. SALDANEA Irrigaion & Power Department, Government of
Maharashtra
SLTRI V. S. GWTE (Alternate)
PROPS ARANJIT SINN~E Indian Institute of Technology, New Delhi
DR P. P. SEHanL University of Roorkee
COL N. K. SEN Survey of India, Debra Dun
COL P. MYRA (Alternate)
SRRI G. S. SrDEU Irrigation Department, Government of Punjab
SHRI M. M. ANAND ,(A ltematc. \j
SOIL CONSERVATION ADVISER Ministry of Food, Agriculture, Community Deve-
lopment & Co-operation
SRHI VIJEXDBA SINC+H Irri~p~;;eshDepartment, Government of Uttar
SHRI D. AJ~THA SI~.LEA, Director General, IS1 ( Ex-o&o Member )
Director (Civ Engg)
Secretary
Saar K. RAQHA~ENDRAN
Deputy Director ( Civ Engg ), IS1
Panel for Glossary of Terms Relating to Hydrology, BDC 46 : P6
comwb?r
PHoF SARANJIT SINQE Indian Institute of Technology, New Delhi
Members
SARI S. BAXERJI National Committee for International Hydrological
Decade, New Delhi
DIRECTOR (HYDROLOGY ) Central Water & Power Commission, New Delhi
DEPUTY DIREC~OB (HYDROLOGY )
( Alternate )
SHRI M. M. LAL KHANNA Irrigation Research Institute, Roorkee
DR K. V. RAWIAVA RAO Central Ground Water Board, Faridabad
DA SUBHA6H&iANDES Indian Institute of Technology, New DelhiIS t 4410 ( Part XI/k 4) - 1973
Indian Standard
GLOSSARY OF TERMS RELATING TO
RIVER VALZEY PROJECTS
PART XI HYDROLOGY
Section 4 Hydrographs
0. FOREWORD
0.1 This Indian Standard (Part XI/Set 4) was adopted by the Indian
St~dards Institution on 7 April 1973, after the draft finalized by the
Terminology Relating to River Valley, Projects Sectional Committee had
been approved by the Civil Engineering Division Council.
0.2 A number of Indian Standards have already been printed covering
various aspects of river valiey projects and a large number of standards
are in the process of formulation. These standards include technical terms,
the precise definitions of which are required to avoid ambiguity in their
interpretation. To achieve this end, the Institution is bringing out
‘ IS : 4410 Glossary of terms relating to river valley projects ’ which is being
published in parts. The other parts of this standard SO far’published are
given on fourth cover page.
8.3 Part XI covers the important field of hydrology which is a separate
science by itselE In view of the vastness of this subject, it is proposed to
cover the subject in different sections. Other sections will be the following:
Section 1 General terms
Section 2 Precipitation and runoff
Section 3 Infiltration and water losses
Section 5 Floods
Section 6 Ground water
Section 7 Discharge measurements
Section 8 Quality of waters
0.4 In the formulation of this standard due weightage has been given to
international co-ordination among the standards and practices prevailing
in different countries in addition to relating it to the practices in the field
in this country. This has been met by deriving assistance from the follow-
ing publications:
UNITED NATIONS. ECONOMICC OMMISSIONF OR ASIA AND THE FAR
EAST. Glossary of hydrologic terms used in Asia and the Far East.
1956. Bangkok.
3IS:4410 (Part-XI/S& I)~l!W3
INDIA. INTERNATIONALC OMMISSIONO N IRRIGATIONA ND DRAINAOE.
Multilingual technical dictionary on irrigation and drainage. 1967.
INDIA. CENTRAL BOARD OF IRRIGATIONA ND POWER. Glossaryo f
irrigation and hydro-electric terms and standard notations used
in India. 1954. Manager of Publications, Delhi.
Nomenclature for hydraulics. 1962. American Society of Civil
Engineers. New York.
0.4.1 All the definitions taken from ‘Multilingual technical dictionary
on irrigation and drainage ’ are marked with-asterisk (*) in the standard.
1. SCOPE
1.1 This standard ( Part XI/See 4) covers the definitions of terms relating
to hydrographs in hydrology.
2. HYDROGRAPHS
2.1 Base Flow* - The sustained or dry weather flow of streams resulting
from the outflow of permanent or perched ground water, and from the
draining of large lakes and swamps. Also water from glaciers, snow and
all other possible sources not resulting from direct runoff.
2.2 Composite Unit Graph* -A tabular presentation of unit hydro-
graph for the important sub-divisions of a large area, with the times of
beginning of rise appropriately lagged by the times of travel from the out-
lets of the sub-areas to the major gauge station. The runoff is computed
independently for each area multiplied by unit graph ordinates for that
area. The sum of all flows thus computed in a vertical column gives the
flow to be expected at the outlet of the basin.
2.3 Compound Hydrograph - The hydrograph of an intermittent
storm when the flow on account of one sub-storm continues during the next
substorm.
2.4 Depletion Hydrograph -The recession, after the flow created by
direct runoff has ceased, is ground water depletion curve. A normal or
master ground water depletion curve is the mean of a number of such
curves.
2.5 Design FIood Hydrograph* - The hydrograph of flow adopted to
represent limiting volumes and concentration of runoff for use in determin-
ing design capacities of spillways for dams, etc, or other hydraulic studies.
2.6 Distribution Graph - A graph showing the typical distribution of
runoff from a drainage basin in terms of the percentage of the total runoff
4IS:4410 (Part xI/Sec 4)-I973
fiat occurs in each of a number of equal intervals of time. In hydrology,
a unit hydrograph in which the ordinates of flow are expressed as per-
centages of the volume of hydrographs.
2.7 Dimensionless Unit Graph -One plotted in dimensionless units
with respect to time and flow, useful for comparing unit hydrographs of
different drainage areas or those resulting from different storm patterns.
2.8 Double Mass Curve-A plot of accumulated annual or seasonal
precipitation at an individual station against the concurrent accumulated
mean precipitation for a group of surrounding stations.
2.9 Ground Water Depletion Curve--See 2.4.
2.10 Ground Water Reccession Curve- See2 .4.
2.11 Ground Water Storage Curve*-A curve derived by summing
the area under the ground water depletion curve, SO as to show the volume
of water remaining in the ground that is available for runoff, at specific
rates of ground water flow.
2.12 Hydrograph- A graph showing the stage, volume of flow, velocity
sediment concentration or sediment discharge or some other feature of
flowing water with respect to time at a given place. For example, a graph
showing the discharge of a stream as ordinate against the time as abscissa
is called a discharge hydrograph (see Fig. 1).
2.13 Hydrograph Separation - The division of a hydrograph of a
specific storm into various components, such as surface runoff, interflow,
ground and water.
2.14 Hydrograph- A bar graph of average rainfall, rainfall excess rates
or volumes over specified areas during successive units of time during a
storm.
2.15 Instantaneous Unit Hydxograph - When the unit duration of the
rainfall excess is infinitesimally small, the resulting hydrograph is known
as the instantaneous unit hydrograph.
2.16 Lag
4 Referring to discharge or water level, it is the time elapsing
between the occurrence of corresponding changes in discharge or
water level at two points in a river.
b) Referring to the runoff of rainfall, it is the time between the
centre of mass of rainfall excess to the centre of mass of the result-
ing runoff.
Referring to unit hydrographs, it is the time between the centre of
a unit storm and the peak discharge of the corresponding unit
h ydrograph.
d) Referring to snow melting, it is the time between the beginning of
snow melt and the start of the resulting runoff.
5IS:4410 ( Part XI/!Sec 4 )-1973
3SO
a00
Cd - POINTS OF ttWLECl(ON
;; 250 -PEM po(NT
AI)-APPROACHSEWENt
z: (LlbB OR CURVE)
4 200
b 0 - f?lQNQ (CONCENlRAlo() SUHENT
v
Y mub oe CURVE)
0 It-~CESSION (FALIINO OR LOWEf?WG)
z 150 SEGMENT (LIMB OR CURVE 1
9
5: 100
zi
90
0
26 29 30 al 1 2 3 L 5
DATES
FIG. 1 TYPICAL SINGLE PEAKRD SIMPLE HYDROGRA~H
2.17 Mass’ Curve - A curve with values- of cumulative rainfall or
runoff, etc, plotted against time.
2.18 Mass Diagram- Set 2.17.
2.19 Normal Recession Curve*- This is derived from segments of
hydrograph that represent discharge from natural valley or channel
storage after the base flow has been subrracted.
2.20 Operating Rule X Curve -A curve devised to indicate operation
of a reservoir so as to obtain the best results based oh past experience, and
to be applied to future operation with a view to attaining best use of the
reservoir for its intended purposes.
2.21 Pluviograph* -A theoretical hydrograph which would result from
a storm if the runoff were 100 percent of the precipitation and if the pro-
portions fixed by the distribution graph were applicable to the gross
precipitation. It is in theory, therefore, a limiting hydrograph that would
be caused by that storm.
6IS t 4410 ( Part xI/stc 4) - 1973
2.22 Rainfall Excess -Part of the rainfall that appears as runoff in the
stream.
2.23 Recession -Falling arm of discharge hydrograph after a flood
event representing withdrawal of water from storage in valley and stream
of channel, also from sub-surface runoff; that is, the part of the descend-
ing arm, from point of inflexion to point when direct runoff has ceased.
2.24 Recession Hydrograph -See 2.23.
2.25 A diagram or gra h plotted with rectangular co-ordinates, each
ordinate being equal to P1 ) to the summation of all proceeding quantities
up to a given point, minus (ii) the arithmetical mean of the series times the
number of quantities in the. series up to the given point, with the corres-
onding abscissa representing time, number of the item in the series, etc.
Iv hen the general slope of a section ofsuch a graph is upward, it indicates
that the terms in the series within such section are, in general, in excess
of the average for the series; and where such slope is downward the reverse
is indicated. The diagram is used in determining cyclic variation of such
quantities as precipitation (see Fig. 2).
2.26 Residual Mass‘Diagram -See 2.25.
12.5
10-o
5.0
2b
0
1 I I I I I I I I I I
0 I 2 3 c 5 c 7 8 9 10
TIME 1N YEARS
FIG. 2 RESIDUAL MASS CURVEfs
I 4410 (Part XI/Set 4)- 1973
2.27 Rise* -It is the period during and following rainfall from the time
when the hydrograph first departs from the normal depletion until
curve
it again becomes coincident with the normal depletion curve. A rise
consists of a period of increasing flow, which may result either from
increased ground-water flow, from surface runoff or both. This culminates
in the crest or peak of the rise which is followed by a recession period.
2.28 Rising Period* -See 2.27.
2.29 Rule Carve -See 2.20.
2.30 GCurve- A graph showing the summation of the ordinates of a
series of unit hydrographs spaced at unit rainfall duration intervals. It
represents the hydrograph of average rate of rainfall excess of the unit
duration continued indefinitely.
2.31 SHydrograph -See 2.30.
2.32 Synthetic Unit Hydrograph*- A unit graph developed on the
basis of estimation of coefficients expressing various physical features of a
catchment.
2.33 Unit Graph*- Hydrograph of storm runoff at a given point on a
given stream which will result from an isolated rainfall excess of unit
duration occurring over the contributing drainage area and resulting in a
unit of runoff.
2.34 Unit Hydrograph+ -See 2.33.
2.33 Unit Rainfall Duration* -The duration of runoff-producing rain-
fall or rainfall excess that results in a unit hydrograph.
|
IS-2062 _ 2006.pdf
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IS 2062:2006
(Superseding IS 1977:1996
and IS 8500: 1991)
TkFi’TF&T-l-d
p%w
( u-m )
Indian Standard
HOT ROLLED LOW, MEDIUM AND HIGH
TENSILE STRUCTURAL STEEL
(Sixth Revision)
ICS 77.140.01
0 BIS 2006
BUREAU OF INDIAN STANDARDS
MANAK BHAVAN, 9 BAHADUR SHAH ZAFAR MARG
NEW DELHI 110002
October 2006 Price Group 5
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FOREWORD
This Indian Standard (Sixth Revision) was adopted by the Bureau of Indian Standards, after the drafl finalized
bytheWrought SteelProducts Sectional CommitteehadbeenapprovedbytheMetallurgical Engineering Division
Council.
This standard was first published in 1962 and revised in 1969, 1975, 1984, 1992 and 1999. While reviewing
this standard, inthe light of experience gained during these years, the Committee decided to revise itto bring in
linewith the present practices being followed bythe Indian industry and overseas standards of structural steels.
In this revision the following changes have been made:
a) Title ofthis standard hasbeen modified.
b) Amendments No. 1,2, 3 and 4 have been incorporated.
c) A new clause on references has been incorporated.
d) Number ofgrades have been increased to nine.
e) ‘International grades designation system based on yield stress has been adopted, simultaneously old
designations have also been given in parentheses.
Q Provision of normalizing rolling/controlled cooling have been incorporated.
g) Requirements of IS 1977and IS 8500 have been incorporated.
The revised standard shall supersede the following standards:
a) IS 1977: 1996 Low tensile structural steels
b) IS 8500:1991 Structural steel— Microalloyed (medium andhigh strength qualities)
Tokeep the pace of technical upgradation inthe steel industry,the Committee agreed to reduce the sulphur and
phosphorus content, during the next revision.
For all the tests specified in this standard (chemical/physical/others), the method as specified in relevant
1S0 Standard may also be followed asan alternatemethod.
While revising the standard assistance has been derived fkom1S0 630: 1995 ‘Structural steels — Plates, wide
flats, bars, sections tid profiles’.
The composition of the Committee responsible for formulation of this standard isgiven in Annex A.
For the purpose ~f 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
inthe rounded off value sho-uldbe the same asthat ofthe specified value inthis standard.
,,
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Indian Standard
HOT ROLLED LOW, MEDIUM AND HIGH
TENSILE STRUCTURAL STEEL
(Sixth Revision )
1“SCOPE IS No. Title
1.1 This standard covers the requirements of steel engineering purposes (first
including micro-alloyed steelplates, strips, shapesand revision)
sections(angles, tees,beams, channels,etc),flats,bars, 1757:1988 Method for Charpy impact test (V-
etc, for use in structural work. notch) for metallic material (second
revision)
1.1.1 The steels are suitable for welded, bolted and
riveted structures andforgeneralengineeringpurposes. 1852:1985 Rolling aird cutting tolerances for
hot rolled steel products ~ourth
1.1.2 Where welding isemployed for fabrication and
revision)
guaranteed-weldability isrequired, welding procedure
1863:1979 Hot rolled steel bulb flats ~irst
should be asspecified in IS 9595.
revision)
2 REFERENCES
1956(in various Glossaryofterms relatingto ironand
parts) steel (in various parts)
The standards listed below contain provisions, which
through reference in this text constitute provisions of 2314:1986 Steel sheet piling sections (first
this standard. At the time of publication, the editions revision)
indicated were valid, AU standards are subject to
3803 (Part 1): Steel — Conversion of elongation
revision and parties to agreements based on this
1989 values :Part 1Carbon and lowalloy
standard are encouraged to investigate the possibility steels (second revision)
of applying the most recent editions of the standards
3954:1991 Hotrolled steel channel sections for
indicated below:
general engineering purposes (first
IS No. Title revision)
228 (in various Methodforchemicalanalysisofsteel 8910:1978 General technical delivery
parts)
requirements for steel and steel
808:1989 Dimensions for hot rolled steel products
beam, column, channel and angle
9595:1996 Metal arc welding of carbon and
sections (third revision)
carbon manganese steels —
1173:1978 Hot rolled slitsteeltee bars (second Recommendations (@t revision)
revision)
10182 Dimensions and tolerances for hot
1252:1991 Hot rolled steel bulb angles — rolled track shoe sections:
Dimensions (j7rstrevision)
(Part 1): 1982 Sections TS 1.1
1599:1985 Method for bend test (second
(Part 2): 1985 Sections TS H.1
revision)
10842:1984 Testingandevaluation procedure for
1608:2005 Metallic materials —Tensile testing
Ygroove crackability test
at ambient temperature (third
12778:1989 Dimensions for hot rolled steel
revision)
parallel flange beam and column
1730:1989 Steel plates sheets, strips and flats
sections
for structural and general
engineering purposes (second 3 TERMINOLOGY
revision)
For the purpose of this standard, the following
1731:1971 Dimensions for steel flats for definitions in addition to those given in the relevant
structural and general engineering parts of IS 1956 shall apply.
purposes @st revision)
3.1 Micro-Alloying Elements — Elements, such as
1732:1989 Dimensions for round and square
niobium, boron, vanadium and titanium added
steel bars for structural and general
singly or in combination to obtain higher strength
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JAMNAGAR,IS 2062:2006
to weight ratio combined with better toughness, exceeding 7 percent may be made subject to mutual
formability and weldability as compared to unalloyed agreementbetweenthepurchaserandthemanufacturer/
steelof similar strength level. supplier.
3.2 Weldability — Ametallic substance isconsidered 7.2.1 Subject to agreement with the purchaser,
to be weldable by a given process and for the given surface defects which cannot be dealt with as in 7.2
purpose, when metallic continuity to a stated degree may be repaired by chipping or grinding followed by
canbeobtained bywelding usingasuitableprocedure, weldingandinspectionbyamutuallyagreedprocedure
so that the joints comply with the requirements such that:
specified in regard to both their local properties and
a) After complete removal of the defects and
their influence onthe construction ofwhichthey form
before welding, the thickness of the item is
a part.
inno place reduced by more than 20 percen~
3.3 Controlled -Rolling — A hot rolling process in
b) Welding is carried out by approved
which the temperature of the steel and its reduction
procedure by competent operators with
ratio arecontrolled, particularly duringthefinalrolling
approved electrodes and that the welding is
passes, in order to achieve fine grain micro structure
groundsmoothtothecorrect nominal thickness;
and optimum mechanical properties.
and
3.4 Normalizing Rolling — Ahot rolling process in
c) Subsequent to the finish grinding, the item
which the final rolling passes are carried out at a
maybe required to be normalized or otherwise
suitable higher temperature, followed by cooling in heat-treated at the purchaser’s discretion.
natural air to a temperature below the transformation
temperature, inordertoproduce astructure, analogous “7.3 Welding asmentioned in7.2.1 isnotpermissible
to that obtained by a separate normalizing treatment forgrade designation E250 Cmaterial.
of hot rolled product.
8CHEMICAL COMPOSITION
4 SUPPLY OF MATERIAL
8.1Ladle Analysis
General requirements relating a supply of structural
steel shall conform to IS 8910. The ladle analysis of the steel, when carried out by
themethod specified intherelevant parts of IS228 or
5 GRADES any other established instrumental/chemical method,
shall be as given in Table 1. In case of dispute, the
There shall be nine grades of steel as given in
procedure given inIS 228 and its relevant parts shall
Tables 1 and 2. While placing the order the steeI
bethe referee method andwhere test methods are not
should be designated by ‘Designation’ (see Tables 1
specified shall be as agreed to between the purchaser
and 2).
andthe manufacturer/supplier.
6MANUFACTUR-E
8.2 Product Analysis
The processes used inthe steelmaking andfi.u-therhot
The product analysis shall be carried out on the
rolling intosteelplates, strips, sections, flats,bars, etc,
finished product from the standard position.
are left to the discretion of the manufacturer/
Permissible limits of variation in case of product
supplier. If required, secondary refining may follow
analysisfromthelimitsspecitled inTable 1shallbeas
steel making, as also normalizing rolling/controlled
giveninTable 3.
rolling during manufacturing of sections or as
the agreement between the purchaser and the
9 SELECTION AND PREPARATION OF TEST
manufacturer/supplier. SAMPLES
7 FREEDOM FROM DEFECTS 9.1 The position from which test samples are taken
shallbesolocatedintheproduct astoyieldtheclearest
7.1 All finished steel shall be well and cleanly rolled
possible information regarding properties inthe cross-
tothe dimensions, sections andmassesspecified. The
sectional and longitudinal planes. The recommended
finished material shaIlbereasonably freefrom surface
locations for taking test samples for plates, sections
flaws; laminations; rough/jagged and imperfect edges
andbars are indicated inFig. 1. Alternatively, incase
and all other harmful defects.
of sections, the samples may be taken horn the web.
7.2 Minor surface defects may be removed by the Fortesting offlatproducts likeplatestensile andbend
manufacturer/supplier by grinding provided the test pieces may be cut in the transverse direction.
thickness isnotreduced locallybymorethan4percent Selection of location of test pieces may also be
below the minimum specified thickness. Reduction in mutually agreed between the purchaser and the
thickness by grinding greater than 4 percent but not manufacturerlsupplier.
2
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“rable 1 Chemical ”Composition
(Clauses 5,8.1 and 8.2)
Grade Quality Lartle Analysis, Percent, Max Carbon Method of
Designation Equivalent’) Deoxidationl)
c Mn s P Si (CE), Mu-x
(1) (2) (3) (4) (5) (6) (7) (8) (9)
E 165 — 0.25 1.25 0.045 0.045 - — Semi-killed orkilled
(Fe 290)
E250 A 0.23 1.50 0.045 0.045 0.40 0.42 Semi-killed orkilled
(F.41OW)
E250 B 0.22 1,50 0.045 0.045 0.40 0.41 Killed
(F.41OW)
E250 c 0.20 1.50 0.040 0,040 0.40 0:39 Killed
(Fe410W)
E300 0.20 1,30 0.045 0,045 0,45 0.40 Semi-killed orkilled
(Fe 440)
E350 — 0.20 1.50 0.045 0,045 0.45 0.42 Semi-killed orkilled
(Fe490)
E410 0.20 1.60 0.045 0.045 0.45 0.44 Semi-killed orkilled
(Fe 540)
E450 D 0.22 1.60 0.045 0.045 0.45 0.46 Semi-killed or.killed
(Fe 570)
E450 E 0.22 1.80 0.045 0,045 0.45 0.48 Semi-killed orkilled
(Fe 590)
NOTES
Mn + (Cr+Mo+V) + (Ni+Cu)
1 Carbon equivalent (CE)bsrsed orrladle analysis = C+ —
6 5 15
2 When thesteeliskilled byahsminium alone, thetotalaluminium contentshallnotbelessthan0.02 percent. When thesteeliskilled
bysilicon alone,thesilicon contentshallnotbelessthan0.10 percent.When thesteelissilicon-ahrminium killed, thesilicon contentshall
notbelessthan0.03 percent andtotal ahrminium contentshallnotbelessthan0.01 percent.
3 Microalloying elements like Nb, V, Ti andBshallbeaddedsingly orincombination. Total microalloyingelernents shallnotbemore
than0.25.
4 New grades designation system based onyield stresshasbeen adopted, simultaneously old designations have also been given in
parentheses.
5 Steelsofqualities A, BandC aregenerally suitable forwelding processes.The weldablity increases from quality AtoC.
6 Copper maybe presentbetween 0.20 to0.35 percent asmutually agreedtobetween thepurchaser andthemanufacturer. The copper
bearing quality shall bedesignated with asuflix Cu, for example, E 250 Cu. In caseof product analysis thecopper.content shall be
between 0.17 and0.38 percent.
7 Nitrogen content ofsteelshall notexceed 0.012 percent which shall beensuredbythemanufacturer byoccasional check analysis.
Formicro alloyed steelthis istobereduced to0.009 percent.
8 The steelifrequired maybe treated with rareearthelement forbetterformability.
9 Lower limits for carbon equivalent and closer limits forotherelements maybe mutually agreed tobetween the purchaser and the
manufacturer.
10 Incidental element— Elements notquotedinTable 1shallnotbeintentionally addedtosteelwithout theagreement ofthepurchaser,
other than for the purpose offinishing theheat. AH reasonable precautions shall betaken toprevent theaddition from scrap orother
materials usedinmanufacture ofsuchelements which affect thehsrrdenability, mechanical properties andapplicability.
I)TObesuppliseudbje@cttheagreement between thepurchaser andthemanufacturer.
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Table 2 Mechanical Properties
(Clauses 5, 10.3and 10.3.1)
Grade Quality Tensile Yield Stress, R*H Percentage Internal -Charp-y V-Nlotch
Designation Strength Min Elongation,,4 Bend Impact Energy
R. MPa at Gauge Diameter Min
Min Length, L.O ~inl) J
>25
MPa 5.65 ~SO
Min s25 I 4 Room 4 -20”C
Tempz)
1 I 1 I I 1
(1) (2) (3) (4) (5) (6) (7) (8) (9) (lo) (11)
E 165 290 165 23 2t – - -
(Fe 290)
E250 A 410 250 240 230 23 3t 2t - -
(Fe410 W)
E250 B 410 250 240 230 23 2t 3t 271)
(Fe410W) (seeNote 3)
E250 c 410 250 240 230 23 2t 3t 272)
(Fe410 W) (seeNote 3)
E300 440 300 290 280 22 2t 3t 50 30
(Fe 440)
E350 — 490 350 330 320 22 2t 3t 50 25
(Fe 490)
E41-0 540 410 -390 380 20 2t 3t 50 25
(Fe 540)
E450 D 570 450 430 420 20 2t 3t 45 20
(Fe 570)
E450 E 590 450 430 420 20 2t 3t 45 20
(Fe 590)
NOTES
1 1MPa= lN/mm2 = lMN/ml = 0.102 kgt7mm2= 144.4 psi
2 Temperature ofCharpy impact values will besubject tomutual agreement.
3 The more stringent requirements than thosegiven above may beasagreed tobetween thepurchaser andthemanufacturer.
‘) tisthethickness ofthetestpiece.
21Rmm temperature = 25 +2°C for lmPact test
Table 3 Permissible Variation for Product 9.2 Whereverpracticable,therolled surfaceofthesteel
Analysis shall be retained on the two opposite sides of the test
samples.
(Clause 8.2)
9.3 In case of flat test samples for tensile test, both
Constituent Permissible Variation
Over theSpecified Limit, surfaces arenormally tobe left onthe test samples for
Percent, Max stripsandplatesupto32mmthick. Atleastonerolled
surface shallbe Ieflon rectangular test samples taken
Carbon 0.02
from plates exceeding 32 mm in thickness. Round
Manganese 0.05 testsamplesarepermitted, but should onlybe adopted
Sillcon 0.03 for thickness exceeding 20 mm.
Copper 0,03
9.4 Incase of flatsup to 16mmthick, the test sample
Sulphur 0.005
shall undergo, if possible, no machining whatever,
Phosphorus 0.005
prior to use asatest piece. Ifthis isnot possible, the
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T
V 2/3
-b
213 1/3
w
77
1/3 2/3
&
-L
1/3 2/3
A
,/”
‘\.
2/3 1/3
I?ia
Position of test pieces
FIG.1 SmUJCTURASTLEELSECTIONSP,OSITIONANDORIENTATIOONFSAMFLE
test sample shall undergo the minimum amount of piece shall beonthe outer side of the bend during the
machining. test.
9.5 Bars below 28 mm shall be tested without 9.7 Before test samples are detached, fhll particulars
machining. In case of bars having diameters or regarding cast number, size and mass of plates,
thickness between 28 mm and 71 mm, the bars may strips, sections, flats and bars in each cast shall be
be symmetrically reduced by machining. For bars fhmished by the manufacturer to the purchaser. In
case of plates the number of plates in each cast shall
having diameters orthicknesses exceeding71 mm,the
also be given.
test sample may be taken from the position shown in
Fig. 1. 9.8 Test samples shall be cut in such a manner
that the deformation is avoided as far as possible.
9.6 In case of plates, strips, sections and flats, bend
If shearing of flame-cutting is employed, an
tests shall be carried out on rectangular test samples
adequate allowance shall be left for removal by
which asfar aspossible should beofthe fullthickness
machining.
of the product, In case of plates, sections and flats
exceeding 28 mm in thickness, it is permissible to 9.9 Test samples shall not be subjected to heat
remove metal from one side of the test sample before treatment unless the material from which they are
using it asa test piece. The rolled surface of the test cut is similarly treated with the material before
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testing. Any slight straightening of test samples 11.2 Bend Test Piece
which may be required shall be done cold.
The test pieces shall be cut crosswise from plates
10TENSILE TEST and strips and lengthwise from sections, flats and
bars. When section permits, these shall be not less
10.1 Number of Tensile Tests
than 40 mm wide. If the manufacturer/supplier so
desires, round, square, hexagonal and -flat bars and
Number of test samples shall be 2 per cast/heat
structural sections shall be bent in the fill section as
and a class of steel product irrespective of cast/heat
rolled.
size,
11.2.1 In all bend test pieces, the rough edge-arises
10.2 Tensile Test Pieces
resulting from shearing may be removed by filing or
The tensile strength, yield strength and percentage grinding ormachining but thetest pieces shallreceive
elongation ofsteel-shall be determined from standard no other preparation.
test pieces cut crosswise from plates and strips and
11.3 Bend Test
lengthwise from sections, flatsandbars. Thetestshall
be carried out as on the standard test pieces prepared
Bend test shall be conducted in accordance with
in accordance with IS 1608. IS 1599.
10.2.1 Asarule, testpieces withaproportional gauge 11.3.1 Forbendtest, thetestpieceatroomtemperature
length complying with the requirements LO=5.65 4S0 shall withstand bending through 180° to an internal
shouldbeused forthetensiletest,whereLOisthegauge diameter notgreater thanthat given inTable2without
length and SOis the cross-sectional area of the test cracking.
piece.
12IMPACT TEST
10.2.1.1 Test pieces with a non-proportional gauge
length, other than 5.654S0maybe used inwhich case 12.1 Impact test shall normally be carried out on
the elongation values shall be converted to 5.654S0in products having thicknesskliameter greater than -or
accordance with IS 3803 (Part 1). equalto 12mmorsubjecttomutualagreementbetween
thepurchaser andthemanufacturer/supplier. The test
10.3 Tensile Test specimen isparallel to the direction ofrolling andthe
base closer to the rolled surface is more than 1mm
Tensile strength, yield strength and percentage
from it. The notch axis shall be perpendicular to the
elongaticm when determined in accordance with
rolled surface.
IS 1608 shall be as given in Table 2.
12.1.1 If stated in the order, impact tests may be
10.3.1 In case of sections the &ickness of which is carried out on products having a thickness less than
not uniform throughout the profile, the limits of
12mm, the dimensions of the test pieces shall be in
sizes.given in Table 2 shall be applied according to
conformity with IS 1757. The minimum impact
-the actual maximum thickhess of the piece adopted energ--y values of reduced sizes shall be as shown in
for testing. Fig.2.
10.3.2 Should a tensile test piece break outside the 12.2 Thk testis carried outusing aV-notch testpiece
middle half of the gauge length (see -IS 1608) and (see IS 1757) the value for consideration being the
the percentage elongation obtained is less than arithmetic mean of the results obtained on three test
that specified, the test may be discarded at pieces taken side by side tlom the same product (see
the manufacturer/supplier’s option and another test Table 2). Temperature of Charpy impact test will be
made from the sample plate, strip, section, flat or subject to mutual agre~ment.
bar.
12.3 The test sample-shallbe taken from the tlickest
11BEND TEST product. If the test sample taken from tie thickest
product rolled from acastmeetstherequirements, the
11.1 Number of Bend Test whole cast shall be deemed to meet the requirements
of the test, if not,the test shall be performed on a
Number ofbend test shallbe 2per castheat
section ofnext lowerthickness rolled from same cast,
Class ofSteel Direction ofBend if it meets the requirements-specified, this particular
Product Tests thicknessasalsoothersectionsoflowerthickness shall
bedeemedtosatisfythe specification. Ifthisthickness
Plates strips, Crosswise
also does not meet the requirements, the test shall be
Sections Lengthwise for each
carried out on the next lower thickness and so on,
Flats andbars (round type
becausethetoughnessoftheproduct willbedependent
hexagonal, etc) Lengthwise
onthe rolling direction aswell as on the section size,
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27 1
w“
u
w
“=
26
v
2’ 25
u
Ii
c
o 26
23
22
21
20
19
18
17
16
1s
14.
13
, I ,
s 6 7 8 9 10
Width oftestpiece, mm
FIG.2 MINIMUMIMPACTENERGYVALUESFORTESTPIECESWITHAWmH BETWEEN5 mm - 10mm
12.3.1 One test sample shaIl be taken fi-omthickest accordance with IS 10842 for TIroductsof onlv Grade
product per caswheat. E250 Cmaterial havirrgthick&ss 12mm an~ above,
if specifically agreed to between the purchaser and
12.4 The material represented shall be deemed to
the manufacturer/supplier.
comply with the standard, if the average value of
3 test specimens, meets the requirements given in NOTE—The Y groovecrackability testwill notbeapplicable
Table 2provided noindividual value shallbelessthan forroundsanditismainly forplates andsections.
70 percent of the specified value. If the average
14 OTH-ER TESTS
value of the-three Charpy impact tests fails to comply
by an amount not exceeding 15 percent of the 14.1 Thematerialmaybe subjected tonon-destructing
specified minimum average value,three additional test testing to determine soundness of material subject to
pieces from the same sample shall be tested and the mutual agreement between the purchaser and the
results added to those previously obtained and a new manufacturer/supplier.
average calculated. Provided this new average
14.2 Metallurgical tests for grain size, directionality,
complies with the specified requirement, the material
inclusion content to be carried out subject to
represented shall be deemed to comply with this
mutual agreement between the purchaser and the
standard.
manufacturer/supplier.
13 Y GROOVE CRACKABILITY TEST
15DIMENSIONS
Y groove crackability tests may be carried out in Unless otherwise agreed to between the purchaser and
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the manufacturer/supplier, the nominal dimensions of pieces from either of these additional samples fail,
ro1ledproducts conforming tothis standard shallbe in the material represented by the test -samples shall
accordance with the relevant Indian Standard. be considered as not having complied with this
Currently available Indian Standard are listed in standard.
Table 4.
18 CALCULATION OF MASS
Table 4 Indian Standards Which Give Nominal
The massof steel shall be calculatedon the basis that
Dimensions of Rolled Steel Products
steel weighs 7.85 g/cm3.
Products Relevant Indian 19DELIVERY
Standard
Subject to prior agreement between the purchaser
Beam, column, channel and 1s808
and the manufacturer/supplier, suitable protective
angle section
treatment may be given to the material after
Tee bars 1s 1173 rolling.
Bulb angles IS 1252
20 MARKING
Plates, strips and flats Is 1730
Flats Is 1731 20.1 Eachproduct, withtheexception ofround, square
and hexagonal bars and flats, shall carry a tag or be
Round and square bars IS 1732
marked with the manufacturer’s name or trade-mark.
Bulb flats IS 1863 Bars and flats shall carry a tag bearing the
Sheet piling sections IS 2314 manufacturer’s name or trade-mark. Designation of
Channel sections 1s3954 steel should also be similarly marked on the product
or tag.
Track shoe sections IS 10182 (Part 1)
IS10182(Part2) 20.2 Every heavy, medium structural mill and plate
Parallel beam and IS 12778 mill product shall be marked with the cast number.
column sections Platespoduced tlom stripincoilformshallbemarked
with cast/heat number on top plate of each pile/
16 TOLERANCES packet.
Unless otherwise agreed to between the purchaser and 20.3 The ends ofthe rolled products shall be painted
the manufacturer, the rolling and cutting tolerances withacolour code,asagreedtobetween the purchaser
for steel products conforming tothis standard shallbe and the manufacturer/supplier.
those specified inIS 1852. Stricter tolerances maybe
followed, if agreed to between the purchaser and the 20.4 BIS Certification Marking
manufacturer/supplier.
The material may also be marked with the Standard
17 RETESTS Mark.
Should anyone oftest pieces fust selected failtopass 20.4.1 The use of the Standard Mark is governed by
any of the tests specified inthis standard, two further the provisions ofthe Bureau ofIndian Standards Act,
samples shall be selected for testing inrespect ofeach 1986andthe Rules and Regulations made thereunder.
failure. Should the test pieces from both these The details of conditions under which the licence for
additional samples pass, the material represented by the use of Standard Mark may be granted to
the test samples shall be deemed to comply with the manufacturers or producers maybe obtained from the
requirements of that particular test. Should the test Bureau of Indian Standards.
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ANNEX A
(Foreword)
COMMITTEE COMPOSITION
Wrought Steel Products Sectional Committee, MTD 4
Organization Representative(s)
SAIL, Rourkela Steel Plant, Rourkela DRSANAKIWSHRA(Chairman)
SHRIN. K. SOOD(Alternate)
All India Induction Furnace Association, New Delhi SHRJR.P.VARSHNEV
SHJUC. M. Kotru (Alternate)
Atomic Minerals Division, Hyderabad/New Delhi DRH. C.ARORA
DRADARSHKOMAR(Alternate)
Bharat Heavy Electrical Ltd, Bhopal SHRJR.K. SmH
SsssuK. K. GOFTA(Alternate)
Central Boilers Board, New Delhi SHRJV.K.GOEL
SHSUM. L.AHUJA (Alternate)
Consumer Protection Council, Rourkela SHIUB.VAtDYANATMN
Defence Metallurgical Research Lab (DMRL), Hyderabad SHRJA. V. ATWNALE
SHRIV. LALITHAKUMAtU(Alternate)
DGS & D, Bhilai Nagar SHRIS.K. GANOULY
SHJUB. S.RANA(A[ternate)
EscortsR&.D Centre, Faridabad SHJUALOKNAYAR
Institute ofSteel Development andGrowth, Kolkata DRR.K. P.Strwr
SHRJJAYANTAKUMARSAHA(Alternate)
Jindal SouthWest Steel Ltd, Vasind/Vijaynagar SHRJM.K.M,WNSWARJ
SHRIS.K.HEGOE(Alternate)
M. N. Dastur & Co Ltd, Koikata/New Delhi SmuSUBHALiRATSAENGUPTA
SHRJR.K. TYAGI(Alternate)
Ministry ofDefence (DGOFB), Kolkata SHRtS.K. GHOSH
SHJUS.BHAmACHARYA(Alternate)
Ministry ofDefence (DGQA), Ichapur JotNTCONTROLLER
QUALtTVASSOMNCEOFFtcER(Alternate)
Ministry ofRailways (RDSO), Lucknow JorNTDEWCTOR(CHEMICAL)
JotNTDIRECTOR(I & L) (Alternate)
Ministry ofSteel (Govt ofIndia), New Delhi SHRJS.S.SAHA
SHtUA. C. R.DAS(Alternate)
Mukand Ltd, Thane SHruC.H. SHARMA
SHRIK. R, SIUNWASAN(A/ternu/e)
National Metallurgical Laboratory, Jamshedpur DRS.TARAFDAR
DRR.GOPALKRJSHNAN(Aherrrate)
National Physical Laboratory, New Delhi DRATWLKUMARGOPTA
SHP.IR.C. ANANDANi(Alternate)
Nuclear Fuel Complex, Hyderabad SHRIB.GOPALAN
Power Grid Corporation, Gurgaon SHRIK. K. AGIWWAL
SHJUANtLAGRAWAL(A1/errrare)
Rashtriya lspatNigam Ltd(VSP), Vishakhapatnam SHJUR.-RANJAN
SHRJS.MONDAL(Alternate)
SAtL, Bhilai SteelPlant, Bhilai SHRID. B. SHRJVASTAVA
SHRJK. K. KUMAR(Alternate I)
SHRJP.K, DATTA(Alternate 11)
SAIL, Bokaro Steel Plant, Bokaro SHRJG. B.PRADHAN
DRM. M. S,SODH1(Alfernate)
SAIL, Central Marketing 01ganization, Kolkata SHRJB.V. S.PANDIT
SAIL, Durgapur Steel Plant, Durgapur REPRESENTATIVE
SAIL, Research & Development Center foriron & Steel, Ranchi DRS.K. CHAODHUIU
“DRD. MUKHERJEE(Ahernarel)
SHRJB.K. PANIGRAM(AlfernaIe II)
SAtL, Salem Steel Plant, Salem SHSUS.SISOD]A
SHRJH. K.ARORA(Alternate)
Steel Furnace Association ofIndia, New Delhi SHRJM. S.UNINAYAR
SteelRe-rolling Mills Association oflndiA Mandi Gobindgafh SHRJR.P.BHATIA
SHRJH. D. KHERA(A/ternafe)
Sunflag Iron & Steel Co Ltd, Faridabad, Bhandara SHRIR, K. MALHOTRA
SHRtR.K.VERMA(A/ternate)
Tata Motors Limited, Pune SHRIJ,D. HAIUDAS
SHRJB.R.GALGALt(Alternate)
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Orgarrizatiorr Representative(s)
Tata Steel Ltd, Jamshedpur DRDEBASHHHBHATTACHARCIEE
Dk M. D. MAHESHWASJ(Alternate 1)
SHRIM, C. SAOHU(Alternate 11)
Thyssenkrupp Electrical Steel India PvtLtd, Distt Nasik SHSUR.PRABI+AKAR
SHFUJ.SWENIVAS(Alternate)
Usha Beltron Ltd, Kolkata REPRSSE~A~E
Visvssvaraya Iron& Steel Ltd, Bhadrawati DRS.S.ANANO
“Impersonal capacity [403, Udaigiri, Kaushambi, Distt Ghaziabad SHRIN. MITRA
(U.P.)]
BIS Directorate General SrjiuS.K.GUPTA,Scientist ‘F’ & Head (MTD)
[Representing Director General (Eq@cio)]
Member Secretary
SHIUDEEPAXJAN
Scientist ‘E’ (MTD), BIS
FlatProducts %bcotnrnittee, MTD 4:3
Tata Steel Ltd, Jamshedpur DRM. D. MAHESHWARI(Convener)
SHRIM. C. SADHU(Mferrrale)
Apex Chambers ofCommerce, Ludhiana SHRIP.D. SHArwfA
EssarSteelsLtd, Distt Surat SHRIR.K. BALASUBRAMAFUAM
SHSOS.R.BHArr (Alternate)
Federation ofEngineering Industries ofIndi~ New Delhi SHRIH. L.BHARDWN
SHsrH. L.BANSAL(Alternate)
GKW Limited. Mumbai SHRIB.R,BAPAT
SHRIBHASXARMAZUMDAR(Alternate)
Indian Gas Cylinders, Faridabad SHRIE.M. PATEL
Indian Oil Corporation Limited, Noida SHIUM. K. JHA
SHiUT. BANDHOPADHVAY(Alternaie)
Ispat Industries Limited, Dolvi SHIURAMBIURSHSIPiGH
SHSURNENDERAK.VERMA(Alternate)
Maruti Udyog Ltd, Gurgaon SHIUSsrrwrm SUDHIR
SHIUSUWLMALHOTRA(A1/ervrafe)
The Tin Plate Company ofIndia Ltd, Jamshedpur SHRIT. K. GHOSH
SHRIA. K. GHOSH(Alternate)
Veiny Containers Ltd, Hyderabad SHurP.K.MATHUR
Inpersonal capacity (248, A/rashDarhan Society, Mayur i’ihar-1, SHIUAVTARSrNoH
Delhi-l 10091)
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JAMNAGAR,Bureau of Indian Standards
BIS k 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 theprior permission inwriting ofBIS. Thisdoesnotpreclude thefreeuse, 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 asthe need arises on the basis of comments. Standards are also reviewed
periodically; a standard along with amendments isreaffirmed when such review indicates that.no changes are
needed; if the review indicates that changes are needed, it is taken up for revision. Users of Indian Standards
should ascertain that they are inpossession ofthe latest amendments oredition byreferring tothe latest issue of
‘BIS Catalogue’ and’ Standards: Monthly Additions’.
This Indian Standard has been developed from Dot: No. MTD 4 (4590).
Amendments Issued Since Publication
Amend No. Date of Issue Text Affected
l
BUREAU OF INDIAN STANDARDS
Headquarters:
Manak Bhavan, 9 Bahadur Shah Zafar Marg, New Delhi 110002
Telephones: 23230131,23233375,2323 9402 website: www.bis.org.in
Regional Offices: Telephones
Central : Manak Bhavan, 9 Bahadur Shah Zafar Marg 23237617
NEW DELHI 110002 { 23233841
Eastern : 1/14 C.I.T. Scheme VII M, V.I.P. Road, Kankurgachi 23378499,23378561
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|
7319.pdf
|
Indian Standard ‘
SPECIFICATION FOR ’
PERFORATED CONCRETE PIPES
( Second Reprint MAY 1990 )
UDC 621.643.2-47 [ 666.9721
0 Copyright 1974
BUREAU OF INDIAN STANDARDS
MANAK BHAVAN, 9 BAHADUR SHAH ZAFAR MARG
NEW DELHI 110002
Cr4
August 1974IS I7319- 1974
Indian Standard
SPECIFICATION FOR
PERFORATED CONCRETE PIPES
Cement and Concrete Sectional Committee, EiDC 2
Chairman Rcprcsenting
DR H. C. VISVESVARAYA Cement Research Institute of India, New Delhi
Members
DR A. S. %IA~~RI National Test House, Calcutta
S-1 E. K. RAMACHANDRAN( Altcrnatc )
SERI A. K. CRATTERJI Central Building Research Institute ( CSIR),
Roorkee
DR S. S. REHSI ( Alternatu )
DEPUTY CHIEF ENGINEER Publi;ayuorks Department, Government of Tami
( BUILDINCAS)
DEPUTY CHIEF ENDINEER
( IRRIQATION& DESIGNS ) ( Alternate )
DIRECTOR Central Road Research Institute ( CSIR ),
New Delhi
DR R. K. GROSH ( Ahrnate )
DIRECTOR( CSMRS ) Central Water & Power Commission, New Delhi
DEPUTYD IRECTOR( CSMRS ) ( Alternate )
SHRI K. H. GANQWAL Hyderabad Asbestos Cement Products Ltd,
Hyderabad
SRRI K. C. GHOSAL Alokudyog Services Ltd, New Delhi
SHRI A. K. BISWAS ( Altemate )
Da R. K. GE&H Indian Roads Congress, New Delhi
BRW HARISR CHANDRA Engineer-in-Chief’s Branch, Army Headquarters
SHY G. R. ~MIRCEANDAN(I Alternate )
DR R. R. HATTIANQADI Associated Cement Companies Ltd, Bombay
SHRI P. J. JAQUS (Alternate)
DR IQBALA LI Engineering Research Laboratories, Hyderabad
JOINT DIRECTOR, STANDARDS Research, Designs & Standards Orgwization,
(R&S) Lucknow
DEPUTYD IRECTORS, TANDARDS
( B C S ) ( Alternate)
( Continued on page 2 )
Q CopVrghl 1974
BUREAU OF INDIAN STANDARDS
Thia publication is protected under the Indian Cafiyrighl Act ( XIV of 1957 ) and
reproduction in whole or in part by anv means except with written permission of.the
publisher shall be deemed to be an infringement ~of copyright under the said Act. IIS : 7319- 1974
( Continuedfrom page 1 )
Members Representing
SERI S. R. JOSHI S. B. Joshi & Co Ltd, Bombay
SHRIM.T. KANSE Directorate General of Supplies & Disposals
SHRI S. L. KATHURIA Roads Wing ( Ministry of Shipping & Transport )
SHRISR. KULKARNI M. N. Dastur & Co ( Private ) Ltd, Calcutta
SHRIM.A. MEHTA Concrete Association of India, Bombay
SHRI 0. MUTHACEEN Central Public Works Department
SUPERiNTEND1I-W ENQINE~R,
AND CIRCLE ( Alternate )
SHRI ERACR A. NADIRSHAH Institution of Engineers ( India ), Calcutta
SHRI K. K. NAMRIAR In personal capacity ( ‘Ramanalrzya’, 11 First Crescent
Park Road, Gandhinagar, Adyar, Madras )
PROF G. S. RAMASWAMY Structural Engineering Research Centre ( CSIR ),
Roorkee
DR N. S. BHAL ( Alternate )
DR A. V. R. RAO National Buildings Organization, New Delhi
SERI K. S. SRINIVASAN ( Alfernate )
SRRI G. S. M. R-40 Geological Survey of India, Nagpur
SHRI T. N. S. Rno Gammon India Ltd, Bombay
SHRIS. R. PINHEIRO (Alternate)
SECRETARY Central Board of Irrigation & Power, New Delhi
DEPUTYSECRETARY (I)( Alternate))
SHRIR.P.SHARMA Irrigation & Power Research Institute, Amritsar
SRRI MOHINDER SIN~H ( Alternate)
SHRI G. B. SINQR Hindustan Housing Factory Ltd. New Delhi
SHRI C.L.KASLIWAL ( Alternate)
SRRI J. S. SIN~HOTA Bcas Designs Organization, Nangal Township
SRRIT.C. GARQ ( Al&mote)
SHRIR.K.SINBA Indian Bureau of Mines, Nagpur
Sxm1K.A. SUBRAMANIAM India Cements Ltd, Madras
SARI P. S. RAMACHANDRAX ( Alternate)
SHRI L. SWAROOP Dalmia Cement ( Bharat ) Ltd, New Delhi
SHRI A. V. RAMANA ( Alternate )
SERID. AJITHA SIMHA, Director General, IS1 ( Ex-@C;o Member )
Dirrctor ( Civ Engg )
Secretary
SERI Y. R. TAN~JA
Deputy Director ( Civ Engg ), ISI
( Continued ORp age 13 )
2IS : 7319 - 1974
Indian Standard
SPECIFICATION FOR
PERFORATED CONCRETE PIPES
0. FOREWORD
0.1 This Indian Standard was adopted by the Indian Standards
Institution on 21 February 1974, after the draft finalized by the Cement
and Concrete Sectional Committee had been approved by the Civil
Engineering Division Council.
0.2 Perforated concrete pipes are used for underdrainage work in
infiltration galleries, reclaiming water logged areas and for similar other
purposes. This standard has been prepared with the object of providing
guidance to the manufacturers and users in obtaining perforated concrete
pipes capable of giving satisfactory service.
0.3 This standard contains a clause 5.3.1 which call for agreement
between the purchaser and the supplier.
0.4 For the purpose of deciding whether a particular requirement of this
standard is complied with, the final value, Dbserved 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 OR value should be the same as that of the specified value
in this standard.
1. SCOPE
1.1 This standard lays down the requirements for perforated
non-reinforced concrete pipes for use in underdrainage work.
-NOTE - Reinforced cement concrete perforated concrete pipes may be supplied by
mutual agreement between the purchaser and the supplier.
2. CLASSIFICATION
2.1 Pipes manufactured according to this standard shall be of the
following two classes:
a) Circular Perforations Pipes - Pipe with perforations conforming
to 4.3.1.
b) Slotted Perforations Pipe - Pipe with perforations conforming
to 4.3.2.
*Rules for rounding off numerical values ( m&d ).IS : 7319 - 1974
3. MATERIALS
3.1 Cement - Cement used for the manufacture of perforated concrete
pipes shall either conform to IS : 269-.1967*, IS : 455;19671_ or
IS : 1489-1967$.
3.2 Aggregates -Aggregates used for the manufacture of perforated
concrete pipes shall conform to IS : 383-19708. The maximum size of
aggregates should not exceed one third the thickness of the pipe or 20
mm, whichever is smaller.
3.3 Concrete - Concrete used for the manufacture of perforated
concrete pipes and collars shall conform to IS : 456-196411.
303.1 In the case of concrete other than the controlled concrete the
mix shall have a minimum cement content of ,360 kg/ma and a minimum
compressive strength of 185 kg/cm4 at 28 days in work tests. If mortar is
used it shall have a minimum cement content of 450 kg/m’, and a
compressive strength not less than 185 kg/cm* at 28 days in work tests.
3.3.2 Compressive strength tests shall be conducted on 15 cm concrete
cubes or 10 cm mortar cubes in ~accordance with the relevant requirements
of IS : 456-196411 and IS : 516-19597.
4. SIZES AND DIMENSIONS
4.1 The sizes and dimensions of the perforated concrete Fipes shall be as
given in Table 1.
4.2 Permissible Variations in Dimensions - The permissible
variations from the dimensions specified in Table 1 shall not exceed those .
stated in 4.2.1. It is not to be construed, however, that heavier wall
thickness pipe cannot be supplied at the option of the manufacturer.
*Specification ,for ordinary, rapid-hardening and low heat portland cement
( second revisio)n.
tSpecification for Portland blastfurnace slag cement ( second revision ).
SSpecification for -Portland Pozzolana cement (first sevision) .
5Specification for coarse and fine aggregates from natural sources for concrete
(second revisio)n,
j/Code of practice for plain and reinforced concrete ( second revisinn) .
TMethods of test for strength of concrete.
4IS : 7319 - 1974
ENLARGED DETAIL AT ‘A-
FIG. 1 DIMENSIONOS F PERFORATEDC ONCRETEP IPE
5TABLE I PHYSICAL TEST AND DIMENSIONAL REQUIREMENTS FOR STANDARD STRENGTH
BELL AND SPIGOT, PERFORATED NONREINFORCED cONCRETE UNDERDRAINAGE PIPE
(Cluuses 4.1, 4.2, 4.3.1, 4.3.2, and Fig. 1 )
5t
INTERNAL MINIMUM MINI- INSIDE DEPTH MINI- MINI- Rows PER- LEN&E SPAC- MINI- MAXI- z!
DIAMETER, TEIC~NESS MUX D~METER ox mum MUM FORA- OB SLOTS INo OF MUM MUM
Dmm OF BARREL, LAYING AT soc- TAPER THICK- Pz- TIONS SLOTS STREN- ABSORP-
Tmm LENWE, MOUTH KET. OP NESS RORA- PER GTH, TION,
Lm L S- SOCKET, OF TION Row kg/m, PERCENT
SO%T mm H: LS SOCKET, THREE
OS& IS EDGE
BEARINQ
METROD
(1) (2) (4) (5) (‘5) (7) (9) (10) (11) (12) (13)
1:: 2 130 40 1:20) 9” E R
150 40 1: 20 i GO :
150 25 210 5d 1:20, 9 37.5 75 1560
200 275 57 1:20 50 100 1560 8”
314 7
225 305 1:20 1: 50 100 1670 8
330 g 1: 20 c, all 50 100 1670
% 390 1: 20 ) !!I 75 150 1790
350 JZ 475 65 1:20 150 1880
400 525 65 1 : 20 :x 775 150 2020 t
450 35 565 70 1 : 20 J 10 75 150 2230 8
NOTE 1 - Shorter lengths may be used for closures and specials.
NOTE 2 - When pipes arc furnished having an increase in thickness over that given in co1 2, then the diameter at
the inside of the socket shall be increased by an amount equal to twice the increase of the barrel.
Nom 3 - This measurement TS shall be taken 6 mm from the outer end of the socket.
NOTE 4 - For laying lengths greater than 1 m, the perforations per row shall be increased to provide a spacing of
approximately 75 mm.Is t 7319 - 1974 ‘.
&2J Tolerances - The following tolerances shall apply:
a) Overall length f 1 percent of standard length
b) Internal diameter of
pipes or socket :
1) 300 mm and under + 3mm
- 1.5 mm
2) 400 mm + 6mm
-3mm
3) Over 400 mm + 1.5 percent
- 0.75 percent
c) Barrel wall thickness :
1) Up to 25 mm f 1.5 mm
2) Over 25 up to 35 mm f 2*omm
3) Over 35 up to 50 mm f 3’0 mm
4) Over 50 mm f ( 3 mm -+ 1 mm for every
15 mm or part thereof
over 50 mm, limited to a
maximum of 5 mm )
d) Depth of Socket
1) Up to 100 mm -3mm
2) Over 100 mm -6mm
e) Deviation from Straight - The deviation from straight in any pipes
throughout its effective length, tested by means of a rigid straight
edge parallel to the longitudinal axis of the pipe shall not exceed,
for all diameter 3 mm for every metre run.
4.3 ~Perforations
4.3.1 Circular Perforations - Perforations shall be circular, not more
than 8 mm nor less than 5 mm in diameter, and arranged in rows parallel
to the axis of the pipe. Perforations shall be approximately 75 mm
centre to centre, along rows. The spigot end shall be unperforated for
a length equal to the depth of socket. The total number of rows shall
be as shown in Table 1. The rows shall be spaced over not more than
165” of the circumference.
4.3.2 Slots - Slots shall be circumferential in direction, not more than
5 mm nor less than 3 mm in width, and of the lengths shown in Table 1.
There shall be two rows of slots, spaced 165”. Slots shall be spaced as
given in Table 1, except as modified herein for plain end pipe. The
distance from the spigot end, or from the shoulder of the tongue end, to
7IS : 7319 - 1974
the first pair of slots shall be not more than 25 mm greater than the
specified slot spacing, nor less than 25 mm less than the specified slot
spacing. Slots shall continue at uniform spacing along the entire length
of the barrel.
4.3.2.1 Slots in plain-end pipe shall be spaced as shown in Table 1
except that smaller spacing shall be used where necessary to provide not
less than three equally spaced slots in each row. Slots shall be centered
with respect to the ends of the pipe and there shall be~not more than the
specified slot spacing from the pipe end to the first pair of slots, or less
than one half of the slot.spacing employed.
5. WORKMANSHIP AND FINISH
5.1 Absence of Defects -Pipes shall be substantially free from
fractures, large or deep cracks and blisters, laminations and surface
roughness.
5.2 Finish of Ends -The planes of the ends of the pipe shall be
perpendicular to their longitudinal axis, subject to the requirements
of 4.2.1.
5.3 Joints
5.3.1 Unless otherwise mentioned, the perforated concrete pipe shall be
provided with spigot and socket type joint ( see Fig.. 1 ). Tongue and
groove joint, collar joint or other approved type joint may be provided by
mutual agreement between the purchaser and the supplier.
5.3.2 The ends of the pipe shall be so formed that when the pipes are
laid together and joined, they will make a continuous and uniform line of
pipe with a smooth and regular interior surface. The joints shall be of
such design as will permit, effective placement without appreciable
irregularities in the flow line.
5.4 Specials - Special shapes shall have a plain spigot and a socket end
corresponding in all respectswith the dimensions specified for pipe of the
corresponding internal diameter. Branches shall be furnished to lay the
same lengths as straight pipe. All specials shall conform to the
requirements of 5.1 and 5.2 in respect of workmanship and finish.
5.4.1 Slants shall have their spigot ends cut at an angle of approximately
45” with the longitudinal axis.
5.4.2 Curves shall be at angles of 90, 45, 22g, as required. They shall
conform substantially to the curvature specified.
5.4.3 Branches shall be furnished with the connection or connections of
the size or sizes specified, securely and completely fastened in the process
of manufacture to the barrel of the pipe. T-branches and double
T-branches shall have their axes perpendicular. to the longitudinal axis of
the pipe. -Y-branches, double Y-branches and V-branches shall haveIS t 7319 - 1974
their axes approximately 45” ~from the longitudinal axis of the pipe
measured from the socket end. All branches shall terminate in sockets,
and the barrel of the branch shall be of sufficient length to permit making
a proper joint when the connecting pipe is inserted in the branch socket.
5.5 Curing
5.5.1 Water Curing -Pipes manufactured in compliance with this
standard shall be water cured for a period of not less than 2 weeks in
case of pipes made from ordinary Portland cement or blastfurnace slag
cement, and not less than 1 week in case of pipes made from rapid-
hardening Portland cement. Pipes may be water cured by immersing in
-water, covering with water-saturated material or by a system of perforated
pipes, mechanical sprinklers, porous hose; or by any other approved
method that will keep the pipe moist during the specified curing period.
In the case of large pipes .projecting partly above water level, the
projecting portion shall be kept wet by any suitable means.
NoTE- For pipes made from Portland pozzolanac ement, the curing period may
have to be auitablyi ncreased to achieve the required strength.
5.5.2 Steam Curing - Steam curing may be permitted provided the
requirements of pressure or non-pressure steam curing are fulfilled. For
non-pressure steam curing, the pipe may be placed in a curing chamber,
free from outside drafts, and cured in a moist atmosphere maintained by
the injection of steam for such time and such temperature as may be
needed to enable the pipe to meet the strength requirements. The curing
chamber shall be so constructed as to allow full circulation of steam
around the entire pipe.
5.5.3 The manufacturer may, at his option, combine the methods
described in 5.5.1 and 5.5.2 as long as the specified strength is attained.
i6. TESTS
6.1 Test Specimens - All pipes for testing purpcses shall be selected at
random from the stock of the manufacturer and shall be such as would
not otherwise be rejected as per requirements of this standard.
6.1~ During manufacture tests on concrete shall be carried out as
detailed in IS : 456-1964*. The manufacturer shall supply, when
required to do so by’ the purchaser or his representative, the results of
compressive tests of concrete cylinders or cubes made from the concrete
used for the pipes. The manufacturer shall supply cubes for test purposes
required by the purchaser, and such cubes shall withstand the tests
prescribed in IS : 456-1964*.
*Code of practice for plain and reinforcedc oncrete ( secondr eeimr).
9IS : 7319 - 1974
6.2 The specimens of pipes selected in accordance with 6.1 and subjected
to the following tests in the given sequence shall withstand the design
loads:
a) Three-edge bearing test or sand bearing test as described in
IS : 3597-1966*;
b) Absorption test, as described in IS : 3597-1966*.
6.2.1 The manufacturer shall regularly carry out absorption tests on
specimens corresponding to the pipe manufactured and shall provide
sufficient proof to the purchaser that the pipes supplied satisfy the
absorption test. If, however, the purchaser desires to have absorption test.
carried out on any sample, the cost of the pipe from which the sample is
cut shall be borne by the purchaser unless otherwise agreed to between
the purchaser and the manufacturer.
1
6.2.2 The absorption test, when conducted in accordance with the
method described in 6 of IS : 3597-1966*, shnll satisfy the requirement
that the total absorption at the end of 24 h shall not exceed 8 percent of
the dry weight.
6.2.3 Compression test on cubes or cylinders and bursting test shall be
carried out if required by the purchaser. The cost of these tests shall, be
borne by the purchaser.
7. SAMPLING AND INSPECTION
7.1 Scale of Sampling
7.1.1 Lot - In any consignment, all the pipes of same class and size
and manufactured under similar conditions of production shall be grouped
together to constitute a lot.
7.1.1.1 The conformity of a lot to the requirements of this
specification shall be ascertained on the basis of tests on pipes selected
from it.
7.1.2 The number of pipes to be selected from the lot shall be in
accordance with coi 1 and 2 of Table 2.
7.1.3 These pipes shall be selected at random. In order to ensure
randomness, all the pipes in the lot may be arranged in a serial order and
starting from any pipe, every rth pipe be selected till the requisite
number is obtained, t being the integral part of N/n where N is the lot
size and n is the sample size.
*Methods of tests for concrete pipes.
10IS : 7319 - 1974
TABLE 2 SAMPLE SIZE AND CRITERION FOR CONFORMITY
( Clauses 7.1.2, 7.2.2 and 7.3.2 )
LOT SIZE FOR REQUIREMENTSU NDER SAMPLES rzle
4 AND 5 FOR TEBTB
r_---A ---- UNDER 6.2
Sample Size Pcrmissiblc
Number
(2) (3) (4)
up to 50 10 1 2
51 to 100 15 1 3
101 to 200 20 2 +
201 to 300 30 3 5
301 to 500 40 3 7
501 and above 55 4 10
7.2 Number of Tests
7.2.1 All the pipes selected as in 7.1.2 shall be inspected for dimensional
requirements ( see 4 ), finish (see 5.2 ) and deviation from straight
[ see 4.2.1 ( e ) 1.
7.2.2 The number of pipes to be tested for tests under 6.2 shall be in
accordance with co1 4 of Table 2. These pipes shall be selected from
pipes that have satisfied the requirements mentioned in 7.2.1.
7.3 Criterion for Conformity
7.3.1 A lot shall be considered as conforming to the requirements of
this specification if the conditions mentioned in 7.3.2, 7.3.3 and 7.3.3.1
are satisfied; otherwise it shall be considered as not conforming to the
requirements of this specification.
7.3.2 The number of defective pipes { those not satisfying one or more
of the requirements for dimensions, finish and deviation from straight )
shall not be more than the permissible number given in co1 3 of Table 2.
7.3.3 All the pipes tested for various tests under 6.2 shall satisfy
corresponding requirements of the tests.
7.3.3.1 In case the number of pipes not satisfying requirements of
any one or more tests is, one or two, a further sample of same size shall
be selected and tested for the test or tests in which failure has occurred./
All these pipes shall satisfy the corresponding requirements of the test.
11IS : 7319 - 1974
7.4 Marking of Rejected Specimens - All rejected pipes shall be ‘y
plainly marked by the inspector and shall be replaced by the manufacturer
or seller with pipes which will meet the requirements of these
specifications, without additional cost to the purchaser.
8. MARKING
8.1 The following information shall be clearly marked on’ each pipe.
Markings shall be indented on the pipe section or painted thereon with
waterproof paint:
a) The class of pipe,
,&
b) The date of manufacture,
c) The name or trade-mark of the manufacturer, and
f
d) Identification of the plant.
8.1.1 Each pipe may also be marked with the IS1 Certification Mark.
NOTE - The use of the ISI Certification Mark is governed by the provisions of-the
Indian Standards Institution ( Certification Marks ) Act and the Rules and Regulations
made thereunder. The IS1 Mark on products covered by an Indian Standard
conveys the assurance that they have been produced to comply with the requirements
of that standard under a well-defined system of inspection, testing and quality
control which is devised and supervised by IS1 and operated by the producer. IS1
marked products are also continuously checked by IS1 for conformity to that standard
as a further safeguard. Details of conditions under which a licence for the use of the
IS1 Certification Mark may be granted to manufacturers or processors, may be obtained
from the Indian Standards Institution.
12IS : 7319- 1974
( Confinucdjiom page 2 )
Concrete Pipes and Poles Subcommittee, BDC 2:6
Convcncr Representing
SARI S. B. JOSHI S. 8. Joshi & Co Ltd. Bombay
Members
SHRI M. D. PATRAK ( Alternate to
Shri S. B. Joshi )
SERI BHAQWANT SINQH Concrete Pipe Association, New Delhi
SHRI I. S. SUD ( Aifernate )
DR N. S. BHAL Structural Engineering Research Centre ( CSIR ),
Roorkee _
SHRI P. M. A. RAHIMAN ( Alternate 1
SIXRI P. C. CEATTERJEE ’ Or&a Cement Ltd, Rajgangpur
SHF.I U. N. RATH ( Alternate )
DIREOTOR ( R. E. ) Central Water & Power Commission, New Delhi
DEPUTY DIRECTOR ( R. E. ) (Alternate )
DIRECTOR OIPT ELEQRAPHS c I- j Posts & Teleg-r ap_h s Department
,- DI&ONAL ENOIN‘E;R
TELEQRAPHS ( C ) ( Alternate )
SERI K. C. GHOSAL Alokudyog Services Ltd, New Delhi
SHRI A. K. BISWAS ( Alternate )
TOINT DIRECTOR, STANDARDS Research, Designs & Standards Organization,
” (B&S) Lucknow
DEPUTY DIRECTOR, STANDARDS
( B & S ) ( Alternate )
-sEiRI N. G. JOSEI Indian Hume Pipe Co Ltd, Bombay
SERI M. A. MEHTA Concrete Association of India, Bombay
SHRI T. M. MENON ( Altemafe )
LT-COL H. M. S. MURTHI Engineer-in-Chief’s Branch, Army Headquarters
MAJ U. B. S. AELUWALIA ( Ahmote )
SIRI V. P. NARAYNAN NAYAR Kerala Premo Pipe Factory Ltd. Nrendakara
DR XRISHNAN ( Altematc )
S-I S. R. PINHEIO Gammon India Ltd, Bombay
SRRI V. PODDAR Rohtas Industries Ltd, Dalmianagar
&RI V. V. RAN~NEKAR Directorate General of Supplies & Disposals
SItRI K. G. SALVI Hindustan Housing Factory Ltd, New Delhi
SHRI S. K. CHATTERJEE ( Alternate )
SERI A. P. SEETHAPATHY Rural Electrification Corporation Ltd, New Delhi
SHRI A. K. MUKRERJEE ( Altematc)
SWRINTENDINQ SURVEYOR OB Central Public Works Department.
WORKS ( NDZ )
SERI V. M. TALATI Spun;zzk Construction Co ( Baroda ) Pvt Ltd.
13BUREAU OF INDIAN STANDARDS
Headquarters:
Manak Bhavan, 9 Bahadur Shah Zafar Marg, NEW DELHI 110002
Telephones: 331 01 31, 33-l 13 75 Telegrams: Manaksanstha
( Common to all Offices)
Regional Offices: Telephone
Central Manak Bhavan, 9 Bahadur Shah Zafar Marg, 331 01 31
NEW DELHI 110002 331 13 7~5
I
*Eastern : 1 /14 C. I. T. Scheme VII M, V. I, P. Road, 36 24 99
Maniktola, CALCUTTA 700054
Northern : SC0 46-446, Sector 35-C, 21843
CHANDIGARH 160036 3 1641
I
41 24 42
Southern : C. I. T. Campus, MADRAS 600113
1 t: 2295;:
twestern : Manakalava. E9 MIDC, Marol, Andheri ( East ), -6 32 92 95
BOMBAY 400093
Branch Offices:
‘Pushpak’. Nurmohamed Shaikh Marg, Khanpur, 2 63 48
AHMADABAD 380001 I 2 63 49
ZPeenya Industrial 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
PlotNd. 82/83. Lewis Road. BHUBANESHWAR 751002 5 36 27
531’5. Ward No. 29, R.G. Barua Road, 5th Byelane, 3 31 77
GUWAHATI 781003
5-8-56C L. N. Gupta Marg ( Nampally Station Road ), 23 1083
HYDERABAD 500001
6 34 71
R14 Yudhister Marg. C Scheme, JAIPUR 302005
( 6 98 32
117/418 B Sarvodaya Nagar, KANPUR -208005
( ;: “s; if
Patliputra industrial Estate, PATNA 800013 6 23 05
T.C. No. 14/1421. Universitv 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 411~005
Stree*tS. alCeasl cuOtftfaic e7 0i0n0 7C2a lcutta is a1 5 Chowringhee Approach, P. 0. Prtncep 27 66 00
+Sales Office in Bombay is at Novelty Chambers. Grant Road, 89 66 28
Bombay 400007
Bang$a6laolrees 5O6f0fi0c0e2 in Bangalore, is at Unity Building, Narasimharaja Square, 22 36 71
Reprography Unit, -BIS, New Delhi, India
|
1762_1.pdf
|
IS : 1762 ( Part I ) - 1974
( ReafNnned 193)
Indian Standard
CODE FOR DESIGNATION OF STEELS
PART I BASED ON LETTER SYMBOLS
( First Revision)
Third Reprint JANUARY 1999
UDC 669.14:003.62
0 Copyright1 975
BUREAU OF INDIAN STANDARDS
MANAK BHAVAN, 9 BAHADUR SHAH ZAFAR MARG
NEW DELHI 110002
Cr3 July 1975IS : 1762 ( Part I ) - 1974
Mm hers ReprCWlfUlf
imu S. ROY Indian Non-Ferrous Metals ManufwtuwrS
Association, Calcutta
SHRI A. K. RASU ( Alternate )
SRRI v. K. WAZIR Institute of Indian Foundrvmen, Calc~~tta
HONORAKY SECRETARY ( Alternafe)
.~RRIC . R. RAMA RAO, IIirector General. ISI (~ E I-of_ic to Member
Director (Strut & Me1 1
.Secretory
SBRI VJ~JAY KUMAR
Assistant Director ( Metah ). IS1——. .. ,, ,,,.
1“
1S:1762 (Part I)- 1974
Indian Standard
CODE FOR DESIGNATION OF STEELS
PART I BASED ON LETTER SYMBOLS
(First Revision )
O. FOREWORD
0.1 This Indian Standard (Part I ) (First Revision) was adopted bv the
Indian Standards Institution on 31 October 1974. after the dr;ft finalized
by the Metal Standards Sectional Committee had been approved by the
Structural and Metals Division Council.
().2 This standard was first published in 1962. The digital system of
designation has since been adopted by many countries and is most suited
for computer applications. It was, therefore, decided that this standard
should be revised in two parts. This part (Part I ) covers the designation
of steel based on letter syrnbok and Part H will cover designation of
steel based on numerals.
0.3 It is intended that only the minimum number of symbols shall be
used in designating any steel. The Sectional Committee, therefore,
decided that no symbols be used for the most common quality of steel or
for most common applications. An example to ilh.istrate this basic
principle is that no symbol is used to denote semi-killed quality of steel
which comprises 90 percent of the total production of steel. I
0.4 While formulating this standard, the Committee has given due
consideration to the Fifth draft proposal on classification of steels under
consideration of ISO/TC 17/SC 2Secretariat of which is held by India.
0.5 The units commonly used in Indian Standards and the corresponding
S1 units are given in Appendix A for information.
L SCOPE
1.1 This standard (Part I ) covers the code designation of wrought steel
based on letter symbols.
2. TERMINOLOGY
2.1 For the purpose of this standard, definitions given in IS: 1956-1962*
shall apply.
l
Glossaryof termsrelatingtoironandsteel.
A
.
c
-.,
.
..
..
,.——.. ... . ..
——— n-.=,.. .— .—-------- ......,,.i
,
M: 1762 (Part I)-1974
3. CODE DESIGNATION OF STEELS BASED ON
LETTER SYMBOLS
3.1 For the purpos+? of code designation, steels shall be classified as
follows:
a) Steels des!gl ated on the basis of mechanical properties, and
b) Steels des]iplated on the basis of chemical composition.
3.1.1 .Wels DtJI,t;r.ded on the Bmis ofMechanical Properties — These steels
are carbon and lmNallow steels where the main criterion in the selection
and inspection 01’ ~t~eel is the tensile strength or yield stress. In such
cases, provided thl~~:pecified mechanical properties are attained, it is not
usual to specif}- a 1etailed chemical composition but the quality of the
material is designated where necessary by specifying certain quality
levels.
The code desi[.~nation shall consist of the following in the order
given:
a) Symbol ‘Fe’ or ‘FeE’ depending on whether the steel has been
specifie{l WI the basis of minimum tensile strength or yield
stress.
b) Figure indil:ating the minimum tensile slrength or yield stress
in N/mn12. 1f no minimum tensile or yield strength is guaranteed,
the figure s}lall be 00.
c) Chemical SYrnbols for elements the presence of which characterize
the steel.
d) Symbol indicating special characteristics covering method of
deoxidatirm, steel quality, degree of purity, weldability guarantee,
resistance !,:) brittle fracture, surface condition, formability,
surface finis II, heat treatment, elevated temperature and low
temperature properties.
e) Symbol indicating applications, if necessary.
3.1.1.1 Expiand WYnotesfor special characteristics
a) Method cJ_Awiriation — Depending on whether the steel is killed,
semi-killed (w rimming variety, the following symbols shall be
used to indi(ate the steel making practice:
i) R fi:]rrimming steel, and
ii) K $7}1-killed steel.
NCITR— If no symbol is used, it shall mean that the steel is of semi-killed type,
b) Steel qualio~-- The following symbols shall be used to indicate
steel quality
Q1 — Non-ageing quality,
Q2 — Freedom from flakes,
Q3 – Gain size controlled,
Q4— Inclusion controlled, and
Q5 – lt~ternal homogeneity guaranteed. .. ..... . ..
4 i
.*.
,!!!,
.,
.
1,
.
t“
.
,
-
‘,
.
.
.,
,.
f.IS I 1762 ( Part I ) - 1974
c) Degree of purity -The sulphur and phosphorus levels (ladle
analysis) shall be expressed as follows:
Symbol Maximum Content in Percent
~-_-----A_--_--~
Phosphorus Sulphur
P25 0.025 0.025
P35 0’035 0’035
P50 0.050 0050
P70 0.070 0070
No symbol will mean 0.055 0.055
The above symbols use the letter ‘P’ followed by 100 times the
maximum percentage of sulphur and phosphorus. In case the maximum
contents of sulphur and phosphorus are not same, the following
procedure shall be followed:
Symbol SP shall be used to indicate the levels followed by:
1) 100 times the maximum sulphur rounded off* to the nearest
integer.
2) 100 times the maximum phosphorus rounded off* to the nearest
integer.
Example:
Maximum sulphur = 0’045 percent
Maximum phosphorus = 0.035 percent
Designation: SP 44.
d j l4’eltfabili~y guarantee - Guaranteed weldability of steel as deter-
mined by tests mutually agreed between supplier and manufacturer
shall be indicated by the following symbols:
W = Fusion weldable, and
MI, = Weldable by resistance welding but not fusion weldable.
e) Resistance to brittle fracture- Symbol ‘B’, ‘ BO ‘, ‘ B2 ’ or ‘ B4’
indicating resistance to brittle fracture based on the results of the
V-notch Charpy impact test.
For steels B, BO, B2, and B4 a test should be made with Charpy
V-notch specimens, taken in the direction of rolling with the notch
perpendicular to the surface of the plate or product.
*Rounding off shall be done according to the rules given in IS : 2-1960 Rules for
rounding off numerical values ( rsuiud).
5IS t 1762 ( Part I )- 1974
Steels B, BC, B2, and B4 are characterized by an average V-notch
i.:harpy impact value according to the following table:
SlecL Specified U7S Range
,___.-__--_--_ A----_ ____--7
370 to 520 N/mm8 500 to 700 N/mm*
~~~~~~~~~~*~~___~ r---.-- -h_--_~
Energy Tenp “C Energy Temp “C
.I .J
(1) (2) (3) (4) (5)
B 28 27 40 27
BO 28 0 28 - 10
40 0
B2 28 - 20 28 - 30
40 - 20
B4 28 - 40 28 - 50
40 - 40
fj SurjUcc condirion - The following symbols shall be used to
indicate surface condition:
.;I -- Descamed or scarfed;
s:! --- Descaled;
s3 - Pickled (including washing and neutralizing);
s4 - Shot, grit or sand blasted;
S5 --_ Peeltd (skinned );
S6 - Bright drawn or cold rolled; and
S7 -- Ground.
NOTIE- If no symbol is used, it shall mean that the surface ia in as rolled or as
forged condition.
g) Formability (applicable to sheet onb) - The following symbols shall
be used to indicate drawability:
D 1 .- Drawing quality,
D2 - Deep drawing quality, and
D3 - Extra deep drawing quality.
NWIR -.. If no symbc~l is used, it shall mean that the steel is commeicial quality.
h) Surface Jnish ( upplicable to sheet onb ) -The following symbols
shall be used to indicate the surface finish:
Fl - General purpose finish.
F? - Full finish,
6IS : 1762 ( Part I ) - 1974
F3 - Exposed,
F4 - Unexposed,
F5- Matt finish,
F6 - Bright finish,
F7 - Plating finish,
F8 - Unpolished finish,
F9 - Polished finish,
FlO- Polished and coloured blue,
Fl 1 - Polished and coloured yellow,
F12 - Mirror finish,
F13 -Vitreous enamel finish, and
F14 .- Direct annealed finrbh.
j) Treatment - The following symbols shall be used to indicate the
treatment given to the steel:
Tl - Shot peened,
T2 - Hard drawn,
T3 - Normalized*,
‘I’4 - Controlled rolled,
T5 - Annealed,
1’6 -. Patented,
T7 - Solution treated,
T8 -. Solution treated and aged,
T9- Controlled cooled,
TlO - Bright annealed,
Tl 1 .- Spherodized,
T12 - Stress relieved,+
T13 - Case hardened*, and
T14 - Hardened and tempered.
NOTE -- If no symbol is used, it means that the steel is hot rolled.
k) Elevded temperature properties - For guarantee with regard to
elevated temperature properties, the letter ‘H’ shall be used.
However, in the designation only the room temperature proper-
ties shall be shown. Elevated temperature properties shall be
intimated to the purchaser separately by the manufacturer.
*Includes tempering if done.
7UT: 1762 (Part I)-1974
m) Cryogenic quality - For guarantee with regard to low temperature
properties, the letter ‘ L ’ shall be used. However, only the room
temperature properties shall be indicated in the designation.
Examples:
Fe 410 Cu K Killed steel containing copper as alloying element
with a minimum tensile strength of 410 N/mma
FeE 300 P 35 Semi-killed steel with a minimum yield strength of
300 N/mm* and degree of purity as follows:
S & P = 0.035 Max
Fe 470 W Steel with a minimum tensile strength of 470 N/mm2
and of guaranteed fusion welding quality
FeE 550 S6 Bright drawn or cold rolled steel with a minimum
yield strength of 550 N/mm*
Fe00 R Rimming quality steel with no guarantee of minimum
tensile or yield strength
FeE 590 F7 Sheet steel of plating finish and minimum yield
strength of 590 N/mm*
Fe 510 Ba Steel in annealed condition with a minimum tensile
strength of 510 N/mm” and resistance to brittle
fracture = B
I tl 7 10 H Steel with guaranteed elevated temperature properties
and a mlnlmum room temperature tensile strength of
710 N/mm2
Fe 410 Ql Semi-killed non-ageing quality steel with S&P =
0.055 MUX and minimum tensile = 410 N/mm”
Fe 600 T4 Semi-killed steel in controlled rolled condition with
a minimum tensile strength of 600 N/mm8
Fe 520 L Cryogenic quality steel with a minimum room
temperature tensile strength of 520 N/mms
3.1.2 Steels Designated on the Basis of Chemical Composition
3.1.2.1 Unalloyed steels ( as dejined in IS : 7598-1974*) --The code
designation shall consist of the following in the order given:
a) Figure indicating 100 times the average percentage of carbon
content,
b! Letter ‘C ‘, aud
c) Figure indicating 10 times the average percentage of manganese
content. The figure after multiplying shall be rounded off to the
nearest integer according to the rules given in IS : 2-19607.
*Classification of steels.
ttiules for rounding off numerical values ( rtvissd).
8IS 8 1762 ( Part I ) - 1974
L&) Symbol indicating special characteristics including guaranteed
hardenability for which symbol ‘G’ shall be used at the end of
the designation. ( For special characteristics, see 3.1.1. )
I: rn~Vp1e.C
‘2,%.:5BO Semi-killed steel with average 0.25 percent carbon and
0.5 percent manganese content and resistance to
brittle fracture grade Bn.
45CI OG Steel with average 0.45 percent carbon, 1 percent
manganese and guaranteed hardenability
3.1.2.2 Unaihyed tool stsels - ‘The designation shall consist of:
:ij Figltre indicating 100 times the average percentage of carbon;
bj Symbol ‘ T’ for tool steel; and
4:) Figure indicating 10 times the average percent manganese
conre:1t.
7 5’1‘5 Unalloyed tool steel with average 0.75 percent carbon
and 0.5 percent manganese
NT1 1 Unalloyed tool steel with average carbon content of
0.80 percent and 1’1 percent manganese
3.d.2.3 linalloyed ,jee cutting steels -The designation shall consist
Figure indicating 100 times the average percentage of carbon;
Letter * C ‘;
Figure indicating 10 times the average percentage of manganese;
Symbol ‘S’, ‘Se’, ‘ Te ’ or ‘ Pb ’ depending on the element present
which makes the steel free cutting followed by the figure
indicating 100 times the percentage content of the element, In
the casct oaf the phoyphorized steels the symbol ‘ P’ shall be
included; and
Symbol indicating special characteristics covering the method of
deoxidation, surface condition and heat treatment (for explana-
tory notes on special characteristics, see 3.1.1).
.?Yxamples:
35ClOS14K Free cutting steel with average 0.35 percent carbon,
1 percent manganese and @14 percent sulphur, killed
quality.
29GJ2Pbl5T14 Free cutting steel with average @15 percent lead,
0.20 percent carbon and 1.2 percent manganese,
hardened and tempered.
9IS t 1762 ( Part I ) - 1974
3.1.2.4 Alloy steels ( as dt$ned in IS : 7598-1974* ):
a) Lou) and medium alloy steels ( total alloyiq elements not exceeding 10
percent ) -The designation of steels shall consist of:
I) Figure indicating 100 times the average percentage carbon.
2) Chemical symbols for alloying elements each followed by the
figure for its aver-aye percentage content multiplied by a factor
as giver! \)elnw:
Element Multiplying Fartor
Cr, Co, Xi, Mn, Si and W 4
Al, Be, V, Pb, CII, Nb, Ti, Ta, Zr and %Io 10
P, S, P\; 100
NOTF 1 .- l‘hr figure after multiplying shall be rounded off to the nearest
,vteger.
NOTE 2 - Symbol ‘ Mn ’ for manganese shall be included rn case manganese
(ontent IS equal 10 or greater than 1 percent.
NOTE 3 -- The chemical symbols and their figures shall be listed in the drsigr:ation
im the order of decreasing content.
3) Symbol indicating special characteristics covering degree of
purity hardenability, weldability guararltee, rlrvared tempera-
ture properties, surface condition, surface flnish and heat
treatment ( for details .ree explanatory notes under 3.1.1
and 3.1.2.1 ).
Examp1e.s:
25Cr+Mo2G Steel with guaranteed hardenability and having
average O-25 percent carbon, 1 percent chromium
and 0.25 percent molybdenum
4ONi8Cr8V2 Hot rolled steel with average 0’40 percent carbon, 2
percent chromium, 2 percent nickel and 0~2 percent
vanadium
b) Ifish alloy steels ( total alloying elements more than 10 percent ) - The
designation shall consist of:
1 j Letter ‘ X’.
2) Figure indicating 100 times the percentage carbon content.
3) Chemical symbol for alloying elements each followed by the
figure for its average percentage content rounded off to the
nearest integer (see Note 2 under 3.1.2.4).
4) Chemical symbol to indicate specially added element to
attain the desired properties.
5) Symbol indicating specific characteristics covering harden-
ability, weldabilityguarantee, elevated temperature properties,
surface condition, surface finish and heat treatment (for
explanatory notes on special characteristics see 3.1.1).
._~. ___-----
+( :lausification of steels.
10IS : 1762 ( Part I ) - 1974
XiOCrl8NiSS3 Steel in pickled condition with average carbon 0’10
percent, chromium 18 percent and nickel 9 percent.
S15Cr25Ni12 Steel with 0’15 percent carbon. 25 percent chromium
and 12 percent nickel
(FI Alloy tool rteels -- The steel designation shall be as for low, medium
and high alloy steels as given under (a) and (b) above escept
that the symbol ‘<I” will be included in the beginning of the
designation of low alloy and medium alloy tool steels and ‘ST’
instead of ‘ X’ in the case of high alloy tool steels.
k‘xunr~les:
Xf75W18Cr4\‘i High alloy tool steel with average carbon
0.75 percent, tungsten 18 percent, chromium
4 percent and vanadium 1 percent
X 1’98W6Mo5Cr4L’i High alloy steel with average carbon 0.98 percent,
tungsten 6 percent, molybdenum 5 percent.
chromium 4 percent and vanadium 1 percent
d) Free cz~iq al& steels - The steel designation shall be as for low,
medium and high alloy steels as given under (a) and (b) above
except that depending on the percentage of S, Se, Te and %r
present, the designation shall also consist of the chemical symbol
of the element present followed by the figure indicating 100 times
its content.
h 15Cr25Ni 15.340 Alloy free cutting steel with carbon O-1 5 percent,
chromium 25 percent, nickel 15 percent and
sulphur 0’40 percent,
&12&18Ni3S25 Alloy free cutting steel with 18 percent chromium,
nickel 3 percent and sulphur 0.25 percent.
APPENDIX A
( Clau.se0 .5 )
UNITS USED IN INDIAN STANDARDS AND THE
CORRESPONDING SI UNITS
Units in Metric System Corresponding SI Units
kgf Newtons ( N)
kgf/mmP N/mm*
kgf.m joules
11BUREAU OF INDIAN STANDARDS
Headquaribrs:
Manak Bhavan, 9 Bahadur Shah Zafar Marg, NEW DELHI 110002
Telephones: 323 0131,323 3375,323 9402
Fax : 91 11 3234062, 91 11 3239399, 91 11 3239382
Telegrams : Manaksanstha
(Common to all Offices)
Central Laboratory : Telephone
Plot No. 20/9, Site IV, Sahibabad Industrial Area, Sahibabad 201010 8-77 00 32
Regional Offices:
Central : Manak Bhavan, 9 Bahadur Shah Zafar Marg, NEW DELHI 110002 32376 17
‘Eastern : 1 /I 4 GIT 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
twestem : Manakaiaya, E9, Behind Mar01 Telephone Exchange, Andheri (East), 632 92 95
MUMBAI 400093
Branch Otfices::
‘Pushpak’, Nurmohamed Shaikh Marg, Khanpur, AHMEDABAD 380001 5501348
$Peenya Industrial Area, 1 st Stage, Bangalore-Tumkur Road, 639 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 6-26 86 01
Savitri Complex, 116 G.T. Road, GHAZIABAD 201001 6-71 1996
53/5 Ward No.29, R.G. Barua Road, 5th By-lane, GUWAHATI 761003 541137
5-8-56C, L.N. Gupta Marg, Nampally Station Road, HYDERABAD 500001 201083
E-52, Chitaranjan Marg, C- Scheme, JAIPUR 302001 37 29 25
1171416 B, Sarvodaya Nagar, KANPUR 206005 21 6676
Seth Bhawan, 2nd Floor, Behind Leela Cinema, Naval ffishore 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. 14/1421, Un&emity P. 0. Palaysm, THIRWANANlHAPURAM 695034 621 17
*Sales Office is at 5 Chowringhse Approach, P.O. Princep Street, 271088
CALCUnA 7ooO72
tSales Office is at Novetty Chambers, Grant Road, MUMBAI 4OoOO7 3098628
SSeles Office is at ‘F’ Block, Unity BuiMing, Narashimaraja Square, 222 39 71
BANG&LORE 560002
Reprography Unit, BIS, Naw Delhi, IndiiAHENDMENT NO. 1 NOVEMBER 1980
TO
IS:1762(Part I)-1974 CODE FOR DESIGNATION OF STEELS
PART I BASED ON LETTER SYEBOLS
(Fira t Retrision)
Corrtiendum
-- ---
(Page 8, clause 3.1.1.1, Examplea, line 14) -
Substitute' Fe 510 B’ for 'Fe 510 Ba'.
Alteration
-----
(Page 5, ctauee 3.1.1.2):
a) Item (c), para 2, tine 2 - Substitute '1 000
timesyor '100 times'.
b) Zfiem( c)(l) and (c)(2), tine I - Substitute
! '1 000 times' for '100 times' at both the
places;
Reprography Unit, BIS, New Delhi, India
|
2905.pdf
|
Indian Standard
CONCRETE POLES FOR OVERHEAD POWER
AND TELECOMMUNICATION LINES -
METHODS OF TEST
( First Revision )
First Reprint JUNE 1993
UDC 621.315.668.3
0 BIS 1990
BUREAU OF INDIAN-STANDARDS
MANAK BHAVAN, 9 BAHADUR SHAH ZAFAR MARG
NEW DELHI 110002
Price Cramp 3
July 1990cantrft mdeoncrete Sectional Committee, CED 2
FOREWORD
This Indian Standard ( First Revision ) was adopted by. the Bureau of Indian Standards on
21 December 1989, after the draft finalized by the Cement and Concrete Sectional Committee had
been approved by the Civil Engineering Division Council.
Apart from the requirements regarding design, materials, process of manufacture, dimensions,
&ape. workmanship, finish, etc, acceptability of a product is determined by the results of various
tests to evaluate the properties stipulated in the relevant specitlcations. This standard lays down
the procedure for testing of reinforced concrete as well as prestressed concrete po!es for street
lighting, overhead electric power transmission, traction and telecommunication lines.
In addition to the test specified in this standard, inspection of the process of manufacture and the
quality of the finished poles and other tests for the quality control of materials during manufacture,
shall becarried out in accordance with the requirements of relevant specifications.
This standard war first published in 1966. In this revision, the test for torsional strength has been
deleted since this test is not considered necessary for poles. In addition, the length of straight
rope required to apply the load on the pole has been modified and the provision regard-
ing tlxing of the pole in conformity with the type of f+ndation to be used has been deleted. The
figure illustrating the testing arrangement has also been modified in this revision.
The composition of the committee responsible for the preparation of this standard is given in
Annex A.IS 2905: l!m!a
Indian Standard
CONCRETEPOLES-FOROVERHEADPOWER
ANDTELECOMMUNICATIONLINES-
'METHODSOFTEST
( First Revision )
1 SCOPE 6 TRANSVERSE STRENGTH TEST
1.1 This standard covers methods of test for 6.1 General
concrete poles for street lighting, overhead
The pole may be tested in either horizontal or
electrical power transmission, traction, telephone
vertical position. If tested in the horizontal
and telegraph lines, to evaluate the properties
position, prpvision shall be made by suitable
stipulated in the relevant speciEcations.
supports to compensate for the overhanging
mass of the pole. For this purpose, the over-
2 INSPECTION
hanging portion of the pole may be supported
2.1 The materials to be used, processes of manu- on a movable trolley or si-milar device. The
facture, and finished poles shall be open to frictional resistance of the supporting devices
inspection and approval by the purchaser. should be separately determined and deducted
from the Enal load applied on the pole
3 TESTING FACILITIES ( see 6.2.5 ).
3.1 Unless otherwise specified in the relevant 6.2 Test Equipment
specification or agreed to between the manufac-
turer and the purchaser, the purchaser or his 6.2.1 A schematic drawing of the test equipment
representative shall have, at all reasonable times, and full layout for conducting tests is shown in
free access to the place of manufacture of the Fig. 1. The butt of the pole shall be rigidly
poles For the purpose of examining, sampling clamped by concrete cribs or similar rigid device9
and testing the materials and for inspecting the in such a manner that the- clamped len’gtl
process of manufacture. of the pole shall be equal to the minimum depttl,
of planting specified in the relevant standards:
4’ GENERAL PRECAUTIONS
The crib shall check all longitudinal and roti
tional motions of the clamped portion of the
4.1 Unless otherwise specified in the relevant
speciEcation for the pole being tested, tests on pole.
poles shall not be carried out earlier than 28 days
6.2.1.1 The pole shall be fixed in the crib
after the date of manufacture for poles manufac-
longitudinally from butt to its ground line and
tured from 33 grade ordinary Portland cement,
then it shall be secured firmly in place, Wooden
Portland pozzolana cement or Portland slag
saddles with concave surfaces and other pack-
cement and not earlier than 14 days after the
ings shall be placed around the pole to prevent
date of manufacture for poles manufactured
injury to the butt section.
from rapid-hardening Portland cement and 43
grade and 53 grade ordinary Portland cement. 6.2.2 To minimize vertical movement at the point
The test specimens shall not have been exposed of load application and to reduce the stress*
to a temperature below 4°C for 24 hours imme- due to dead mass of the pole, a suitable number
. diately preceding the test and shall be free from of frictionless supports in the form of trolIies
all visible moisture. The specimens shall be shalI be provided between the ground line and
inspected and any specimen with visible flaws the point of applicatioii of the load. Support
shall be discarded. shall be such that any friction associated with
the deflection bf pole under load. shall not be a
4.2 If any test specimen fails because of mecha- significant portion of tthe measured load on
nical reasons, such as, failure of testing equip- the pole.
ment or improper specimen preparation, it shall
be discarded and other specimen taken. 6.2.3 Loading
The load shall be applied at a point stipulated
5 SELECTION OF TEST SPECIMENS
in the relevant Indian Sandard by means of a
5.1 In addition to the requirements specified in suitable device, such as, a wire rope t and win&
this standard, the number of test specimens and placed in a direction normal to the direction of,
the methods of their selection shall be in accor- the length. of the pole so that the minimum
dance with speciEcation for the type of pole length of the straight rope under pull is not less
being tested. than the length of the pole. If the loading
116 2905:1989
600 mm OR AS SPECIFIED
IN THE RELEVENT STANDARD
CH OR A SUITABLE
DMG DEVICE
STRAW POST ANCHOREQ
Ail dimensions in millimetres.
.
FIG. 1 TYPICALA RRANGEMENTF ORT ESTINGO F CONCRETEP OLES
device is set sufficiently far away from the pole applied to the readings of the dynamometer or
to make the angle between the initial and final other load measuring devices.
positions of pulling line small, the error in
assuming that the pull is always perpendicular to 6.2.6 De$ection
the original direction of the pole axis will be
The deflection of the pole and the load applied
negligible. The pulling line shaII be kept level
shall be measured simultaneously at different
between the pulling device position and the point
stages of loading to provide at least five *sets of
where load.is applied to the pole. The load shall
readings. The measurement of deflection of the
be applied at a constant rate of 4 percent of the
load point shall be made in a direction per-
specified test load per minute and in accordance
pendicular to the unloaded position of the pole
with 6.3.1.
axis. The arrangement for measuring the
deflections is shown in Fig. 1. The measurements
6.2.4 Pulling Line
shall be made correct to the nearest 5 mm by
The pulling line shall be secured around the pole the use of a measuring scale.
at the load point. Load measuring device shall
A datum line shall be established from which
be placed in a way so as to accurately measure
the movement of the ground line, if any, shall
the tension in the yufling line, the other end of
be measured.
which is attached to the loading equipment.
6.3 Procedure
6.2.5 Load Measurement
6-3.1 Load shall be applied as mentioned
Dynamometer or any other satisfactory method
in 6.2.3 and shall be steadily and gradually in-
of load measurement capable of measuring load
to the accuracy of 50 N may be adopted. The creased to the design value of the transverse load
at first crack. The deflection at this load shall be
dynamometer or other load measuring device
measured.
shall be calibrated at’ regular intervals. The
load measuring device shall be supported in
Deflection at any other test load shall be med-
such a way that it should record only the load
sured according to the requirement of the
applied to the pole and th.,t no damage is caused
relevant specification for the pole being tested.
to the instrument if the i.ole suddenly breaks
under test. The fricticaal resistance of supporting The load shall then be reduced to zero and
devices and the rope line pulleys shall be sepa- increased gradually to a load equal to the first
rately determined and necessary corrections crack load plus 10 p¢ of the minimum
2IS 2905 : 1989
ultimate transverse load and held up for removal or reduction of the test load. Record-
2 minutes. This procedure shall be repeated ing .of loads and deflections shall be made ,
until the load reaches the value of 80 percent of according to the requirements specified in
the ultimate transverse load and thereafter in- relevant specification for the pole being tested.
creased by 5 percent of the ultimate transverse
load until failure occurs. Each time the load is 6.3.2.2 The load applied to the pole at the time
applied, it shall be held for 2 minutes. The of failure shall be measured to the nearert 50 N
load applied shall be measured to the nearest ( see 6.2.5 ).
50 N.
63.2 Recording nf Data and Measurement 7 MEASUREMENT OF COVER
6.3.2.1 Any hair cracks appearing at a stage 7.1 After completion of the transverse strength
prior to the application of design transverse test, the sample pole shall be taken and checked
load at first crack shall be‘measured using feeler for cover. The cover shall be measured to the
gauges and shall be recorded. It should also be nearest millimetre at three points, one within
recorded whether the hair cracks, if any, pro- 1’0 m of the butt end of the pole, the second
duced on application of 60 percent of the mini- within 0’6 m from the top and the third at any
mum ultimate transverse load close up on the intermediate point.
ANNEX A
( ReJ Foreword )
COMPOSITION OF THE TECHNICAL COMMITTEE
Cement and Concrete Sectional Committee, BDC 2
Chairman Representing
tiDr H. C. Visvesvaraya . National Council for Cement and Building Materials,
New Delhi
Members
Shri K. P. Banerjee Larsen and Toubro Limited, Bombay
Shri Harish N. Malani ( Alternate )
Shri S..K. Banerjee National Test House, Calcutta
Chief Engineer (BD) Bhakra Beas Management Board, Nangal Township
Shri J.C. Basur ( Alternate-)
Chief Engineer ( Designs ) Central Public Works Department, New Delhi
Superintending Engineer ( S & S ) ( Alternate )
Chief Engineer ( Research-cum-Director ) Irrigation Department, Government of Punjab
Research Officer ( Concrete
Technology ) ( Afternate )
Director A P Engineering Research Laboratories, Hyderabad
Joint Director ( Alternate )
Director Central Soil and Materials Research Station, New Delhi
Chief Research Officer ( Alternate )
Director ( CtMDD-II ) Central Water Commission, New Delhi
Deputy Director ( C&MDD-II ) ( Alternate )
Shri V. K. Ghanekar Structural Engineering Research Centre ( CSIR ),
Ghaziabad
Shri S. Gopinath The India Cement Limited, Madras
Shri A. K. Gupta Hyderabad Industries Limited, Hyderabad
Shri J. Sen Gupta National Buildings Organization, New Delhi
Shri P. J. Jagus The Associated Cement Companies Ltd, Bombay
Dr A. K. Chatterjee ( Alternate )
Joint Director Standards (B&S)/CB-I Research, Designs and Standards Organization
( Ministry of Railways ), Lucknow
Joint Director Standards (B&S)/CB-II ( Alternate )
Shri N. G. Joshi Indian Hume Pipes Co Limited, Bombay
Shri R. L. Kapoor Roads Wing ( Ministry of Transport ), Department o
Surface Transport, New Delhi
Shri R. K. Saxena ( Alternate )
3IS 2905 : 1989
Members Representing
Shri G. K. Majumdar Hospital Services Consultancy Corporation ( India )
Ltd, New Delhi
Shri P. N. Mehta Geological Survey of India, Calcutta
Shri S. K. Mathur ( Afternate )
Dr A. K. Mullick National Council for Cement and Building Materials,
New Delhi
Shri Nirmal Singh Development Commissioner for Cement Industry
( Ministry of Industry )
Shri S. S. Miglani ( Alternate )
Shri S. N. Pal M. N. Dastur and Company Private Limited, Calcutta
Shri Biman Dasgupta ( Ahernafe )
Shri R. C. Parate Engineer-in-Chief’s Branch, Army Headquarters
Lt-Co1 R. K. Singh ( Alfernare )
Shri H. S. Pasricha Hindustan Prefab Limited, New Delhi
Shri Y. R. Phull Indian Roads Congress, New Delhi ; and Central Road
Research Institute ( CSIR ), New Delhi
Shri S. S. Seehra ( AIfernate ) Central Road Research Institute ( CSIR ), New Delhi
Dr Mohan Rai Central Building Research Institute ( CSIR ), Roorkee
Dr S. S. Rehsi ( Alrernute )
Shri A. V. Ramana Dalmia Cement ( Bharat ) Limited, New Delhi
Dr K. C. Narang ( Alternate )
Shri G. Ramdas Directorate General of Supplies and Disposals, New
Delhi
Dr M. Ramaiah Structural Engineering Research Centre ( CSIR ),
Madras
Dr A. G. Madhava Rao ( Alternate )
Shri A. U. Rijhsinghani Cement Corporation of India, New Delhi
Shri C. S. Sharma ( Alternate )
Secretary Central Board of Irrigation and Power, New Delhi
Shri K. R. Saxena ( Alternate )
Shri T. N. Subha Rao Gammon India Limited, Bombay
Shri S. A. Reddi ( Alternate )
Superintending Engineer ( Designs ) Public Works Department, Government ofTami1 Nadu
Executive Engineer ( SMD Division) ( AIIernate )
Shri L. Swlroop Orissa Cement Limited, New Delhi
Shri H. Bhattacharyya ( Ahernute )
Shri S. K. Guha Thakurta Gannon Dunkerley & Co Ltd, Bombay
Shri S. P. Sankarnarayanan ( Alternate )
Dr H. C. Visvesvaraya The Institution of Engineers ( India j, Calcutta
Shri D. C. Chaturvedi (Alternote )
Shri G. Raman, Director General, BIS ( Ex-o$cio Member )
Director ( Civ Engg )
Secretary
Shri N. C. Bandyopadhyay
Joint Director ( Civ Engg >, BIS
Concrete Poles Subcommittee, CED 2 : 12
Convener
Dr N. Raghavendra National Council for Cement and Building Materials,
New Delhi
Members
Shri J. L. Bandyopadhyay Indian Posts and Telegraph’Department, Jabalpur
Shri V. V. Surya Rao ( Alternate )
Shri S. N. Basu Directorate General of Supplies and Disposals, New
Delhi
Shri S. M. Munjal ( Alternate )
Shri R. S. Bhatia Punjab State Electricity Board, Patiala
Shri S. K.. Sharma ( Alternate )
Shri P. C. Chatterjee Orissa Cement Ltd, Rajgangpur
Shri U. N. Rath ( AIternafe )
4IS 2905 : 1989
Members Representing
Director ( RE ) Central Electricity Authority, Rural Electrification
Directorate, New Delhi
Deputy Director ( RE ) ( Alternate )
Shri G. L. Dua Rural Electrification Corporation Ltd, New Delhi
Shri P. D. Gaikwad ( Alternate )
Joint Director Standards (B&S) CB-II Research, Designs and Standards Organization,
Lucknow
Deputy Director (Civil II) ( Alternate )
Shri N. G. Joshi The Indian Hume Pipe Co Ltd, Bombay
Shri.S. K. Naithani Engineer-in-Chief’s Branch, Army Headquarters,
New Delhi
Shri Subhash Garg ( Alternate )
Shri H. S. Pasricha Hindustan Prefab Ltd, New Delhi
Sbri A. K. Chadha ( Alternate )
Dr C. Rajkumar National Council for Cement and Building Materials,
New Delhi
Shri R. Sampat Kumaram Delhi Electric Supply Undertaking, New Delhi
Shri kamesh Chander ( Alternate )
Shri A. V. Talati The Steel Pipe & Fabrication Works, Vadodara
Shri H. C. Shah ( Alterna?e )
Shri T. G. Tepan Maharashtra State Electricity Board, Bombay
Shri R. B. Joshi ( AIzernate )
Shri S. Theagarajan Tamil Nadu Electricity Board, Madras
Shri Lakshminarasimhan ( Alternate )
Prof P. C. Varghese The Concrete Products and Construction Co,
Poonamallee (TN)
Shri K. George ( Alternate )
Dr B, Venkateswarlu Structural Engineering Research Centre (CSIR),
MadrasI I
I Standard Mark I
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quality control which is devised and supervised by BIS and operated by the producer. Standaral
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further safeguard. Details of conditions under which a licence for the use of the Standard Mark
may be granted to manufacturers or producers may be obtained from the Bureau of
Indian Standards.
I- IBureau of Indian Staadrrds
BIS is a statutory institution established under the Bureau 01 Indian Standurds Act, 2986 to promote
harmonious development of the activities of standardization, marking and quality certification of
goods and attending to connected matters in the country.
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BIS has the copyright of all its publications. No part of these publications may be reproduced in
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Rievi.~~iono f Indian Standards
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are issued from time $0 time. Users of Indian Standards should ascertain that they are in possessi on
of the iatest amendments or edition. Comments- on this Indian Standard may be sent to BIS
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Amend No. Date of Issue Text Affected
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|
10386_6.pdf
|
I[!3 : 10386 ( Part 6 ) - 1983
Indian Standard
SAFETY CODE FOR CONSTRUCTION,
OPERATION AND MAINTENANCE OF
RIVER VALLEY PROJECTS
PART 6 CONSTRUCTION
Safety in Construction, Operation and Maintenance of River
Valley Projects Sectional Committee, BDC 67
Chairman
SHRI J. C. MALHOTRA
House No. 472, Sector 6
Panchkula ( Haryana )
Members Representing
SHRI L. S. BASSI Roads Wing ( Ministry of Shipping and
Transport ), New Delhi
SHRI S. P. CHAKRAVARTY( Alternate )
SHRI D. T. BUCH Irrigation Project, Public Works Department,
Government of Gujarat, Ahmadabad
CHIEF DFSIGN ENGINEER Beas Project, Talwara
CHIEF ENGINEER Salal Hydro Electric Project, Gevernment of’
Jammu & Kashmir, Jyotipuram
CHIEFE NGINEER( IRRIGATION) Public Works Department, Government of Tamil
Nadu, Madras
SR DY CHIEF ENGINEER ( IRRIGATION )
( Alternate )
CHIEF ENGINEER ( CD0 ) Irrigation & Power Department, Govt of Andhra
Pradesh, Hyderabad
SUPERINDENDING ENGINEER ( CD0 )
( Alternate )
CHIEF ENGINEER ( TDC ) Irrigation Works, Government of Punjab,
Shahpur Kandi
SUPERINTENDING ENGINEER
( CONST TDC ) ( Alternate )
CHIEF ENGINEER ( PROJECTS ) Water & Power Department, Govt of Kerala,
Trivandrum
DY CHIEF ENGINEER ( IRRIGATION )
( Alternate )
( Continued on page 2 )
@ Copyright 1983
INDIAN STANDARDS INSTITUTION
This publication is protected under the Indian Copyright Act (XIV of 1957) and
reproduction in whole or in part by any means except with written permission of the
publisher shall be deemed to be an infringement of copyright under the said Act.1s : 10386 ( Part 6 ) - i983*
( Continued from page 1 ) *
Members Representing
CHIEF ENGINEER ( WRDO ) Public Works and Electricity Department,
Government of Karnataka, Bangalore
SUPERINTENDING ENGINEER
( CAUVARY PLANNING ) ( Alternate >
CHIEE TECHNICAL EXAMINER Irrigation Department, Government of Madhya
Pradesh, Bhopal
SHRI S P. &uG Continental Construction Pvt Ltd, New Delhi
DIRECTOR ( CC ) Central Water Commission, New Delhi
DIRECTOR ( HTD I > Central Electricity Authority, New Delhi
DY DIRECTOR ( HTD-I ) ( Alternate )
DIRECTOR ( R & C ) Central Water Commission, New .Delhi
MEMBER( IRRIGATION) Bhakra Beas Management Board, Nangal
Township
SUPERINTENDING ENGINEER ( BD )
( Alternate )
SHRI V. R. NATARAJAN Tamil Nadu Electricity Board, Madras
SHRI G. M. ABDUL RAHAMAN
( Alternate )
SHRI S. RAMACHANDRAN Nati~;$‘rojects Construction Corporation, New
SVRI T. S. MURTHY ( Alternate )
SHRI D. M. SAVUR Hindustan Construction Co Ltd, Bombay
SECRE VARY Central Board of Irrigation & Power, New Delhi
DEPUTY SECRETARY( Alternate )
SBCRBl -ARY Farraka Barrage Control Board ( Ministry of
Agriculture & Irrigation ), New Delhi
SHRI D. C. SHARMA Jaiprakash Associates Pvt Ltd, New Delhi
SHRI G. H. SHIVASHANKAR Karnataka Power Corporation, Bangalore
PROJECT ENGINEER ( DESIGNS )
(Alternate )
SUPERINTENDING ENGINEER Irrigation & Power Department, Govt of
( BHATSE ,PROJECT CIRCLE ) Maharashtra, Bombay
SUPERINTENDINGE NGINEER Irrigation Department, Government of Uttar
( TONE’S C I v I L CONSTRUCTION Pradesh, Lucknow
’ Div II)
SHRI R. S. VERMA Geological Survey of India, Calcutta I
D R S. GANGOPADHYAY ( Alternate )
SHRI G. RAMA?, Director General, IS1 ( Ex-officio Member )
Director ( CIV Engg )
Secretary
SHRI HAMANT KUMAR
Assistant Director ( Civ Engg ), ISI
2IS : 10386 ( Part 6 ) - 1983
Indian Standard
-
SAFEI-Y CODE FOR CONSTRUCTION,
OPERATION AND MAINTENANCE OF
RlVER VALLEY PROJECTS
PART 6 CONSTRUCTION
O.FOREWORD
0.1 This Indian Standard ( Part 6 ) was adopted by the Indian Standards
Institution on 18 April 1983, after the draft finalized by the Safety in
Construction, Operation and Maintenance of River Valley Projects Sectional
Committee had been approved by the Civil Engineering Division Council.
0.2 With large scale increase in construction activity on river valley pro-
jects involving hazardous construction jobs, there has been an increase
in the number of accidents, both major and minor ones. Further, increased
construction activity in the underground jobs has created health hazards
for the persons working under such conditions. In order to minimize
such accidents and health hazards, it shall be the overall responsibility of
the project authorities and contractors to provide necessary measures for
the safety and health protection of all employees working on the projects.
0.3 It shall be the responsibility of the employer, that is government or
contractor, to initiate and maintain such programmes in respect of their
employees working on a project scheme.
0.4 Each employer/department, contractor and employee shall comply with
the different safety regulations in force on a project and shall be alert at
all times to eliminate hazards to himself/herself and/or to others.
0.5 This standard requires reference to the following standards:
IS : 1989 ( Part I)-1978 Leather safety boots and shoes: Part 1 For
miners ( third revision )
IS : 2750-1964 Steel scaffoldings
IS : 2925-1975 Industrial safety helmets (first revision )
IS : 3696 (Part 2)-1966 Safety code for scaffolds and ladders: Part 2
Ladders
IS’: 4041-1967 Glossary of &~B-I$ relating to refractory
materials
3..IS : $03616( Part 6 ) - 1983
IS : 4770-1968 Rubber gloves for electrical purposes
IS : 6994 (Part l)-1973 Industrial safety gloves: Part 1 Leather and
cotton gloves
1s : 8519-1977 Guide for selection of industrial safety equip-
ment for body protection
IS : 8520-1977 Guide for selection of industrial safety equip-
ment for eye, face and ear protection
IS : 8521 (Part l)-1977 Industrial safety face shields: Part 1 With ’
plastics visor
3 fS : 8523-1977 Respirators, canister type ( gas masks )
IS : 8807-1978 Guide for selection of industrial safety equip-
ment for protection of arms and hands
1.. SCOPE
1.1 This standard ( Part 6 ) lays down the safety requirements regarding
scaffolds, platforms, gangways and runs, ladders, ramps, openings,
dangerous corners, forms for concrete, grouting and guniting, structural
steel erection, welding, riveting and cutting, painting storage of materials
like-cement, pipes, poles, steel, sand, gravel, crushed stone, paints, etc.
2, FALSE WORK,&CAFFOLDS
2.1 Suitable scaffolds shall be provided for workmen for all jobs that
cannot safely be done from ground, from part of permanent structure,
from a ladder or any other available means of access.
2.2 Scaffoldings or stagings, which are more than 3.25 metres above the
ground or floor, swung or suspended from an overhead support or erected
with stationary support, shall have a guard rail, properly bolted, braced
or otherwise secured at least 1 metre above the floor or platform of such
scaffoldings or stagings and shall extend along the entire length of the
outside and end thereof with only such openings as may be necessary for
the delivery of materials.
2.3 The scaffoldings or stagings shall be so fastened as to prevent it from
swaying away from the structure. Alternatively, the scaffolds shall be so
designed as to be self supporting under all live loads,
4IS : 10386 ( Part 6 ) - 1983
3. PLATFORMS, GANGWAYS AND RUNS
3.1 Working platforms, gangways and runs shall be so constructed that
they do not sag unduly or unequally. If the heights of platform gangways
and runs are more than 3’25 metres above the ground level or floor level,
they shall be closely boarded and shall have adequate width as specified
in IS : 3696 ( Part 1 )-1966* and be suitably fenced as described in 2.2
and 2.3.
3.2 The slopes of platforms, gangways and runs shall ccnfcrm to IS : 3696
(Part I)-1 966*.
4. LADDERS
4.1 The ladder may be made of either steel complying with IS : 1977-19751_
or wood complying with relevant Indian Standards. Rope for ladder shall
conform to the requirements for Grades I ropes as laid down in IS : 1%4-
1969$ or IS : 1410-1973s.
4.2 Suitable hand holds of good quality wood or steel shall be provided,
and the ladder shall be given an inclination not steeper than a horizontal
to 1 vertical. The steps shall be rigidly fastened at the ends with the
supporting steel or timber.
4.3 To prevent slipping, ladder shall be secured at the bottom end. If
this cannot be done, a person shall be stationed at the base, whenever it
is in use.
4.4 If the ladder is used for carrying materials, suitable footholds shall be
provided on it.
4.5 Width between side rails in a rung ladder shall in no case be less than
30 cm for ladders up to and including 3 metres in length. For longer
ladders this width shall be increased by at least 6 mm for such additional
30 cm of length.
4.6 Uniform step spacing shall not exceed 30 cm.
4.7 Ladders shall extend atleast one metre above the top of the floor or
platform, to provide hand hold when stepping on or off the ladder.
*Safety code for scaffolds and ladders : Part 1 Scaffolds.
j-specification for structural steel ( ordinary quality ) ( second revision ).
JSpecitication for manila ropes ( second revision ).
$Specificatios fw Coir rope ( j?rst revision ).
5IS : 10386 ( Part 6 ) - 1983
5. RAMPS
5.1 Ramps shall be of adequate strength and shall be evenly supported.
They shall have railing on the open side(s), and adequate strength to
protect workmen, and shall either have a sufficiently flat slope or shall
have cleats fixed to the surface to obviate slipping of workmen.
5.2 Rumps shall be kept free from grease, mud, snow or other slippery
materials and also other obstructions leading to accidental fall of the
labourers.
5.3 Ramps meant for transporting materials shall have even surface,
sufficient width and be provided with skirt boards on open sides.
6. OPENINGS
6.1 Every opening in the floor of a structure or in working platform shall
be provided with suitable means like fencing or railing whose minimum
height shall be 1 metre to prevent the fall of persons or materials.
6.2 Wherever there are open excavations in ground, they shall be fenced
off by suitable railing, if necessary, with toe boards.
6.3 Danger signals shall be installed at night so as to prevent the fall of
persons or to prevent persons slipping into the open excavation.
7. DANGEROUS CORNERS
7.1 At all approaches and exits, and dangerous corners, danger and warning
signals shall be placed to ensure safety of pedestrians and vehicular traffic.
7.2 In case of platforms, gangways, runs and ramps, dangerous corners
shall be protected with fencing or railing whose minimum height shall be
1 metre; if necessary, they may be protected with toe boards.
7.3 All dangerous corners shall be well lighted for night work.
I
8. FORMS FOR CONCRETE
8.1 Formwork shall be designed after taking into consideration spans,
setting temperature of concrete, dead load and working loads to be
supported and adequate safety factor for the materials used for formwork.
8.2 All timber formwork shall be carefully inspected before use and all
unacceptable material shall be discarded.
8.3 As timber centering usually takes an initial set when vertical load is
applied, the design of such centering shall make allowance for this factor.
68.4 The vertical supports shall be adequately braced or otherwise secured in
position so that these do not fail when the load gets released or when the
‘sdpports are accidentally hit.
8.5 In case of timber posts, vertical joints shall be properly designed. The
‘connections shall normally be with bolts and nuts. Use of rusted or spoilt
‘threaded bolts and nuts shall be avoided.
8.6 Tubular steel centering shall be used in accordance with the
inanufacturer’s instructions. When tubular, steel and timber centering is
to be used in combination, necessary precautions shall be taken to avoid
any unequal settlement under load.
8.7 A thorough inspection of tubular steel centering is necessary before its
erection and members showing evidence of excessive rusting, kinks, dents
or damaged welds shall be discarded. Buckled or broken members shall
be replaced. Care shall also be taken to see that the locking devices are
in good working order and that the coupling pins are effectively aligned
to frames.
8.8 Sills under the supports shall be set .on firm soil or other suitable
material in a pattern which assures adequate stability for all props. Care
shall be taken not to disturb the soil under the support. Adequate
drainage shall be provided to drain away water coming due to rain, washing
of forms or during the curing of the concrete, to avoid softening of the
supporting soil strata.
8.9 All centerings shall be regularly inspected to ensure that footings of
sills under every post of centering are sound, the centering panels are plumb
in both directions and all cross braces are securely in place.
.
8.10 Daring pourmg of concrete, the centering shall be constantly inspected
and strengthened if required, and wedges below the vertical supports shall
be tightened. Adequate protection of centering shall be ensured from
moving vehicles or swinging loads.
8.11 Forms shall not be removed earlier than the limit laid down in the
specifications and not until it is certain that the concrete has developed
sufficient strength to support itself and all loads that will be imposed on
it, Only workmen actually engaged in removing the formwork shall be
allowed in the area during these operations. Those engaged in removing
the formwork shall wear helmets, gloves and heavy soled shoes, and
approved safety belt if adequate footing is not provided above 2 m level.
While cutting any wires in tension, care shall be taken to prevent back
lash which might hit the body.
8.12 Dismantling of supports shall be done under the supervision of a
competent engineer and the order of dismantliug of individual supports
laid down in the instruction sheets shall be closely followed.
7IS ! lb386 ( Part 6 ) - 1983
9. GROUTING AND GUNITING
9.1 Pressure used in grouting must be carefully regulated and shall conform
to IS : 6066-1971* at all times during the process of injection.
9.2 Record gauges for measuring pressure shall always be fixed at the top
of the grout hole. They shall be checked frequently against standard
water gauge.
9.3 Grouting equipments shall be in accordance with IS : 6066-1971* and
also shall be free from patent defects and kept in good repair condition
and working order.
9.4 Workers engaged in grouting and guniting shall be provided with
protective clothing, hand gloves, sleeves, boots, safety hats and safety glasses
conforming to the relevant Indian Standards.
10. STRUCTURAL STEEL ERECTION
10.1 During erection, the steel work shall be securely bolted or otherwise
fastened and when necessary, temporarily braced to provide for all loads
to be carried by the structure during erection including those due to
erection equipment and its operation ( see IS : 720519731_ ).
10.2 No riveting, permanent bolting or welding shall be done until proper
alignment has been obtained.
10.3 Use of hoisting machines, cranes, winches and tackle including their
attachments, anchorages, supports and foundations shall conform to the
conditions specified in 10.3.1 to 10.3.7.
10.3.1 These shall be of good mechanical construction, sound material,
of adequate strength, free from defects and shall be kept in good repair
condition and working order._
10.3.2 Every rope used for hoisting or lowering materials or as means
of suspension shall be of durable quality, of adequate strength and free
from patent defects.
10.3.3 Every crane driver or hoisting appliance operator shall be
qualified for the. job and no person under the age of 18 years shall be in
charge of any hoisting machine, crane, winch, signalling equipment, etc.
10.3.4 In case of every hoisting machine and crane, and every chain
ring, hook, shackle, shovel and. pulley block used in hoisting or as means
of suspension, the safe working load shall be marked. No part of any
*Recommendations for pressure grouting of rock foundations in river valley
projects.
TSafety code for erection on structural steelwork.
8IS : 10386 ( Part 6 ) - 1983
machine or any gear shall be loaded beyond the safe working load except
for the purpose of testing.
10.3,5 Motors, gears, transmissions, electric wirings and other dangerous
parts of hoisting appliances shall be provided with efficient safeguards,
hoisting appliances shall be provided with such means as will reduce
the risk of any part of suspended load becoming accidentally displaced,
to the minimum.
10.3.6 All workers, engineers and suppervisors employed in erection
work shall wear safety helmets conforming to relevant Indian Standards
and shall be provided with necessary apparels, such as safety clothing,
hand gloves, sleeves, boots.
10.3.7 Unauthorised persons shall be kept away from the work area
during erection operations. Red flags, or warning signs shall be
strategically posted to assist in cautioning and instructing others.
Authorised visitors shall be equipped with safety hats and be accompanied
by a guide competent to keep the visitors out of dangerous situations.
11. WELDING, RIVETING AND CUTTING
11.1 Welding and cutting operations shall be done by workmen thoroughly
trained for the job or by trainees who are under competent supervision.
Workers engaged in welding, riveting and cutting shall be provided with
protective clothing, hand gloves, sleeves and boots as per relevant Indian
Standards. Workers engaged in welding and cutting shall be provided with
protective goggles conforming to I$ : 1.179-l 967*.
12. PAINTING
12.1 Paints containing lead or lead products shall not be used.
12.2 The face masks in accordance with relevant Indian Standards shall be
supplied to workers when paint is applied in the form of spray or when a
surface having lead paint is dry rubbed and scrapped.
12.3 Most paint materials are highly combustible. and every .precaution
shall be taken to eliminate danger from fire. Packages containrng palms,
varnishes, lacquers or other volatile painting materials, shall be kept tightly
closed when not in actual use and shall be placed where they shall not be
exposed to excessive heat, spark, flame or direct rays of the sun.
*Specification for equipment for eye and face protectjoq during welding (first
revision ).
9IS : 10386 ( Par,t 6 ) - 1983
13. STORING OF MATERIALS LIKE CEMENT, PIPES, POLES,
STEEL, SAND, GRAVEL, CRUSHED STONE, PA.[NTS, ETC
13.1 No materials on any of the work sites shall be so stacked or placed
as to cause danger or inconvenience to any persons.
13.2 Material shall be stored and stacked in such a way that it shall not
slide down and cause hazards or danger to persons ( see IS : 7969-1975:
and IS : 8989-1978t ).
13.3 Materials dumped against walls or partitions shall not be stored to
a height that will endanger the stability or exceed the resisting strength of
such walls and partitions.
*Safety code for handling and storage of building materials,
$Safety code for erection of concrete framed structures.
10
|
6884.pdf
|
IS : 6884 - 1983
Indian Standard
SPECIFICATION FOR
DENTAL SILICATE CEMENT
First Revision )
(
Dental Materials Sectional Committee, CDC 52
Chairman
DR N. K. AORAWAL
Dental College & Hospital, Lucknow
Members Representing
DR B. 8. DUTTA Dr R. Ahmed Dental College & Hospital, Calcutta
SHRI OF. R. GULMOHAMED Dental Products of India Ltd, Bombay
SHRI S. R. SETHNA ( Alternate )
DR S. N. DYER Johnson &Johnson Ltd, Bombay
SWRI G. V. BHANDARI ( Alternate)
DR PRADIP JAYNA Indian Dental Association, Madras
AIR CDRE P. C. KOCHHAR Ministry of Defence ( DGAFMS )
BRIG S. N. LUTHRA ( Alternate )
SHRI A. V. KOTHARI Polymers Corporation of Gujarat Ltd, Vadodara
DR R. S. PAHMAR ( Alternate )
SHRI A. K. MANDAL Directorate %eneral of Technical Development, New
Delhi
SHRI R. D. MATHUR Bharat Dental & Medical Supply Co, Lucknow
SHRI A. B. MATHUR ( Alternate )
DR FALI S. MEHTA Tata Institute of Fundamental Research, Bombay
SHRI R. G. NANDWANA Kalabhai Karson & Sons, Bombay
SHRI S. A. SHEIKH ( Alternate )
SHRI B. M. RAWAL Indo-Ceylon Dental & Surgical CoLtd, Madras
DR J. L. SETHI Dr Jagdish La1 Sethi, Delhi
SHRI ASHOK SETHY (Alternate )
DR G.B. SHANKWALKAR Governmknt Dental College & Hospital, Bombay
DR V. K. SHOURIE
.
.Occulsion Products, Thane
DR ( SHRIMATI ) A. SHOURIE ( Alternate )
DR ( SHRIMATI ) DAYA V. SINOHAL Lady Hardinge Medical College & S. K. Hospital,
New Delhi
( Continued on page 2 )
@ Copyright 1984
INDIAN STANDARDS INSTITUTION
This publication is protected under the Zndian Copyright Act (XIV of 1957 ) and
reproduction in whole or in part by any means except with mitten parmirsion of the
publisher shall be deemed to be an infringement of copyright under the aaid Act.IS : 6884 - 1983
( Cnnlim4cdffom pour 1 )
Mambera Regresenting
DR BALRAJ SUR Dr Ram Manohar Lohia Hospital, New Delhi
DR S. T. TALXM Nair Hospital Dental College, Bombay
DR D. R. SHAHANI ( Alternafa )
DR P. P. THIJKRAL Ministry of Health & Family Welfare
SHRI S. K. MATXUR, Director General, ISI ( Ex-o$cio Member)
Head ( Chem )
gSCl6tIl~
SHRI K. K. TRIPATHI
Deputy Director ( Chem), IS1
Filling Materials and Allied Products Subcommittee, CDC 52 : 1
Gwwmer
DR P. P. THUKRAX Maulana Azad Medical College, New Delhi
Members
DR N. K. A~RAWAL In personal capacity ( Dental College G3 Hospifal,
Lucknow )
SHRI P. R. GULUOHAMED Dental Products of India Ltd, Bombay
SHRI S. R. SETHNA ( Alternate )
DR B. GOVERDHAN HEQDE Government Dental College, Bangalore
DR B. P. RAJAN Madras Dental College, Madras
DR G. L. SU~HARWAL Safdarjang Hospital, New Delhi
DR V. SUEIRAMANIAN Directorate of Medical Education and Research
(Government of Maharashtra), Bombay
2IS : 6884 - 1983
Indian Standard
SPECIFICATION FOR
DENTAL SILICATE CEMENT
( First Revision )
0. FOREWORD
0.1 This Indian Standard ( First Revision) was adopted by the Indian
Standards Institution on 1~0 March 1983, after the draft finalized by the
Dental Materials Sectional Committee had been approved by the Chemical
Division Council.
0.2 This standard was first issued in 1973 with considerable assistance
derived from ISO/R/1565-1970 ‘Dental silicate cement’. The IS0 docu-
ment had been revised to IS0 1565-1978 (E) ‘Dental silicate cement
(hand-mixed). Consequently the committee decided to revise this standard
to align it with the latest IS0 Document.
0.3 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 prescribes the requirements and the methods of sampling
and test for manually mixed dental silicate~cement based on the hardening
reaction between a glass powder, the principal constituent of which is an
alumina silicate, and aqueous solutions of ortho phosphoric acid which may
contain metal ions, sampling and test for dental silicate cement.
2. REQUIREMENTS
2.1 Description - The cement shall consist of a powder and a liquid, which,
when mixed~according to the manufacturer’s directions, shall set rapidly to
a condition suitable for its intended use.
2.2 Liquid -The liquid shall be water-clear, and no deposit or sediment
shall form on the inside of the container when it is stored.
*Rules for rounding off numerical values ( m&d ).
3IS: 6884 - 1983
2.3 Powder-The powder shall be free from extraneous material, if
powder is coloured, the pigment shall be uniformly dispersed throughout
the powder.
2.4 Unset Cement - The cement when mixed as directed in A-l shall be
of uniform smooth consistency, completely mixed and shall not evolve
gases.
2.5 Set Cement-The colour of the set cement shall match the relevant
manufacturer’s shade guide when viewed under water by natural light after
immersion in water for 5 days.
2.6 Arsenic Content - The arsenic content of the material shall be not more
than 2 parts per million, when tested in the manner prescribed in A-3.
2.7 Toxicity - The mixed cement when used in accordance with the direc-
tion of the manufacturer shall neither cause prolonged damage to oral
tissues nor have any adverse system effect.
2.8 Physical Properties - The cement shall also comply with the require-
ments for physical properties given in Table 1 when tested according to
methods prescribed in Appendix A.
TABLE 1 REQUIREMENTS -FOR PHYSICAL PROPERTIES
TIME OP thTINC3 CoMPREssIVE OPACITY, Co. 70 VOLUBILITY AND
AT 37” C STRENOTH AFTER 24 HOURS DISINTEORATION
( MINXWEB ) AFTER 24 HOURS r___h_T AFTER 24 HOURS
---7
Min Max Min Min Max Max
2 5 165 MN/ma 0.35 0.55 2 percent ( m/m )
( 1 700 kgf/cm’ )
NOTE -Setting time is determined from the completion of mixing.
2.9 Instructions - Instructions for proportioning and manipulation shall
include information regarding the following points:
4 Temperature, conditions and type of the slab and spatula;
9 Powder-liquid-ratio;
4 Rate of incorporation of the powder;
4 Time of mixing;
4 Maximum working time between the end of mixing and the appli-
cation of the matrix; and
f 1 A statement that, when clinical conditions warrant, a liner should
be placed between the cement and the dentine.
4IS : 6884 - 1983
3. PACKING AND MARKING
3.1 Packing- The cement powder and liquid shall be supplied in properly
sealed containers made of such materials which shall not contaminate or
perm permit contamination of the contents.
3.2 Instructions for Use - Instructions for proportioning the powder and
liquid, and for manipulation of the cement shall accompany each package.
3.3 Marking - Each container shall be marked with the following infor-
mation :
4 Name of the material;
b) Colour of the cement when set;
4 Net mass in g of the powder and net volume in ml of the liquid;
4 Month~and year of manufacture;
e) Name of the manufacturer and/or his recognized trade-mark;
f) Batch number; and
8) Storage conditions as agreed in between the manufacturer and the
supplier shall be marked on the container.
3.3.1 The container 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 Standardconveys
the assurance that they have been produced to comply with the requirements of that
standard under a well-defined system of inspection, testing and quality control which is
devised and supervised by IS1 and operated by the producer. IS1 marked products are
also continuously checked by IS1 for conformity to that standard as a further safeguard.
Details of conditions under which a licence for the use ofthe IS1 Certification Mark may
be granted to manufacturers or processors, may be obtained from the Indian Standards
Institution.
4. SAMPLING
4.1 Themethod of preparing samples of the material and the criteria for
conformity shall be as given in Appendix B or as agreed to between the
purchaser and the supplier.
5IS : 6884 * 1983
APPENDIX A
( Clauses 2.4, 2.6 and 2.8 )
METHOD OF TEST FOR DENTAL SILICATE CEMENT
A-l. PREPARATION OF TEST SPECIMENS
A-l.1 Conduct the preparation of test specimens at 27 f 2?C and a relative
humidity between 65 and 75 percent.
A-l.2 The powder liquid ratio shall be determined by the test for standard
testing consistency ( see A-2 ).
A-l.3 Mixing - The following mixing technique shall be employed in the
preparation of all test specimens. A glass slab, approximately 150-mm long
and 75-mm wide, and 20 mm thick and a spatula which shall be made from
a material not corroded ~by the cement, shall be used for mixing. The spa-
tula and the slab shall be clean, dry and free from hardened particles of
cement. The mixing time shall be 1 minute. Incorporate the powder at the
following rate:
Proportion of the Total Time of Incorporation
Amount of Powder in Seconds
l/2 I5
114 15
114 15
Spatulate the whole mass for the remaining 15 seconds, using approximately
one-third of the top surface of the slab. Ensure that no particles of powder
or any unused liquid remain on the slab when the mixing is completed,
A-2. DETERMINATION OF POWDER/LIQUID RATIO FOR
STANDARD TESTING CONSISTENCY
A-2.1 Apparatus
A-2.1.1 Loading Device - It shall be of the type illustrated in Fig. 1 or an
equivalent means whereby a force of 147 N ( 15 kgf) may be applied
vertically on to the cement.
A-2.1.2 Two flat glass plates ~approximately 50 mm and 40 mm square
and approximately 5 mm thick.
A-2.1.3 Measuring device to deliver 0.075 ml of mixed cement in the
form of a cylinder 6.0 mm high and 4.0 mm in diameter. A suitable device
may consist of a glass tube and a PTFE plunger.
6IS : 6884 4 1983
/
w
+-l-d-
. e-w
.-__
15kg MASS
Immm-e-
-_-_
CATES
\
FIG. 1 LOADING DEVICE FOR MEASURING CONSISTENCY
A-2.1.4 Graduated syringe pipette having an accuracy of -&O~OOl ml.
A-2.2 Procedure - Carefully weigh out a trial amount of powder ( 300 to
450 mg ) to an cc accuracy of 1 mg and transfer it to the glass mixing slab.
Deliver 0.100 ml of liquid from the syringe pipette close to the powder.
After mixing in accordance with A-l.3 collect and load the cement into the
measuring~device. Deliver 0,075 ml of the mixed cement, preferably as an
upright cylinder, onto the centre of the lower glass plate, which is resting
7IS : 6884 - 1983
on the lower anvil of the loading device. If it is not possible to deliver all
the cement from the measuring device in a single operation, take the residue
with the tip of a clean spatula and place on the centre of the other glass
plate. Position both glass plates relative to each other, without pressure,
in such a way that any cement on the second glass plate contacts centrally
the bulk of the cement on the first glass plate. Sixty seconds after the end
of mixing, gently press the cement out between the two glass plates with the
force of 147 N ( 15 kgf ) applied in a direction perpendicular to the lower
glass plate. After the cement has set, measure the major and minor dia-
meters of the cement disc with an accuracy of O-5 mm and calculate the
mean. If the two measurements differ by more than 1 mm discard the result
and repeat the test. Make trial mixes of varying powder/liquid ratios until
the mean diameter calculated from the major and minor diameter measured
is 23 f 1 mm. Check this result twice.
The powder/liquid ratios which gives the required mix consistency
called the ‘standard testing consistency’, shall be used in the preparation
of all test specimens for tests.
A-3, DETERMINATION OF ARSENI% CONTENT
A-3.1 Preparation of Sample - Powder the set cement and pass through a
75 micron IS sieve. Disperse 2 g of the sieved powder in 30 ml of water
and add 10 ml of hydrochloric acid, 38 percent ( m/m ) relative density 1.1.
Use this solution in the test for total arsenic content.
A-3.2 Procedure - The total arsenic content may be determined using any
recognized analytical method of adequate sensitivity. If the result of such
a determination shows the total arsenic content to be near the limit specified
in the Table 1, then a further determination shall be carried out using the
procedure described in IS : 2088-1971*. The result so obtained shall then
be taken as the test result.
A-4. DETERMINATION -OF NET SETTING TIME
A-4.0 The setting time determined by this test method is measured from the
completion of mixing, and not the more usual total setting time, where the
time is measured from the first contact ~between the cement components.
A-4.1 -Apparatus
A-4.1.1 Oven or cabinet in which the specimen may be maintained at a
temperature of 37 f 1°C and a relative humidity of at least 30 percent.
~A-4.1.2 Indentor of mass 400 f 5 g and having a flat end of diameter
1-O f O-1 mm. The needle tip shall be cylindrical for a distance of
*Methods for determination of arsenic (jut rez~ih~ ).
8IS : 6884 - 1983
approximately 5.0 mm. The needle end shall be plane and at right angles
to the axis of the rod.
A-4.1.3 Metal~Mound - Similar to that-illustrated in Fig. 2.
All dimensions in millimetres
FIG. 2 MOULD FOR Use IN DETERMINING SETTING TIME
A-4.1.4 Metal block of minimum dimensions 8 mm x 20 mm x IQ mm,
either as part of A-4.1.1 or A-4.1.2 or as a separate item.
A-4.1.5 Aluminium Foil
A-4.2 Procedure -Place the metal rectangular ~mould, conditioned to 27
f 2”C!, on a piece of aluminium foil of convenient size and fill to a level
surface with cement of standard testing consistency. One minute after the
completion of mixing, place the assembly containing a specimen on the
metal block, which has been conditioned to 37 f l”C, and replace in the
oven. Ensure good contact between the mould, foil and metal block. One
-and a half minutes after the completion of mixing, carefully lower the
indentor vertictilly onto the surface of the cement and allow to remain
there for 5 seconds. Repeat this at intervals until near the expected
time of setting, at which stage reduce the intervals to 15 seconds. Maintain
the needle in a clean condition by cleaning, if necessary, between indcnt-
ations. Record the setting time as the period of time which elapses from
the completion of mixing to the time when the needle fails to make a per-
ceptible circular indentations on the surface of the cement, when viewed
under a hand lens of low magnification. Take the mean of three such
recorded values, rounded to the nearest 15 seconds, as the test result.
A-5. DETERMINATION OF COMPRESSIVE STRENGTH
A-5.1 Apparatus
A-5.1.1 Oven or cabinet maintained at a temperature of 37 f 1°C and a
relative humidity of at least 30 percent.
9IS :6884-1983
A-5.1.2 Split mould and plates, such as shown in Fig. 3, with internal
dimensions 6mm high and 4 mm diameter. made of stainless steel or other
suitable material tha; will not reattacked or corroded by the cement.
Alldimensionisnmillimetres.
FIG. 3 MOULD AND CLAMPFORPREPARATIONOF COMPRESSIVE
STRENGTHTESTSPECIMENS
A-5.1.3 Individual Screw Clamps
A-5.1.4 Compressive strength testing apparatus with a cross-head speed
of 075 & 0-25mm/min,
A-5.2 Preparation of Test Specimen — Bring the moulds top and bottom
plates and the screw clamps to 27 -&2°C. After mixing to the standard
testing consistency, pack the cement, to a slight excess, into the split mould
within 1min of the completion of mixing.
NOTE— In order to consolidate thecement and avoid trapping air, it isadvisable to
convey thelargest convenient portions of mixed cement to themould and apply to one
side with asuitable instrument. Fill the mould to excess in this manner and then place
onthe bottom plate with some pressure.
10
,’IS : 6884 - 1983
Remove any bulk extruded cement, place the top metal plate in
position and manually squeeze together. Put the mould and plates in the
clamp and screw tightly together. Not later than 2 min after the comple-
tion of mixing, transfer the whole assembly to the oven maintained at
37 f 1°C. One hour after the completion of mixing, remove the plates, and
surface the ends of the specimen plane, at right angles to its long axis.
Grind the ends flat and remove any excess cement by drawing back and
forth on a glass plate with a small amount of 350 mesh silicon carbide
powder, maximum particle size 45 pm, mixed with water. Keep both ends of
the specimen wet during the grinding and rotate about one quarter turn
every few strokes. Remove the specimen from the mould immediately after
surfacing and check for air-voids or chipped edges. Discard any such
defective specimens.
NOTE-To facilitate the removal of the hardened cement specimen the internal
surface of the mould may be evenly coated, prior to filling, with a 3 percent solution of
micro-crystalline or paraffin wax in pure toluene. Alternatively a thin film of silicone
grease or PTFE dry film lubricant may be used.
Immerse each acceptable specimen in distilled or deionized water and
maintain at 37 -& 1°C for 23 h.
Five specimens shall be prepared and tested.
A-5.3 Procedure - Twen-ty-four hours after the completion of mixing,
determine the compressive strength of the test specimens in the following
manner, using a suitable apparatus with a cross-head speed of 0.75 f O-25
mm/min. Place each specimen with the flat ends between the platens -of
the testing apparatus so that the load is applied in the long axis of the
specimen.
Record, the maximum load applied when the specimen fractures, and
calculate the compressive strength C, in megapascals, using the formula :
where
P = maximum applied load, in newtons ; and
d = diameter of the specimen, in millimetres.
If at least four of the fiveresults obtained are below the minimum strength
specified in the table, the material shall be deemed to have failed the test.
If at least four of the five results are above the minimum strength specified
in the table, the material shall be deemed to have passed the test. In other
cases prepare a further 10 specimens and obtain the median result for all 15
specimens. Round this value to two significant figures and record as the
compressive strength.
11IS : 6884 - 1983
A-6. DETERMINATION OF TRANSULCENCY/OPACITY
A-6.1 Apparatus
A-6.1.1 Oven or cabinet maintained at a temperature of 37 f 1°C and
a relative humidity of at least 30 percent.
A-6.1.2 Opal glass standards with C0.,0 ‘values of 0.35 and 0.55 respec-
tively.
A-6.1.3 A sheet of white waterproof material ( approximately 110 mm x
40 mm) marked, along its entire length, with black stripes 2 mm wide and
3 mm apart.
A-6.1.4 Moulds consisting of a split brass or stainless steel ring contained
in a former as illustrated in Fig. 4. The height of the ring shall be
1.0 f 0.03 mm and the internal diameter 10 mm.
A-6.1.5 Individual Screw Clamps
NOTE -The constrast ratio Ca.ro used to represent the opacity is the ratio between
the daylight apparent reflectance of the cement specimen when backed by a black
backing, and the daylight apparent reflectance of the specimen when backed by a
white backing having a daylight apparent reflection of 70 percent relative to magne-
sium oxide ( MgO ) .
A-6.2 Preparation of Test Specimen - Place the mould on a thin poly-
ethylene or cellulose acetate sheet backed by a flat glass plate. Fill the
split ring with cement mixed in accordance with A-I.3 using a light shade
of powder. Cover With a further plate faced with a sheet of polyethylene
or cellulose acetate, press firmly together and clamp. The specimen shall
be 1.00 4 0.05 mm thick. Two minutes after the completion ~of mixing,
place the mould, plates and the screw clamp into the oven maintained at a
temperature of 37 & l”C, and at a relative humidity of at least 30 percent.
After 1 h, remove the plates and polyethylene or cellulose sheets from
the clamp and carefully separate the cement specimen from the ring.
Store the specimen for 23 h in distilled or deionized water maintained at
37 & 1°C.
A-6.3 Procedure-Make a comparison of the translucency of the cement
specimen and the two opal glass standards on the black and white striped
background. Cover the cement specimen, the opal glass standards and the
striped background with a thin film of distilled or deionized water while
making the comparison. If the translucency of the cement specimen is
between those of the two standards or equal to either of them, it shall be
considered to comply with this requirement. Any photometric instrument
may be used to make this comparison, provided that it can be proved to
have an accuracy of within f0.02 Co.,O.
12IS : 6884 - 1983
ING
OF
R
COVER
PLATE
All dimensions in millimetres.
FIG. 4 MOULD FOR PREPARATION OF TEST SPECIMEN USED IN
SOLUBILITY DETERMINATION
A-7. DETERMINATION OF WATER LEACHABLE MATERIAL
A-7.1 Apparatus
A-7.1.1 Oven or cabinet maintained at a temperature of 37 f l°C and a
relative humidity of at least 30 percent.
13IS : 6884 - 1983
A-7.1.2 Mould consisting of a split brass or stainless steel ring contained
in a former or retaining plate similar to that illustrated in Fig. 4. The
height of the ring shall be 1.0 & 0.03 mm and the internal diameter 10 mm.
The former or retaining plate shall ensure that excess cement does not
expand the split ring beyond a diameter of 10 mm.
A-7.1.3 Individual Screw Clamps
A-7.1.4 Platinum wire, dental floss or equivalent non-corrodible material.
A-7.1.5 Two wide-mouthed polyethylene bottles of approximately 50 ml
capacity, as illustrated in Fig. 5.
PLATINUM
A’-
WIRE OR
DENTAL FLOSS -_.
,,-TE ST
SPEC [MEN,
FIG. 5 WEIGHING BOTTLE CONTAINING SOLUBILITY SPECIMEN
A-7.1.6 Spectrophotometer having a range including 650 nm, with cells
( optional); or a suitable comparator with Nessler tubes.
A-7.2 Reagents - All reagents shall be of analytical grade. Unless stated
otherwise, distilled or deionized water shall be used.
A-7.2.1 Phosphate standard solution. Dissolve 200 sq of anhydrous
disodium orthophosphate in one litre of water. This will have a solution
containing the equivalent of lOOg/ml P,O,.
14IS : 6884 - 1983
Prepare a working standard solution containing 10 sq/ml of PsO, by
diluting 10 ml of this standard solution to 100 ml.
A-7.2.2 Reagent I- A 10 percent solution of ammonium molybdate IN
ammonia solution ( 33 ml of concentrated ammonia solution, 15 N
sp gr 0.88 in 500 ml -of solution ).
A-7.2.3 Reagent II- Sulphuric acid 2Q N.
A-7.2.4 Reagent III - A 4 percent solution of ascorbic acid ( it is
essential that this solution be freshly prepared ).
A-7.2.5 Reagent IV- Mix 40 ml of reagent I and 60 ml of reagent II;
allow to cool, and add 100 ml of reagent III. It is essential that this
solution be freshly prepared.
A-7.3 Preparation of Test Specimen - Place the mould on a thin polyethy-
lene or cellulose acetate sheet backed by a flat plate. Insert a convenient
tared length of wire or dental floss through the split ring so that at least
4 mm projects into the ring, Fill the split ring with cement mixed to the
standard testing consistency. Cover with a further plate faced with a sheet
or polyethylene or cellulose acetate, press firmly together and apply the
screw clamp. Two minutes after the completion of mixing, place the mould,
plates and the screw clamp into the oven maintained at 37 f l”C, and a
relative humidity of at least 30 percent. After 1 h, remove the plates and
polyethylene or cellulose acetate sheets from the clamp and carefully
separate the cement disc and attached wire or dental floss from the split
ring. Remove any surplus cement from the edge of the disc and lightly
brush the surface to remove any loose material.
A-7.4 Preparation of Test Solution - Weigh the specimen and immediately
suspend it in 20 ml of water, contained in a polyethylene bottle, by means
of the wire or dental floss. Ensure that the soecimen does not touch the side
of the bottle. Close&the lid as tightly as &possible and store for 23 h at
37 f 1°C.
A-7.5 Procedure - After ~23 h, remove the specimen from the water and
determine the amount of phosphate in solution by the following procedure.
Carry out this determination in duplicate. Transfer the contents of each
of the polyethylene bottles to a 200 ml flask and dilute to the calibration
mark with water. Transfer 10 ml aliquot portions of these solutions to
50 ml volumetric flasks, and add 5 ml of reagent IV to each, the contents
then being diluted to the calibration marks and thoroughly mixed. Treat
10 ml of standard phosphate solution similarly by adding 5 ml of reagent
IV and making the volume up to 50 ml in a volumetric flask. At the same
time also prepare a blank. Allow these flasks to stand for 24 h and then
compare the solutions at 650 nm in a suitable spectrophotometer.
If no spectrophotometer is available, the sample solution may be
compared against suitable standard; 9 ml of the working standard solution
15Is : 6884 - 1983
(A-7.2.1 ) approximates to the specification limit if the cement disc is of
0.2 mm. Standard Nessler procedures should be adopted, but where any
result is questionable, the spectrophotometer method shall be used.
A-7.6 Expression of Results
The amount of water-leachable material, expressed as P,Or, eluted in
milligrams per gram of the specimen, is given by the formula :
Al--A,/_
A2 - & m
where
AI = the absorbance of the test solution;
A2 = the absorbance of the standard phosphate solution;
A, = the absorbance of the blank solution;
m = the mass in grams, of the specimen.
NOTE- The absorbance, Al of the standard phosphate solution measured in a 1 cm
Lell at 650 nm is normally about 0.260.
A P P E N D I X B
( Clause 4.1 )
SAMPLING OF DENTAL SILICATE CEMENT
B-l. GENERAL REQUIREMENTS OF SAMPLING
B-1.0 In drawing preparing, storing and handling test samples, the precau-
tions and directions given in B-l.1 to B-l.7 shall be observed.
B-l.1 Samples shall not be takenin exposed place.
B-l.2 The sampling instrument shall be clean and dry.
B-1.3 Precautions shall be taken to protect the samples, the material being
sampled, the sampling instrument and the containers for samples from
adventitious contamination.
B-1.4 To draw a representative sample, the contents of each container
selected for sampling shall be mixed as thoroughly as possible by suitable
means.
B-1.5 The samples shall be placed in clean, dry, air-tight glass or other
suitable containers.
16IS : 6884 - 1983
B-l.6 The sample containers shall be of such size that they are almost com-
pletely filled by the sample.
B-l.7 Each sample container shall be sealed air-tight with a suitable
stopper after filling, and marked with full details of sampling, the date of
sampling and the year of manufacture of the material.
B-2. SCALE OF SAMPLING
B-2.1 Lot -All the containers in a single consignment of the material
drawn from a single batch of manufacture shall constitute a lot. If a con-
signment is declared or known to consist of different batches of manufac-
ture, the containers belonging to the same batch shall be grouped together
and each such group shall constitute a separate lot.
B-2.1.1 Samples shall be tested from each lot for ascertaining conformity
of the material to the requirements of this specification.
B-2.2 The number of containers (n) to be selected from the lot shall depend
on the size of the lot (N) and shall be as given in Table 2, subject to the
provision that if n containers do not provide sufficient material for carrying
out all the tests specified in 2 then at least as many containers as will pro-
vide sufficient material shall be taken out.
B-3. TEST SAMPLES AND REFEREE SAMPLE
B-3.1 Preparation of Test Samples
B-3.1.1 Liquid Component - Empty the contents of all the sample con-
tainers selected into a clean glass-stoppered bottle. Thoroughly mix the
contents and divide the composite sample into three equal parts, one for
the purchaser, another for the supplier and the third for the referee.
B-3.1.2 Solid Component - Empty the contents of till the samples con-
tainers selected into a square sided jar having a capacity of 2 litres and a
self-sealing cap. Rotate the jar on its minor axis for two hours at the rate
of 25 rev/min. Divide the composite samples into three equal parts, one
for the purchaser, another for the supplier and the third for the referee.
B-3.2 Referee Sample - The referee sample shall consist of one composite
sample each of the solid component and the liquid component, marked for
this purpose and shall bear the seals of the purchaser and the supplier.
These shall be kept at a place agreed to between the purchaser and the
supplier and shall be used in case of dispute.
B-4. NUMBER OF TESTS
B-4-1 Tests for all the characteristics given in 2 shall be conducted on the
composite sample.
17IS : 6884 - 1983
B-5. CRITE-RIA FOR CONFORMITY
B-5.1 A lot shall be declared as conforming to this specification if the com-
_posite sample satisfies the requirements for each of the characteristics listed
in 2. If the requirements for any of the characteristics are not met, the lot
shall be declared to have not satisfied the requirements of this specification.
TABLE 2 NUMBER OF CONTAINER TO BE SELECTED
FOR SAMPLING
( Ciauses B-Z.2 )
LOT SIZE NUMBER OFCONTAINERS TO BE
SELECTED
N n
(1) (2)
3 to 50 3
51 to 200 4
201 to 400 5
401 to 650 6
651 to1 000 7
18
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963.pdf
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IS:963-1958
(Reaffirmed1998)
Edition 1.2
(1983-03)
Indian Standard
SPECIFICATION FOR
CHROME-MOLYBDENUM STEEL BARS AND
RODS FOR AIRCRAFT PURPOSES
(Incorporating Amendment Nos. 1 & 2)
UDC 669.15.26.28-194 : 669-42 : 629.13
© BIS 2002
B U R E A UO FI N D I A NS T A N D A R D S
MANAK BHAVAN, 9 BAHADUR SHAH ZAFAR MARG
NEW DELHI 110002
Price Group 4IS:963-1958
Indian Standard
SPECIFICATION FOR
CHROME-MOLYBDENUM STEEL BARS AND
RODS FOR AIRCRAFT PURPOSES
Steel Sectional Committee, SMDC 5
Chairman
SHRI J. S. VATCHAGANDHY The Tata Iron & Steel Co Ltd, Jamshedpur; and
Boilers Sectional Committee (EDC 40), ISI
Members
DR S. N. ANANT NARAYAN The Mond Nickel Co Ltd, Bombay
SHRI N. C. BAGCHI Government Test House, Calcutta
SHRI N. C. SEN GUPTA (Alternate)
SHRI S. BANERJEE Iron & Steel Control (Ministry of Steel, Mines &
Fuel), Calcutta
SHRI R. G. BHATAWADEKAR Ministry of Railways
SHRI K. C. CHOUDHURI (Alternate)
SHRI B. N. CHAUDHURI Institution of Engineers (India), Calcutta
SHRI K. V. CHINNAPPA Hindustan Machine Tools Private Ltd, Bangalore
SHRI A. R. IYER (Alternate)
SHRI S. N. CHOUDHURI Indian Foundry Association, Calcutta
SHRI S. C. BISWAS (Alternate)
DR M. N. DASTUR M. N. Dastur & Co Private Ltd, Calcutta
SHRI JAI PEARCE (Alternate)
SHRI H. R. DEWAN Indian Bureau of Mines (Ministry of Steel, Mines
SHRI V. S. PRADHAN (Alternate) & Fuel), Nagpur
DR D. R. DHANBHOORA The Tata Iron & Steel Co Ltd, Jamshedpur
SHRI S. VISWANATHAN (Alternate)
SHRI P. N. GINWALA Indian Institute of Metals, Calcutta
SHRI B. N. GUPTA Steel Re-Rolling Mills Association of India,
Calcutta
SHRI P. K. GUPTE National Metallurgical Laboratory, Jamshedpur
SHRI T. KRISHNAPPA Mysore Iron & Steel Works, Bhadravati
SHRI N. R. KRISHNASWAMY Directorate General of Ordnance Factories
(Ministry of Defence), Calcutta
DR S. BHATTACHARYA (Alternate)
SHRI S. C. LAHIRY Inspection Wing, Directorate General of Supplies
& Disposals (Ministry of Works, Housing &
Supply)
SHRI A. M. MADDOX Stewarts & Lloyds of India Ltd, Calcutta
SHRI A. D. MAJUMDAR Hindustan Shipyard Private Ltd, Visakhapatnam
SHRI S. S. KAPADIA (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:963-1958
(Continued from page 1)
Members
SHRI C. P. MALIK National Buildings Organization (Ministry of
SHRI SHRI KRISHNA (Alternate) Works, Housing & Supply), New Delhi
SHRI U. G. K. MENON Naval Chemical & Metallurgical Laboratory,
Bombay
SHRI P. S. RAMASWAMY (Alternate)
SHRI E. MULLER Kalinga Tubes Ltd, Calcutta
DR S. R. PRAMANIK Hindustan Steel Ltd, (Ministry of Steel, Mines &
Fuel), New Delhi
SHRI D. V. REDDI Defence Metallurgical Research Laboratory
SHRI Y. K. MURTY (Alternate) (CGDP) (Ministry of Defence)
SHRI K. H. SHARMA Indian Iron & Steel Co Ltd, Burnpur
SHRI VIVEK R. SINHA Directorate of Technical Development &
Production (Air) (Ministry of Defence)
SHRI B. V. TALWAR J. K. Steel Ltd, Calcutta
DR LAL C. VERMAN (Ex-officio) Director, ISI
SHRI B. S. KRISHNAMACHAR Assistant Director (S & M), ISI
(Alternate)
Secretary
SHRI H. C. SHARMA Assistant Director (Metals), ISI
2IS:963-1958
Indian Standard
SPECIFICATION FOR
CHROME-MOLYBDENUM STEEL BARS AND
RODS FOR AIRCRAFT PURPOSES
0. F O R E W O R D
0.1This Indian Standard was adopted by the Indian Standards
Institution on 8 November 1958, after the draft finalized by the Steel
Sectional Committee had been approved by the Structural and Metals
Division Council.
0.2The chrome-molybdenum steel specified in this standard finds
extensive use in the manufacture of various aircraft parts and
components. It may be welded but is not recommended for heavy
sections orparts having a wide variation in thickness.
0.3Taking into consideration the views of producers and consumers,
the Sectional Committee responsible for the preparation of this standard
felt that it should be related to the manufacturing practices followed
in the country in this field. This consideration led the Sectional
Committee to derive assistance from the US Military Specification,
MIL-S-6758 Steel:Chrome-Molybdenum (4130) Bars, Rods, and
Forging Stock (for Aircraft Applications).
0.4This standard requires reference to IS:1608-1960 Method for
Tensile Testing of Steel Products Other Than Sheet, Strip, Wire and
Tube.
0.5This edition 1.2 incorporates Amendment No. 2 (March 1983). Side
bar indicates modification of the text as the result of incorporation of
the amendment.
0.6For the purpose of deciding whether a particular requirement of
this standard is complied with, the final value, observed or calculated,
expressing the result of a test or analysis, shall be rounded off in
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 the standard.
0.7In 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
except those which are inter-related with standard test methods
employing fps units only (see 7.1.4, 7.6.2, A-3.3 and B-1.3). However,
*Since revised.
3IS:963-1958
in order to help the industry to familiarize itself with the metric
system, equivalents in inch system are also given. The
inter-conversion of values has been done generally in accordance with
IS : 787-1956 Guide for Inter-Conversion of Values from One System
of Units to Another.
0.7This standard is intended chiefly to cover the technical provisions
relating to the material, and it does not include all the necessary
provisions of a contract.
1. SCOPE
1.1This standard covers the requirements for chrome-molybdenum
steel bars and rods for aircraft purposes.
2. PHYSICAL AND SURFACE CONDITIONS
2.1Bars and rods for forging shall be delivered as rolled or forged,
unless the order states otherwise.
2.2Bars and rods for machining shall be delivered in any one of the
following heat-treated conditions, unless the order states otherwise:
a) Annealed,
b) Normalized,
c) Normalized and tempered, and
d) Hardened and tempered.
2.3Bright bars shall be delivered in the finally heat-treated condition
in any one of the following finishes, unless the order states otherwise:
a) Pickled or blast cleaned;
b) Rough turned;
c) Cold finished;
d) Turned, ground and polished; and
e) Reeled and skinned.
2.3.1The final heat-treatment to be given before or after any of the
above finishing operations is left to the option of the supplier, unless
the order states otherwise.
3. MANUFACTURE
3.1The steel shall be manufactured by acid or basic open hearth or
electric furnace process.
3.2The steel shall be of high grade quality, satisfactory for the
fabrication of aircraft parts which may be subject to magnaflux or any
other approved process of inspection.
4IS:963-1958
3.3Sufficient discard shall be taken from the top and bottom of each
ingot to ensure freedom from piping and undue segregation, as judged
by the transverse test piece taken from the topmost part of the billet
next to the top discard.
4. FREEDOM FROM DEFECTS
4.1Material shall be sound, of uniform quality and condition, free
from pipes, and shall not contain laps, cracks, twists, seams, or other
defects detrimental to the fabrication or performance of parts.
4.2Cold finished bars and rods shall be entirely free from scale or
surface imperfections. Cold finishing shall be accomplished after all
heat-treatment operations have been completed; however, stress
relieving may be carried out after cold finishing.
4.3The supplier shall satisfy himself, by metallurgical examination
for cleanness that the cast is free from harmful inclusions. A standard
of acceptance, if so desired, may be agreed between the supplier and
the purchaser.
5. ROUGH MACHINING
5.1All bars and rods shall be made from rough-machined or ground
ingots or blooms, or shall themselves be rough machined or ground.
Rough machining may be replaced by a deseaming process at the
discretion of the purchaser.
6. CHEMICAL COMPOSITION
6.1The analysis of steel shall be as given below. The analysis of steel
shall be carried out either by the method specified in IS : 228* and its
relevant parts or any other established instrumental/chemical
method. In case of dispute the procedure given in IS:228* and its
relevant parts shall be referee method. However, where the method is
not given in IS:228* and its relevant parts, the referee method shall
be as agreed to between the purchaser and the manufacturer.
Constituent Percent
Carbon 0.26 to 0.35
Manganese 0.40 to 0.60
Phosphorus, Max 0.040
Sulphur, Max 0.040
Silicon 0.20 to 0.35
Chromium 0.80 to 1.10
Molybdenum 0.15 to 0.25
Nickel (residual), Max 0.25
6.2The supplier shall, when required, supply a copy of the works analysis
of the material. The works analysis is defined as the routine analysis by
the manufacturer in order to control the quality of the material.
*Methods for chemical analysis of steels.
5IS:963-1958
7. PHYSICAL AND MECHANICAL PROPERTIES
7.1Hardenability (see Appendix A).
7.1.1 The hardenability test shall be carried out only when agreed to
by the supplier and the purchaser.
7.1.2Two or more samples for end-quench-hardenability test shall be
selected from each heat of steel.
7.1.3The steel shall be normalized prior to machining the test
specimen by heating to 900 ± 5°C, holding at this temperature for one
hour and cooling in still air. The test specimen shall be austenitized
at870 ± 5°C.
7.1.4End-quench-hardenability values for the steel in all specified
conditions shall be Rockwell C-35 or 350 VPN minimum at --5---- in and
16
Rockwell C-28 or 285 VPN minimum at --8---- in.
16
7.2 Grain Size (see Appendix B ).
7.2.1One or more samples shall be selected to represent each heat
ofsteel from which the material is rolled.
7.2.2The austenitic grain size, when determined by McQuaid-Ehn
test shall be predominantly ASTM No. 5 or finer, with grains as large
as ASTM No. 3 permissible.
7.3 Macro-Examination
7.3.1Two or more samples shall be selected to represent each heat
ofsteel.
7.3.2The test specimens shall be cut from the ends of the bars or
rodsselected and shall represent the entire cross-section of the bar or
rod. One of the faces of the specimen representing the cross-section
ofthe bar or rod shall be finished flat and smooth by a fine machine
cut or grinding. A sulphur print of the finished face of the specimen
shall be taken, followed, if necessary, by a light acid etch in an aqueous
solution containing 50 percent hydrochloric acid by volume and
maintained at a temperature of 65 to 75°C.
7.3.3Examination of the sulphur print and the light acid etch shall
show no evidence of pipes, internal cracks, excessive segregation,
flakiness, or other injurious defects.
7.4Decarburization (Not applicable to material intended for
reforging).
7.4.1The decarburization test shall be carried out only when
speciallyrequired by the purchaser.
7.4.2The purchaser may select samples for determination of depth
ofthe decarburization.
6IS:963-1958
7.4.3The depth of decarburization shall be determined by
examination of a metallographic specimen or specimens representing
the peripheral region of the bar or rod. This specimen shall be
polished, etched with 5 percent nital and examined at 100 diameters
magnification.
7.4.4Material supplied in rough turned, or turned ground and
polished, or reeled and skinned surface conditions shall be free from
decarburization.
7.4.5Unless specified otherwise, the depth of any decarburization
formaterial supplied in pickled or blast cleaned, or cold finished
surface conditions, shall be not greater than the following limits:
a)For material ordered to metric sizes
NOMINAL DIAMETER OR MAXIMUM DEPTH OF
DISTANCE BETWEEN DECARBURIZATION*
OPPOSITE FACES
mm mm
Up to 10.0 inclusive 0.25
Over 10.0 ,, 15.0 inclusive 0.30
Over 15.0 ,, 20.0 inclusive 0.35
Over 20.0 ,, 25.0 inclusive 0.40
Over 25.0 ,, 35.0 inclusive 0.50
Over 35.0 ,, 50.0 inclusive 0.60
Over 50.0 ,, 65.0 inclusive 0.75
Over 65.0 ,, 80.0 inclusive 0.90
*The value specified as the maximum depth of decarburization is the sum of the
complete plus the partial decarburization. Local decarburization may be disregarded,
provided it does not exceed the limit specified by more than 0.13 mm and the width
is1.65 mm or less.
b)For material ordered to inch sizes
NOMINAL DIAMETER OR MAXIMUM DEPTH OF
DISTANCE BETWEEN DECARBURIZATION*
OPPOSITE FACES
in in
Up to 0.375 inclusive 0.010
Over 0.375 ,, 0.500 inclusive 0.012
Over 0.500 ,, 0.625 inclusive 0.014
Over 0.625 ,, 1.000 inclusive 0.017
Over 1.000 ,, 1.500 inclusive 0.020
Over 1.500 ,, 2.000 inclusive 0.025
Over 2.000 ,, 2.500 inclusive 0.030
Over 2.500 ,, 3.000 inclusive 0.035
*The value specified as the maximum depth of decarburization is the sum of the
complete plus the partial decarburization. Local decarburization may be disregarded,
provided it does not exceed the limit specified by more than 0.005 in and the width is
0.065 in or less.
7IS:963-1958
7.5Hardness (For material supplied in annealed, or normalized and
tempered conditions.)
7.5.1At least 5 percent of bars supplied, with a minimum of 5 bars
ofeach physical condition and size, shall be tested to ascertain
conformity with the permissible hardness values. When less than 5
bars are ordered, each bar shall be tested.
7.5.2For material supplied in the following surface conditions, the
hardness of the bars and rods, when tested with any approved form of
hardness tester, shall be as given against each:
SURFACE CONDITION HARDNESS
Max
Black as forged or rolled (cid:252)
Rockwell C-21
Pickled or blast cleaned or rough (cid:253)
(cid:254) (Brinell 229)
turned
Cold finished Rockwell C-23
(Brinell 241)
7.6 Tensile Properties
7.6.1One or more tensile test samples shall be selected from bars
orrods produced under the same processing conditions, from the same
heat, of the same physical condtions, of the same size, essentially
uniform in all respects, and submitted for inspection at one time.
7.6.1.1For bars and rods up to 38 mm (or 1½ in) in diameter or
thickness, the axis of the test specimen shall coincide with the central
axis of the bar or rod; for bars and rods of diameter or thickness 38
mm (or 1½ in) and over, the axis shall be located midway between the
centre and the surface of the bar or rod. The axis of tensile test
specimen shall be parallel to the direction of rolling or drawing.
7.6.2Test samples shall be hardened in oil at a temperature of 855
to885°C and tempered at a temperature of not less than 510°C. The
test samples, when tested in accordance with IS : 1608-1960, shall show
the following properties for sizes up to 38 mm in the least dimension
as specified below:
ULTIMATE TENSILE YIELD STRESS AT 0.2 ELONGATION REDUCTION
STRESS, Min PERCENT SET, Min ON GAUGE OF AREA
LENGTH 4 S PERCENT
o
kg/mm2 tons/in2 kg/mm2 tons/in2 PERCENT Min
Min
86.6 55.0 70.9 45.0 16 50
8
(cid:252) (cid:239) (cid:239) (cid:239) (cid:239) (cid:253) (cid:239) (cid:239) (cid:239) (cid:239) (cid:254) (cid:252) (cid:239) (cid:239) (cid:239) (cid:239) (cid:253) (cid:239) (cid:239) (cid:239) (cid:239) (cid:254)IS:963-1958
7.6.2.1For sections larger than 38 mm (or 1½ in) in the least
dimension, the mechanical properties shall be subject to agreement
between the supplier and the purchaser.
8. CALCULATION OF WEIGHT
8.1When the material is ordered by weight, it shall be calculated on
the basis that it weighs 0.784 kg/cm2 cross-section per metre run (or
3.396 lb/in2 cross-section per foot run).
9. ROLLING TOLERANCES
9.1Where the specified weight is not stated to be either a maximum
or a minimum, the rolling margin as percentage of specified weight shall
be as follows:
NOMINAL SIZE ROLLING MARGIN TOTAL ROLLING
PERCENT MARGIN
PERCENT
For flat bars, all thickness ± 2½ 5
For round, square and ± 4 8
hexagonal bars up to 9.5
mm (orin3---) in diameter
8
or thickness
Over 9.5 mm (orin3---) in ± 2½ 5
8
diameter or thickness
9.2When the round and hexagonal bars are ordered for further
machining operation, they may be supplied to the following tolerances
on diameter in the case of round bars and on width across the flat
surfaces in the case of hexagonal bars, unless otherwise agreed upon
between the supplier and the purchaser:
DIAMETER IN THE CASE OF ROUND BARS AND TOLERANCE
WIDTH ACROSS THE FLAT SURFACES IN
THE CASE OF HEXAGONAL BARS
a)For material ordered to metric sizes
mm
Up to 19 mm inclusive ± 0.40
Over 19 mm to 25 mm inclusive ± 0.50
Over 25 mm ± 0.65
b)For material ordered to inch sizes
in
Up to ¾ in inclusive ± 0.015
Over ¾ in to 1 in inclusive ± 0.020
Over 1 in ± 0.025
9IS:963-1958
9.3When the rolled round bars are ordered for reeling and skinning
the bars shall be supplied to the following tolerances on diameter:
DIAMETER OF BARS TOLERANCE
a)For material ordered to metric sizes
mm
Up to 19 mm inclusive +0.75
–0.00
Over 19 mm to 25 mm inclusive +1.00
–0.00
Over 25 mm +1.25
–0.00
b)For material ordered to inch sizes
in
Up to ¾ in inclusive +0.030
–0.000
Over ¾ in to 1 inclusive +0.040
–0.000
Over 1 in +0.050
–0.000
9.3.1When the round bars are ordered for reeling and skinning, the
out of roundness shall not exceed 0.75 mm (or 0.030 in).
9.3.2When the reeled bars are ordered for skinning purpose, the bars
shall not have a camber of more than 1 mm in every 2 mm length (or
--1---- in in every 5 ft length).
32
9.4If skinned bars are ordered, they shall be supplied with the
tolerances specified in 9.4.1 to 9.4.3.
9.4.1The bars shall be supplied to a total tolerance of 0.15 mm (or
0.006 in) on diameter.
9.4.2 Variation in diameter at any portion of the bar shall not exceed
by 0.05 mm (or 0.002 in).
9.4.3Out of roundness shall not exceed by 0.025 mm (or 0.001 in).
10. REJECTION AND RETESTS
10.1Where any lot of material fails to meet the mechanical test or
hardness test requirements of this specification, the material may be
re-heat-treated and resubmitted for test.
10.2Where a sample or specimen, fails to satisfy any of the tests
specified, the entire lot of material represented shall be rejected.
10IS:963-1958
11. MARKING
11.1The manufacturer shall mark the material in such a way as to
enable all the finished steel to be traced to the original cast and, in the
case of heat-treated material, to the heat-treatment batch also.
12. PRESERVATION AND PACKAGING
12.1Bars and rods, furnished in other than black as forged or rolled
condition, shall be suitably greased or oiled for protection against
corrosion.
12.2Material under 25 mm (or 1 in) in diameter or thickness shall be
bundled and suitably protected against surface injury during
transportation.
12.3Material shall be properly grouped by size and its physical and
surface conditions.
13. CERTIFICATE OF COMPLIANCE
13.1The supplier shall certify that the material complies with the
requirements of this standard.
14. INSPECTION AND TESTING FACILITIES
14.1If the purchaser wishes to inspect the material at the supplier’s
works, he shall notify the supplier at the time of placing the order, in
which case the supplier shall afford the purchaser all reasonable
facilities for satisfying himself that the material is being
manufactured fully in accordance with the requirements of this
standard and for this purpose the purchaser shall have free access to
supplier’s works at all reasonable times.
14.2The supplier shall, at his own expense, furnish and prepare the
necessary test pieces and supply labour and appliances for such
testing as may be carried out at his premises in accordance with the
requirements of this standard. Failing facilities for making the
prescribed tests at his own works, the supplier shall bear the cost of
the tests carried out elsewhere.
11IS:963-1958
A P P E N D I XA
(Clause7.1)
END-QUENCHING TEST FOR HARDENABILITY
A-1. TEST SPECIMEN
A-1.1The test specimen shall be 25 mm (or 1 in) in diameter and 75
mm (or 3 in) or 100 mm (or 4 in) in length (see Fig. 1) with means of
hanging it in a vertical position for end-quenching. The specimen
shall be machined from a bar of a size to permit the removal of all
decarburization in’ machining to 25 mm (or 1 in) round. The end of the
specimen to be water-cooled shall have a reasonably smooth finish,
preferably produced by grinding.
FIG.1P REFERRED TEST SPECIMEN
A-2. APPARATUS
A-2.1The apparatus shall consist of the following:
a)Water-QuenchingDevice—A water-quenching device of suitable
capacity to provide a vertical stream of water that can be
controlled at height of 65 mm (or 2½ in) when passing through
12IS:963-1958
an orifice 13 mm (or ½ in) in diameter. The water supply line
shall also be provided with a quick opening valve.
b)Support for Test Specimen—A fixture for supporting the test
specimen vertically so that the lower end of the specimen
is13mm (½ in) above the orifice of the water-quenching device.
A-3. PROCEDURE
A-3.1Heating —The test specimen shall be heated to the austenizing
temperature within 30 to 40 minutes and held at that temperature for
20minutes. It is important to heat the specimen in such an atmosphere
that practically no scaling and a minimum of decarburization take
place. This may be accomplished by heating the specimen in a vertical
position in a container with an easily removable cover containing a
layer of cost iron chips with the bottom face of the specimen resting on
the chips. When a container is used, it is necessary to determine, by
means of a thermo-couple, the time required for the test specimen to
reach the required temperature.
A-3.2Quenching —The water-quenching device shall be adjusted so
that the stream of water rises to a free height of 65 mm (or 2½ in)
above the 13 mm (or ½ in) orifice, without the specimen in position.
The support for specimen shall be dry at the beginning of each test.
The heated specimen shall then be placed in the support so that its
bottom face is 13 mm (or ½ in) above the orifice, and the water turned
on by means of the quick opening valve. The time between removal of
the specimen from the furnace and the beginning of the quench should
be not more than 5 seconds. The stream of water at a temperature of
4.5° to 29.5°C shall be directed against the bottom face of the
specimen for not less than 10 minutes. So far as possible, a condition
of still air shall be maintained around the specimen during cooling. If
the specimen is not cold when removed from the fixture, it shall be
immediately quenched in water.
A-3.3Hardness Measurement —Hardness testing shall be made
on the test specimen in steps of --1---- in. The series of hardness readings
16
shall be numbered from quenched end of the specimen. The surfaces
on which hardness readings are made shall be mutually parallel flat
surfaces, 180 degrees apart, ground lengthwise of the specimen. The
flat surfaces shall be ground 0.38 mm (or 0.015 in) in depth. When a
flat surface is used as a base, previous indentations shall be removed
by grinding.
The exact position of each hardness reading with respect to the
quenched end of the specimen shall be known. Care shall be taken to
13IS:963-1958
ensure no vertical movement in the assembly of test specimen, anvil,
and elevating screw when the major load is applied.
The grinding operation for preparing the flat surfaces shall be
carried out with great care. Surfaces shall be flat. To ensure against
reporting hardnesses taken on surfaces that are tempered by
grinding, the following etching procedure is recommended:
Etchant
Solution No. 1—5 parts of nitric acid (sp gr 1.42) and 95 parts of
water by volume
Solution No. 2—equal parts of hydrochloric acid (sp gr 1.18) and
water by volume
Etching Procedure—Wash the specimen in hot water. Etch in
solution No. 1 until black. Wash in hot water. Immerse in solution
No.2 for 3 seconds and wash in hot water. Dry in air blast.
The presence of darkened areas in the martensitic zone indicates
that tempering has occured. All evidence of tempering shall be
removed before hardness tests are made. This may be accomplished
by resurfacing and again etching or by preparing new flat surfaces.
A-4. TEST SPECIMEN FOR SPECIAL APPLICATION
A-4.1When the test specimen available is smaller in size than that
given under A-1.1, then an insert test specimen as illustrated in Fig. 2
shall be used and tested as described in A-4.2.
FIG.2D RILLED BAR SPECIMEN FOR STEEL AVAILABLE
ONLY IN SMALL SIZES
14IS:963-1958
A-4.2About 0.2 g of Woods metal (50 percent bismuth, 25 percent lead
and 25 percent tin, m.p 93°C) shall be placed in the bottom of the test
sheath (Fig. 2), the small test specimen inserted in the sheath, and
the sheath warmed to a temperature above the melting point of Woods
metal. The sheath shall preferably be made from a plain low carbon
steel. After the Woods metal is molten, the stud shall be screwed in
place so that the specimen is forced firmly against the bottom of the
hole. The assembly shall then be heated and quenched in accordance
with A-3.1 and A-3.2. After the quench, the assembly shall be warmed
in boiling water to melt the Woods metal and the specimen removed.
Hardness measurement shall then be made on the specimen as
specified in A-3.3.
A P P E N D I XB
(Clause 7.2)
McQUAID-EHN TEST FOR DETERMINATION OF
AUSTENITIC GRAIN SIZE
B-1. PROCEDURE
B-1.1Carburize the specimen at 925°C for 6 to 8 hours.
B-1.2The hypereutectoid zone of the specimen will reveal the
austenitic grain size where it is outlined by the cementite precipitated
in the grain boundaries. Etch the metallographic specimen with a
suitable etchant and examine under the microscope at 100 diameters
magnification.
B-1.3Absolute grain size may be calculated from Table I which shows
the sizes as they appear under microscope and also the actual grain
size.
1516
IS:963-1958
TABLE IGRAIN SIZE RELATIONSHIPS, ACTUAL AND AS OBSERVED AT
100 DIAMETERS MAGNIFICATION
(Clause B-1.3)
ASTM NUMBER OF GRAINS PER INCH CALCULATED DIAMETER OF CALCULATED MEAN AVERAGE
GRAIN SIZE SQUARE AS VIEWED AT 100 AVERAGE CIRCULAR CROSS- OF CROSS-SECTION OF GRAIN
NUMBER DIAMETERS SECTION OF EQUIVALENT (NOT MAGNIFIED)
SPHERICAL GRAIN
(NOT MAGNIFIED)
Mean Range in mm in2 mm2
1 1 ¾ to 1½ 0.01130 0.287 0.0001 0.06
2 2 1½ ,, 3 0.00800 0.203 0.00005 0.03
3 4 3 ,, 6 0.00567 0.144 0.000025 0.016
4 8 6 ,, 12 0.00400 0.101 0.0000125 0.0080
5 16 12 ,, 24 0.00283 0.0718 0.00000625 0.00403
6 32 24 ,, 48 0.00200 0.0507 0.00000313 0.00202
7 64 48 ,, 96 0.00142 0.0359 0.00000156 0.00101
8 128 96 ,, 192 0.00100 0.0254 0.00000078 0.00050
(cid:252) (cid:239) (cid:239) (cid:239) (cid:239) (cid:239) (cid:239) (cid:253) (cid:239) (cid:239) (cid:239) (cid:239) (cid:239) (cid:239) (cid:254) (cid:252) (cid:239) (cid:239) (cid:239) (cid:239) (cid:239) (cid:239) (cid:253) (cid:239) (cid:239) (cid:239) (cid:239) (cid:239) (cid:239) (cid:254) (cid:252) (cid:239) (cid:239) (cid:239) (cid:239) (cid:239) (cid:253) (cid:239) (cid:239) (cid:239) (cid:239) (cid:239) (cid:239)(cid:254)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.
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course of implementing the standard, of necessary details, such as symbols and sizes, type or grade
designations. Enquiries relating to copyright be addressed to the Director (Publications), BIS.
Review of Indian Standards
Amendments are issued to standards as the need arises on the basis of comments. Standards are
also reviewed periodically; a standard along with amendments is reaffirmed when such review
indicates that no changes are needed; if the review indicates that changes are needed, it is taken up
for revision. Users of Indian Standards should ascertain that they are in possession of the latest
amendments or edition by referring to the latest issue of ‘BIS Catalogue’ and ‘Standards:Monthly
Additions’.
This Indian Standard has been developed by Technical Committee:SMDC 5 and amended by
SMDC19
Amendments Issued Since Publication
Amend No. Date of Issue
Amd. No. 1 Incorporated earlier
Amd. No. 2 March 1983
BUREAUOFINDIANSTANDARDS
Headquarters:
Manak Bhavan, 9 Bahadur Shah Zafar Marg, New Delhi 110002. Telegrams:Manaksanstha
Telephones:323 01 31, 323 33 75, 323 94 02 (Common to all offices)
Regional Offices: Telephone
Central :Manak Bhavan, 9 Bahadur Shah Zafar Marg (cid:236) 323 76 17
(cid:237)
NEW DELHI 110002 (cid:238) 323 38 41
Eastern : 1/14 C. I. T. Scheme VII M, V. I. P. Road, Kankurgachi (cid:236) 3378499, 33785 61
(cid:237)
KOLKATA700054 (cid:238) 3378626, 3379120
Northern : SCO 335-336, Sector 34-A, CHANDIGARH 160022 (cid:236) 603843
(cid:237)
(cid:238) 602025
Southern : C. I. T. Campus, IV Cross Road, CHENNAI 600113 (cid:236) 2350216, 2350442
(cid:237)
(cid:238) 2351519, 2352315
Western :Manakalaya, E9 MIDC, Marol, Andheri (East) (cid:236) 8329295, 8327858
(cid:237)
MUMBAI 400093 (cid:238) 8327891, 8327892
Branches :AHMEDABAD. BANGALORE. BHOPAL. BHUBANESHWAR. COIMBATORE.
FARIDABAD. GHAZIABAD. GUWAHATI. HYDERABAD. JAIPUR. KANPUR. LUCKNOW.
NAGPUR. NALAGARH. PATNA. PUNE. RAJKOT. THIRUVANANTHAPURAM.
VISHAKHAPATNAM
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9401_1.pdf
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IS9401(Paft1):1999
?7?#vm5
+hTermmd+m7RI~
METHOD OF MEASUREMENT OF WORKS IN
RIVER VALLEY PROJECTS
( DAMS AND APPURTENANT STRUCTURES )
PART 1 EXCAVATION FOR FOUNDATION
First Revision )
(
ICS 93.160
0 BIS 1999
BUREAU OF INDIAN STANDARDS
MANAK BHAVAN, 9 BAHADUR SHAH ZAFAR MARG
NEW DELHI 110002
March 1999 Price Group 2Measurement of Works of River Vhlley Projects Sectional Committee, RVD 23
FOREWORD
This Indian Standard (Part 1) ( 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
River Valley Division Council.
In measurement of quantities, in construction of river valley projects a large diversity of methods exists at
present according to local practices. Lack of uniformity creates complication regarding measurement and
payments. This standard has been formulated in various parts, covering each type of work separately and
Part 1 is intended to provide a uniform basis for measurement of excavation for foundation in the construction
of river valley projects.
This standard was first published in 1982. The revision has been taken up in the light of experience gained
during its usage and to align it with current field practices. A number of standards have been published for
measurement of different works undertaken in River Valley Projects and this revision is also intended to harmonize
the earlier version with those parts which have been published since 1982.
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 1) : 1999
Indian Standard
METHOD OF MEASUREMENT OF WORKS IN
RIVER VALLEY PROJECTS
( DAMS AND APPURTENANT STRUCTURES )
PART 1 EXCAVATION FOR FOUNDATION
First Revision )
(
1 SCOPE generally in the sequence of length, width, and height
or depth or thickness.
This standard ( Part 1 ) covers the method of
measurement of excavation for foundation in river 3.4 Dimensions
valley projects ( dams and appurtenant structures ).
Unless otherwise stated, all work shall be measured
2 REFERENCES net in decimal system, as fixed in its place as given
in 3.4.1 to 3.4.3
The following standard contains provisions which
through reference in this text, constitutes provision 3.4.1 Linear dimensions shall be measured to the
of this standard. At the time of publication, the edition nearest 0.01 m.
indicated was valid. All standards are subject to
3.4.2 Areas shall be worked out to the nearest
revision, and parties to agreements based on this
0.01 m2.
standard are encouraged to investigate the possibility
of applying the most recent edition of the standard 3.4.3 Volumes shall be worked out to the nearest
indicated below: 0.01 m3.
IS No. Title 3.5 Description of Items
9401 (Part 2 ) : Method of measurement of works The description of each item shall include conveyance,
1982 in river valley projects (dams and delivery, handling, loading, unloading, storing,
appurtenant structures ) : Part 2 rehandling, etc, including all inputs for finishing to
Dewatering required shape and size.
3 GENERAL 3.6 Work to be Measured Separately
3.1 In case of measurement of proposed work, the Work executed in the following conditions shall be
dimensions are read from drawings and then worked measured separately:
up, that is, reduced to length, area, or volume in
recognized units of measurements for the particular a) Work in or under water;
item. In case of assessment of executed work, the
b) Work in liquid mud/marshy land;
dimensions are measurements in the field. Calculations
of length, area, volume, weight, etc, are made on the c) Work under tides; and
basis of these dimensions and payments are made
d) Work in any other specific condition.
accordingly. Where measurements of a number of
units are the same it is the usual practice to take 3.6.1 The level and the timings of high and low water
measurements of one unit and multiply the calculated tides, where occuring, shall be stated.
length, area or volume by the number of units.
3.6.2 Wherever dewatering is resorted to, it shall be
3.2 Clubbing of Items measured in accordance with Part 2 of this standard.
Items may be clubbed together provided that the break 3.7 Measurements are closely linked with detailed
up of items is on the basis of detailed description of drawings, description of items and specifications of
items stated in the standard. the work. These should, therefore, be very clear and
properly worded and the order of precedence shall be
3.3 Booking of Dimensions
sanctioned drawings, approved specifications and
In booking dimensions, order shall be consistent and specified description of items.
1IS 9401 (Part 1) : 1999
4 MEASUREMENT OF IRREGULAR AREAS place other than specified dump areas this may form a
AND VOLUMES separate item.
4.1 Irregular areas shall be divided into a number of 5.1.7 Any activity, such as upheaving, blowing in, etc,
figures of known area, say, triangles, rectangles, etc. to be measured separately under the item of excavation
The remaining part ( which cannot be formed into a shall be clearly specified.
triangle or a regular figure ) shall be evaluated on
5.1.8 Excavation shall be measured by taking cross
common basis by Simpsons rule, or average ordinate
sections at intervals of 5 metres generally in the original
rule.
position before starting of the work and after its
4.2 In case of an irregular volume the volume shall be completion. This interval maybe reduced in undulating
determined by Prismoidal formula. and uneven site conditions. However, in isolated and
special cases, excavation shall be measured by taking
5 MEASUREMENT OF EXCAVATION FOR
off dimensions of pit excavated.
FOUNDATION
5.1.9 Existing natural cavities, caverns, man made
5.1 General
excavations like wells, etc, within the excavated
5.1.1 All excavation for foundation shall be classified location shall be deducted from the final measurement.
into the following four broad heads for purposes of
5.2 Excavation
measurements:
5.2.1 Surface Excavation or Dressing
a) Overburden - shall consist of all kinds of
strata which can be removed without blasting, a) Surface excavation, dressing, trimming or
including boulders not exceeding 0.5 m3 in levelling not exceeding 300 mm in depth shall
volume. be measured in square metres giving average
depth of excavation work.
b) Rock (blasting permitted) - shall consist
of all kinds of strata which cannot be removed b) Surface excavation, dressing, trimming or
without blasting and boulders exceeding levelling exceeding 300 mm in depth shall be
0.5 m3 involume. measured in cubic metres.
cl Rock (Blasting notpermitted) - shall consist c) The measurement shall be made to the pay line
of all kinds of strata where blasting is not as shown in the drawing or actually excavated
permitted. whichever is less ( see 5.1.6 ).
4 Rock (in restricted spaces) - shall consist 4 If any clearance in excavation beyond the
of excavation in shafts, faults, seams, feather foundation area is to be allowed, the extent of
edges, etc. such clearance should be specified and the same
should be included in the measurement.
5.1.2 If excavated materials are required to be stacked
for any special requirement, the percentage to be e) Dental excavation shall be measured separately.
deducted from apparent volume of stack shall be as
5.2.2 Excavation of Trenches
follows :
a) If the section of trench is 150 mm x 150 mm or
Overburden 20 percent
less, the measurement shall be in running metres
Rock 40 percent specifying the section.
5.1.3 The item of excavation shall be measured either b) If the section of the trench is greater than
with distinct lead and lifts or distinct lead only. 15Ommx 150mmbutlessthan3OOmmx3OOmm
the measurement shall be in square metres of
5.1.4 Shoring and staging, ifrequired, maybe measured
cross section giving the average depth.
separately or included in the main work but the method
of measurement shall be clearly specified. c) If the section of the trench is greater than
300 mm x 300 mm measurement shall be in
5.1.5 Due to site conditions, if excavation according
cubic metres.
to drawing is not practicable, due allowance shall be
given for working dimensions which may also include 5.2.3 Additional Lead and Lift
additional excavation in slope to maintain stability of
5.2.3.1 Additional lead shall be given for all excavation
soil, dewatering arrangements and working space.
of foundation for cases where material has to be thrown
5.1.6 If the excavated soil is to be disposed of at a beyond intial lead ( see 5.1.3 ).IS 9401( Part 1) : 1999
5.2.3.2 Lead for the purpose of measurement shall be 5.2.5 Puddling
the shortest practical route from the centre of grayi:)
The unit of measurement shall be cubic metres. The
of the borrow pit or foundation to the centre of gravity
nature of puddling work shall be clearly specified.
of the bank or location where the excavated materials
have been dumped. 5.2.6 Underpinning
5.2.3.3 All items of foundation excavation work The unit of measurement of excavation for
beyond initial lift shall be measured separately as given underpinning shall be in cubic metres. The work shall
in 5.2.3.4. be described in detail stating the length, width and
depth of the excavated trench requiring underpinning.
5.2.3.4 The lift shall be taken as the vertical distance
from the centre of gravity of the heaped materials from 5.2.1 Overbreaks
the ground level plus the depth of centre of gravity
Overbreaks extending beyond pay line of excavation
of the borrow pit or foundation from the same ground
shall not be measured. Only such overbreaks shall
level.
be measured separately, the occurrence of which is
5.2.4 Excavation of Old Foundaiion unavoidable resulting from adverse geological
conditions due to concealed joints, faults and other
The unit of measurement shall be cubic metres. The structural defects in rock and not due to negligence
nature of work to be done shall be specified clearly. or lack of reasonable care and skill in excavation.
3Bureau of Indian Standards
BIS is a statutory institution established under the Bureau oflndian Standards Act, 1986 to promote harmonious
development of the activities of standardization, marking and quality certification of goods and attending to
connected matters in the country.
Copyright
BIS has the copyright of all its publications. No part of these publications may be reproduced in any form without
the prior permission in writing of BIS. This does not preclude the free use, in the course of implementing the
standard, of necessary details, such as symbols and sizes, type or grade designations. Enquiries relating to
copyright be addressed to the Director (Publications), BIS.
Review of Indian Standards
Amendments are issued to standards as the need arises on the basis of comments. Standards are also reviewed
periodically; a standard along with amendments is reaffirmed when such review indicates that no changes are
needed; if the review indicates that changes are needed, it is taken up for revision. Users of Indian Standards
should ascertain that they are in possession of the latest amendments or editicn by referring to the latest issue
of ‘BIS Handbook’ and ‘Standards : Monthly Additions’.
This Indian Standard has been developed from Dot : No. RVD 23 ( 242 >
Amendments Issued Since Publication
Amend No. Date of Issue Text Affected
BUREAU OF INDIAN STANDARDS
Headquarters:
Manak Bhavan, 9 Bahadur Shah Zafar Marg, New Delhi 110002 Telegrams: Manaksanstha
Telephones : 323 01 31,323 94 02, 323 33 75 ( ,Common to
all offices )
Regional Offices: Telephone
Central : Manak Bhavan, 9 Bahadur Shah Zafar Marg 32376 17
NEW DELHI 110002 323 3841
Eastern : l/14 C. I. T. Scheme VII M, V. I. P. Road, Maniktola 337 84 99, 337 85 61
CALCUTTA 700054 337 86 26, 337 86 62
Northern : SC0 335-336, Sector 34-A, CHANDIGARH 160022 1 60 38 43
60 20 25
Southern : C. I. ‘I Campus, IV Cross Road, CHENNAI 600113 23502 16,2350442
235 15 19,23523,15
Western : Manakalaya, E9 MIDC, Marol, Andheri (East) 8329295,8327858
MUMBAI 400093 E 8327891,8327892
Branches : AHMADABAD. BANGALORE. BHOPAL BHUBANESHWAR.
COIMBATORE. FARIDABAD. GHAZIABAD. GUWAHATI. HYDERABAD. JAIPUR.
KANPUR. LUCKNOW. NAGPUR. PATNA. PUNE. THIRUVANANTHAPURAM.
Printed at New India Riding Press, Khujr, India
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6508.pdf
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IS :6506- 1968
Indian Standard
GLOSSARY OF TERMS RELATING TO
,*-.
3
_*’ BUILDING LIME
\
( First Revision 1
_.__ UDC 001’4 : 691’51
-.-
. .
t--
t 1 @I Copyright 1988
‘-r
BUREAU OF INDIAN STANDARDS
MANAK BHAVAN, 9 BAHADUR SHAH ZAFAR MARG
NEW DELHI llOOO2
Gr2 Septembu 1988IS : 6508 - 1988
.-,
’h dian Standard
GLOSSARY OF TERM-S RELATING TO
BUILDING LIME
( First Revision )
,
1
0. ~FOREWORD
0.1 This Indian Standard ( First Revision ) was which are frequently used. This glossary has-
adopted by the Bureau of Indian Standards on therefore, been prepared so as to compile defini,
-9 May 1988, after the draft finalized by the Build- tions of all such terms in one standard which
ing Lime and Lime Eroducts Sectional Committee would be handy for day-to-day use.
had been approved’ by they Civil Engineering Divi-
4 0.3 This standard was first published in 1972.
sion Council. .
This present revision has been taken up with a
0.2 A series of Indian ’ Standards on lime and view to modifying some of the existing terms to
lime based products for construction purposes -give them precise meaning and including some
have been prepared and the&standards include a additional terms which are being used in connec-
large number of technical terms. Besides, there are tion with the subject.
a number of common terms relating to this field
I ‘.I’. i>
. , ‘1,
1. SCOPE 2.6 Burning - The overheating of lime particles
due to inadequate addition of water during.
1.1 This standard covers definition of terms relat- slaking.
ing to manufacturing, testing and use of lime for
constructional ~purposes. 2.7 Calcia - Chemical name of CaO.
*
2.8 Cal&nation Zone - The portion of the kiln
2. DEFINITIONS ’ in the middle section where the limestone gets
2.1 Air-Slaked Lime - The< product containing calcined .
various proportions of the oxides, hydroxides and
2.9 Carbide Lime - This is essentially calcium
carbonates of calcium and’ magnesium which
hydroxide obtained as an industrial waste in the
result from the excessive exposure of quicklime to
production of acetylene from calcium carbide. It
the atmosphere. : 1 i, r __ .
may occur as a wet sludge.
2.2 Autoclaved ihe - It is a specially hydra- 2.10 Charge - Limestone, limeshell and other
ted dolomitic lime; ‘largely utilized for structural
calcareous materials (and fuel in case of mixed
purposes, that has been pressure hydrated in an
feed kiln ) fed into the kiln.
autoclave.
2.11 Compaction in Lime Mortar - It is the
2.3 Autogenous Healing in Lime Mortars -
volume change that occurs when water is drawn
It is a phenomenon occurring in lime mortars due
from the mortar by -placing a porous building.
to formation of calcium carbonate by absorption
material. It occurs before hardening, that is
of atmospheric carbon dioxide by hydrated lime,
during stiffening of mortar.
resulting in the bridging of minor cracks and/or
the air space6 at the joints in the masonry. _ 2.12 Composite Mortar - A mortar in which
cement is included as an ingredient in addition to
2.4 Available Lime - It represents the total
lime.
lime in quick and hydrated form which enters
into a desired reaction under specified reaction 2.13 Construction Lime - See 2.5.
conditions. 2.14 Cooling Zone - The bottom portion of the
kiln where the burnt lime is cooled by the incom-
2.5 Building Lime - A lime whose chemical
ing air required for combustion of the fuel.
and physical characteristics and methods of pro-
cessing make it suitable for construction purposes, 2.15 Core - The central unburnt portion of the
also known as ‘construction lime’. calcined lump lime.
1!S:6508 -1988
9.16 Dead Burnt Lime - Quicklime burnt 2.32 Lime-Cement-Cinder-Hollow Blocks -
under conditions where it becomes predominantly The hollow blocks made frorr, lime, ordinary
non-reactive. This is also known as ‘hard-burnt Portland cement or Portland slag cement and
lime’ or ‘over-burnt lime’ ( see 2.22 and 2.53 ). cinder, which are used in the construction of
walls.
2.17 Drowning - The inc6mpiete @id retarded
slaking of slow-slating lime due ‘to excessive 2.33. Lime-Cement-Cinder-Solid Blocks -
addition of water. This occurs dtie to formation The solid blocks made from lime, ordinary Port-
of an impervious layer of hydrate on the surface land cement or Portland slag cement and cinder,
of the lime pebble and due to rapid loss of tem- which are‘uied in the construction of walls.
perature before the quicklime particles rupture.
2.34 Lime kortar - A mixture of lime, fine
2.18 Eminently Hydraulic Lime - Lime in aggregate and water with or without addition of
which the constituents like silica, alumina and admixtures.
iron oxide are present as calcium compounds
2.35 Lime-Cement Mortar - A mixture con-
capable of reacting with water and giving rise to
sisting of lime, cement, sand and water in suitable
strength giving compounds. This has the property
proportions.
‘of setting and hardening under w.ater ( see 2.25 ). .; j *
3
2.19 Exit Gas - The mixture of hot gases ex- 2.36 Lime-Pozzolana Mix,ture - A mixturi
hausted from the kiln consisting chiefly of carbon manufactured eithet by: idteririnding lime and
.dioxide, water vipour, .nitrogen, oxygen and a pozzolana in suitable pioportions in a ball or tube
small percentage of carbon mondxide. mill, or by blending these two ingredients in the
form of powder .qf requirqq @ncness adopting
2.20 Fat Lime - It connotes a pure non-hydrau- suitable measures for, obtaking~ a uniform mixture
lic lime containing a minimum of 79 percent CaO of the required.proportions. ,
on ignited basis.
2.37 Lime-Pozkoi&a, Mix-t&e Mor_tar - A
2.21 Finishing Lime - It is a type of refined mixture consisting of lime-poizolana mixture;
hydrated lime suitable for plastering, particularly
sand and-water in suitable proportions.
the finishing coat.
2.38 Lime Pozzolana Mortar - A mortar con-
2.22 Hard-Burnt Lime - See 2.16 and 2.53. sisting of lime, pozzolana, sand and water in
2.23 Hydrated Lime - A dry powder obtained suitable proportions:, . , , !
by treating quicklime with water enough to satisfy
2.39 Lime-Pozzolaua Mixture Concrete - A
its chemical affinity for water-under the condition
mixture consisting of lim&*zz&lana mixture,
of its hydration.
fine aggre- gate, coarse aggregate and water in
2.24 Hydraulic Linie 4 See .2.18 and 2.65. suitable proportions. ’ “L: \
2.25 Hydrated Hydraulic Lime - Lime od- 2.40 Lime Concrete - ,A,mixtnre bf lime, fi&
‘tained by hydrating Clasd A, B and E limb, and aggregate, coarse a&itgatt: and water ( with or
.containing all the hydraulic components, that is, without additives ) in stiit&le proportions.
‘ I _.
lime combined with silica, alumina and iron as
hydroxide. 2.41 Lime Plaster - A mixture of lime and
other materials applied in substantial thickness to
2.26 Kankar - The impure earthy hard lump
surfaces to form +B pr,ote,ctiye ,wd/or decorative
consisting of concretions and ‘nodules of calcium
coating.
carbonate. ;J
2.42 Lime Putty - A plastic paste consisting
‘2.27 ‘Kankar Lime - Lime: obtained by calci-
of hydrated lime and free \N@,er.I .)
nation of Kankar.
2.28 Kiln Dust - Dust drawn from the botto; 2.43 Limd.!&rry - A &$ension of hydrated
of the kiln which, in a mixed-feed kiln, is. gene- lime in considerable amount $‘fiee water, with a
rally composed of coal ash, air”slaked lime and consistency similar to cream. ,’ ’
unslaked lime dust.
2.44 Lime Soil Stabilization .i The process in
2.29 Kiln Shell - The outer wall which forms which lime is added to soil to.improve its engi-
the structural enclqsure for the kiln. neering properties, that is, strength, durability,
etc, commonly adopted. for road construction.
-2.30 Lime 7 It is a general term that connotes
.only a burnt form df lime, usually quicklime, but 2.45 Lining - The refractory layer placed on
tiay also refer to hydrated or hydraulic lime. the inner face of the lime kiln.
:.?.31 Limestone - Rpcl< cqmposed predomi- 2.46 Lump Lime - It is a physical shape of
nantly of calcium carbonate. , quicklime not less than 63 mm in size ( see 2.59 ).
2IS:6508- 1988
2.47 Maturing - The keeping of slaked lime 4 Ground, Screened or Granular - less than
until all particles of lime fatten up to lime 6’3 mm, and
putty. This is also sometime known as fattening.
4 Powdered - Substantially all passing 850
2.48 Magnesian and Dolomitic Lime - Lime micron ISSieve.
obtained from magnesian and dolomitic lime-
stones or dolostones which shall contain more 2.60 RCC Kiln - A kiln having its outer shell
than 6 percent magnesium oxide ( ignited basis ). constructed of reinforced cement concrete.
2.49 Masonry Kiln - A’kiln having its outer 2.61 Run-of-Kiln Quicklime - Quicklime as
shell constructed of brick or stone masonry. drawn or discharged from a kiln.
2.50 Milk of Lime - A suspension of lime in a 2.62 Running - The pouring of the milk of lime
large amount of water with a consistency similar through sieves into a maturing vessel.
to milk.
2.63 Sand-Lime Bricks - Bricks manufactured
2.51 Mixed Feed - The process of burning in -from a uniform mixture of siliceous sand or
wh.ich the solid fuel and the calcareous material crushed siliceous rock and lime combined by the
are mixed before charging; or in which the charge action of saturated steam under pressure.
is fed in alternate layers of fuel and calcareous
material.
2.64 Scaffolding - The formation of solid
masses of overburnt limestone inside the kiln
2.52 NEERU Finish - A type of finish in which
which, sticking to one another and to the lining
a fine lime putty coat with or without ‘additives’
of the kiln, tend to grow into an arch and thereby
is applied and rubbed and polished to a smooth
channelizing passage of air through the calcina-
and even finish.
tion zone.
2.53 Over-Burnt Lime - See 2.22.
2.65 Semi-hydraulic Lime - Lime containing
small quantities of silica and aluminia ( with or
2.54 Pebble Lime - It is a physical shape of
without iron oxide ) which are in chemical com-
qu.icklime less than 63 mm in size but not less
bination with some of the calcium oxide content
than 6’3 mm ( see 2.59 ).
and therefore shows the property of setting and
hardening under water. This is intermediate in
2.55 Plasticity - It is the spreadability of lime
composition between eminently hydraulic andfat
putty/mortar imparted by its capacity to retain
water. limes.
2.56 Popping and Pitting - A type of un- 2.66 Soft Burnt Lime - Chemically reactive
soundness caused by particles of unhydrated or quicklime obtained at relatively lowertemperature
incompletely hydrated lime which expand at some of calcination. It is characterized by high porosity
period subsequent to actual use. It manifests and chemical reactivity.
itself in the form of craters or blisters on plaster
surfaces. 2.67 Shell - The outer wall which forms the
structural enclosure for the kiln.
2.57 Preheating Zone - The top portion of the
kiln where the incoming charge is preheated by 2.68 Shell Lime - Lime obtained by the cal-
the gases issuing from the calcination zone. cination of calcareous shells of organic origin.
2.58 Quicklime - A calcined material, the 2.69 Slaked Lime - Lime obtained by slaking
major part of which is calcium oxide capable of of quicklime ( see 2.70 >.
slaking with water. This is also known as ‘un-
slaked lime’. Depending on the stone from which 2.70 Slaking - Slaking usually means addition
it has been derived, it may also be called high
of the requisite amount of water to quicklime
,calcium, magnesian or dolomitic quicklime.
so as to form dry slaked lime, putty or slurry.
2.59 Quicklime-Sizes - Quicklime may be ob-
2.71 Soundness - The freedom of lime putty
tained in different sizes depending upon the type
or hydrated powder from unslaked or partly
of limestone, kind of kiln used or treatments
slaked particles of lime to the extent that the
subsequent to calcining. The sizes commonly
expansion in a prescribed test does not exceed the
-recognized are as follows:
specified limits.
a) Lump - not less than 63 mm,
2.72 Steel-Shell Kiln - A kiln having its outer
b) Pebble or Crushed - less than 63 mm, shell made of steel plate.
3IS : 6508 - 1983
2.73 Under-Burnt Lime - The quicklime which per unit mass of quicklime.
has not been calcined sufficiently and hence
contains unaltered carbonates. 2.77 Water Retentivity - The ability of mortars
to retain water against suction and evaporation,
2.74 Unslaked Lime - See 2.58. in general. It is indirectly a measure of the work-
ability of mortars. It is measured by the flow of
2.75 Vertical Kiln - A kiln with a vertical mortar when tested on a standard flow table
shaft having a steel or masonry or reinforced
before and after application of a specified suction.
cement concrete shell ( see 2.49, 2.60 and 2.72 )
on the outer side and brick lining in the interior.
2.78 White Wash - The combination of hy-
2.76 Volume Yield of Quicklime - The drated lime ( or slaked quicklime ), water and
volume of putty of standard consistency obtained other materials to be used as a paint like cc stirgO
4BUREAU -OF INDIAN STANDARDS
Headquarters:
Manak Bhavan, 9 Bahadur Shah Zafar Marg, NEW DELHI 110002
Telephones: 3310131, 3311375 Telegrams : Manaksanstha
( Common to all offices )
Regional Offices: Telephone
Central: Manak Bhavan, 9 Bahadur Shah Zafar Marg, 3310131, 3311375
NEW DELHI 110002
*Eastern: l/14 C.I.T. Scheme VII M, V.I.P. Road, Maniktola, 362499
CALCUTTA 700054
Northern: SC0 445-446, Sector 35-C, CHANDIGARH 160036 21843, 31641
Southern: C.I.T. Campus, MADRAS 600113 412442, 412519, 412916
*Western: Manakalaya, E9 MIDC, Marol, Andheri ( East 1, 6329295
BOMBAY 400093
Branch Offices:
‘Pushpak’ Nurmohamed Shaikh Marg, Khanpur, AHMADABAD 380001 26348, 26349
Peenya Industrial Area, 1st Stage, Bangalore-Tumkur Road, 384955, 384956
BANGALORE 560058
Gangotri Complex, 5th Floor, Bhadbhada Road, T.T. Nagar, 66716
BHOPAL 462003
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1489_1.pdf
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IS 1489 ( Part 1 ) : 1991
am
( @mJr )
Indian Standard
PORTLAND-POZZOLANACEMENT-
SPECIPICATION
PART 1 FLY ASH BASED
Third Revision )
(
First Reprint MARCH 1993
UDC 666*944-Z! : -666’952’2
Q BIS 1991
BUREAU OF INDIAN STANDARDS
MANAK BHAVAN, 9 BAHADUR SHAH ZAFAR MARG
NEW DELHI 110002
May 1991 Price Croup 4Cement and Concrete Sectional Committee, CED 2
FOREWORD
This Indian Standard ( Part 1 ) ( Third Revision .) was adopted by the Bureau of Indian Standards,
after the draft finalized by the Cement and Concrete Sectional Committee had beenapproved by
the Civil Engineering Division Council.
Portland-pozzolana cement can be produced either by grinding together Portland cement clinker
and pozzolana with addition of gypsum or calcium sulphate, or by intimately and uniformly
blending Portland cement and fine, pozzolana. While grinding of the two materials together
presents no difficulty, the mixing of dry powders intimately is extremely difficult. The blending
method should, therefore, be resorted to only when the grinding method is impossible or proves
uneconomical, in a particular case. Where blending method is adopted, every care should be taken
to see that the blending is as intimate as possible. Generally, if the blending is not uniform, it is
reflected in the performance tests. The Sectional : Committee responsible for the preparation of
this specification is of the opinion that the blending method should be confined to such factories/
works where intimate and uniform blending is feasible with the employment of requisite
machinery so as to ensure uniformity of product and its guaranteed performance.
Portland-pozzolana cement produces less heat of hydration and offers greater resistance to the
attack of aggressive waters than normal Portland cement. Moreover, it reduces the leaching of
calcium hydroxide liberated during the setting and hydration of cement. It is particularly useful
in marine and hydraulic construction and other mass concrete structures. Portland-pozzolana
cement can generally be used wherever 33 grade ordinary Portland cement is usable under normal
conditions. However, it should be appreciated that all pozzolanas need not necessarily contribute
to strength at early ages. In view of this fact, this specification has been prepared to enable
manufacturers to produce PortJand-pozzolana cement equivalent to 33 grade ordinary Portland
cement on ihe basis of the 3, 7 and 2%days compressive strength.
For construction of structures using rapid construction methods like slipform construction,
Portland-pozzolana cement shall be used with caution since 4 to 6h strength of concrete is
considered significant in such construction.
This standard was first published in 1962 and subsequently revised in 1967 and 1976. In this
revision the standard has been split into two parts based on the pozzolana used in the manufacture
of such cements in view of the special needs of some hydraulic structures which require pozzolana
cement manufactured only with fly ash pozzolana, This would also enable the user to identify
the pozzolana used in the manufacture of cement. Part I of this standard covers pozzolana cement
manufactured by using only fly ash pozzolana and Part 2 covers pozzolana cement manufac-
tured by using either calcined clay or a mixture of calcincd clay and fly ash as pozzolana.
In this revision both chemical and physical requirements have been kept the same as was given
in 1976 version of this standard as amended. Various rcquiremrnts of Portland-pozzolana
cement given in 1976 version oi this standard had been modified from time to time by
issuing amendments based on the experience gained with the use of the standard and the
requirements of the users and also 1teepin.g in view raw materials and fuel available in the
country for manufacture of cement. The Important amendments include lowering the value
of compressive strength in lime reactivity test from 5 MPa to 4 MPn, incorporating a value of
3-days compressive strength as 16 MPa, modifying the requirement of sulphuric anhydride (SOS)
and insoluble residue, deleting the requirement of pozzolanicity test, increasing the value of 28-
days compressive strength from 31 MPa to 33 MPa, making autoclave soundness test compulsory
irrespective of the magnesia content in cement, incorporating a provision for retest in respect of
autoclave soundness test after aeration of the cement, incorporating a clause on false set of cement
and permitting packaging of cement in 25 kg bags. All these amendments have been taken care
of in this revision.
Mass of cement packed in bags and the tolerance requirements for the mass of cement packed in
bags shall be in accordance wrth the relevant provisions of the Standards of Whghts and Measures
( Packaged Commodities ) Rules, 1977 and B-l.2 (see Annex B ). Any modification in these rules
in respect of tolerance on mass of cement would apply automatically to this standard.
This siandard contains clauses 4.1.4, 4.2 and 12.4.1 which permit the purchaser to use his option
and 10.2. 1 and 10. 3 call for agreement between the purchaser and the manufacturer.
The composition of the technical committee responsible for the formulation of this standard is
given in Annex C.
For the purpose of deciding whether a particular requirement of this standard is complied with,
the final value, observed or calculated, rressing the result of a test, shall be rounded off in
accrdance witn 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 1489 ( Part 1 ) : 1991
Indian Standard
PORTLAND-POZZOLANA CEMENT -
SPECIFICATION
PART 1 FLY ASH BASED
Third Revision )
(
1 SCOPE 4.1.2 Fineness and average compressive strength
in lime reactivity of fly ash that is to be blended
This standard ( Part 1 ) covers the manufacture, with finished Portland cement to produce
physical and chemical requirements of Portland- Portland-pozzolana cement, when tested in
pozzolana cement using only fly ash pozzolana. accordance with the procedure specified in
IS 1727 : 1967, shall not be less than 320 mq/kg
2 REFERENCES and 4’0 MPa respectively. Average compressive
strength in lime reactivity test of such fly ash
The Indian Standards listed in Annex A are
shall be carried out at the fineness at which
necessary adjuncts to this standard.
pozzolana has been received for blending.
3 TERMINOLOGY 4.1.3 Average compressive strength in lime
reactivity of fly ash that is to be interground
For the purpose of this standard, the definitions with Portland cement clinker for manufacture
given in IS 4845 : 1968 and the following shall of Portland-pozzolana cement shall not be less
apply. than 4’0 .MPa when tested at the fineness of
Portland-pozzolana cement manufactured out of
3.1 Pozzolma it or at the fineness in ‘as-received’ condition,
whichever is greater, in accordance with the
An essentially silicious material which while in
procedure specified in IS 1727 : 1967.
itself possessing little or no cementitious pro-
perties will, in finely divided form and in the 4.1.4 The purchaser shall have the right, if he
presence of water, react with calcium hydroxide so desires to obtain samples of fly ash used in
at ambient temperature to form compounds the manufacture of Portland-pozzolana cement
possessing cementitious properties. The term for purposes of checking its conformity to the
includes natural volcanic material having requirements specified in 4.1.1 to 4.1.3.
pozzolanic properties as also other natural and
artificial materials, such as diatomaceous earth, 4.2 Portland Cement Clinker
calcined clay and fly ash.
The Portland cement clinker used in the
manufacture of Portland-pozzolana cement
3.2 Portland Clinker
shall comply in all respects with the chemical
Clinker, consisting mostly of calcium silicates, requirements of IS 269 : 1989 and the purchaser
obtained by heating to incipient fusion, a pre- have the right, if he so desires to obtain
determined and homogeneous mixture of sample of the clinker used in the manufacture
materials princi ally containing lime ( CaO ) for purposes of checking its conformity to
and silica ( SiOl 7 with a smaller proportion of IS 269 : 1989.
alumina ( AlsOI ) and iron oxide ( Fe,O* ).
4.3 Portland Cements
3.3 Portland-Pozzolaoa Cement Portland cement for blending with fly ash shall
conform to IS 269 : 1989.
An intimately interground mixture of Portland
clinker and pozzolana with the possible addition 4.4 Other Admixtares
of gypsum ( natural or chemical ) or an intimate When Portland-pozzolana cement is obtained
and uniform blending of Portland cement and by grinding fly ash with Portland cement clinker,
fine pozzolana. no material other than gypsum ( natural or
chemical ) or water or both, shall be added.
4 RAW MATERIAL Such air-entraining agents or surfactants which
have been proved harmless may be added in
4.1 Pozzolrna quantities not exceeding one percent.
4.1.1 Fly ash used in the manufacture of 5 MANUFACTURE
Portland-pozzolana cement shall conform to
IS 3812 : 1981 subject to the requirements Porland-pozzolana cement shall be manufactured
specified in 4.1.2 and 4.1.3. either by intimately mtergrinding Portland
1IS 1489 ( Part 1) : 1991
cement clinker and fly ash or by intimately and total period of 7-days. The expansion of cement
uniformly blending Portland cement and fine so aerated shall be not more than 5 mm and
fly ash. For blending of Portland cement and 0’6 percent when tested by ‘Le-Chatelier’ method
fly ash, the metbod and equipment used shall be and autoclave test respectively as described in
the one well accepted for achieving a complete IS 4031 ( Part 3 ) : 1988.
uniform and intimate blending. The blending
operation shall be a prcperly designed and well 7.3 Setting Time
defined unit operation in approved blenders.
The setting time of Portland-pozzolana cement,
Gypsum ( natural or chemical ) may be added if
when testpd by the Vicat apparatus method
the Portland-pozzolana cement is made by
described in IS 4031 ( Part 5 ) : 1988, shall be
intergrinding Pcrtland cement clinker with fly
as follows:
ash. The fly ash constituent shall not be less
tban 10 percent and not more than 25 percent Initial setting time 30 min, Min
by mass of Portland-pozzolana cement. The Final setting time 600 min, MUX
homogeneity of the mixture shall be guaranteed
7.3.1 If cement exhibits false set, the ratio of
within A3 percent in the same consignment.
final penetration measured after 5 min of com-
pletion of mixing period to the initial penetra-
6 CHEMICAL REQUIREMENTS
tion measured exactly after 20 s of completion
6.1 Portland-pozzolana cement, shall comply of mixing period, expressed as percent, shall be
with the cbcmical requirements given in Table 1. not less than 50 when tested by the method
described in IS 4031 ( Part 14 ) : 1989. In the
Table 1 Chemical Requirements of Portland- event of cement exhibiting false set, the initial
Pozzolana Cement and final setting time of cement when tested by
the method described in IS 4031 ( Part 5 ): 1988,
Characteristic Reqnirement Method of after breaking the false set, shall conform to 7.3.
Test Ref
to IS
7.4 Compressing Strength
(1) (2) (3) (4)
i) LOSSo n ignition, percent 5.0 4032 : 1985 7.4.1 The average compressive strength of not
by mass, Max
less than three mortar cubes ( area of face
ii) Magnesia ( MgO ), per- 6’0 4032 : 1985 50 cm* ) composed of one part of cement, three
cent by mass, Max
parts of standard sand ( see Note 2 ) by mass,
iii) Sulpburic anhydride 3’0 4032 : 1985
( SOS ), percent by and P/4 + 3.0 percent ( of combined mass of
mass. Max cement and sand ) water, and prepared, stored
iv) Insoluble material, X+4*0 ( 100-x ) 4032 : 1985 and tested in the manner described in IS 4031
percent by mass, 100 ( Part 6 ) : 1988 shall be as follows:
Max
where x is the declared per- a) At 72 f 1 h I6 MPa, Min
centage of flyash in the given
Portland-pozzolana cement b) At 168 =t 2 h 22 MPa, Min
c) At 672 rt 4 h 33 MPa, Min
7 PHYSICAL REQUIREMENTS
NOTES
7.1 Fineness 1 P is the percentage of water required to produce
a paste of standard consistency ( see 12.3 ).
When tested by the air permeability method 2 Standard sand shall conform to IS 650 : 1966.
described in IS 4031 ( Part 2 ) : 1988, the specific
7.4.2 Notwithstanding the cubes satisfying the
surface of Portland-pozzolana cement sball be
strength requirements specified in 7.4.1, they
not less than 300 ml/kg.
shall also show a progressive increase in strength
from the strength at 72 h.
7.2 Soundness
7.2.1. When tested by ‘Le Cbatelier’ method and 7*5 Dr@g Sbrinkage
autoclave test described in IS 4031 ( Part 3 .) ;
The average drying shrinkage of mortar bars
1988, unaerated Portland-pozzolana cement
prepared and tested in accordance with IS 4031
shall not have an expansion of more than 10 mm ( Part 10 ) : 1988 &all not be mOre than o.15
and 0’8 percent respectively.
percent.
7.2.1.1 In the Went of cement f’ailing to COrnply 8 STORAGE
with any or both the requirements specified
in 7.2.1, further tests in respect of each failure The Portland-pozzolana cement shall be stored
shall be made as described in IS 4031 ( Part 3 ) ; in such a manner as to permit easy access for
1988 from another portion of the same sample proper inspection and identification, and in a
after aeration. The aeration shall be done by suitable weather-proof building to protect the
spreading out the sample to a depth of 75 mm cement from dampness and to minimize ware-
at a relative humidity of 50 to 80 percent for a house deterioration.
2.- --
IS1 489 ( Part 1) : 1991
9 MANUFACTURER'SC ERTIFICA?E bags in the sample shall exceed 4 p:rcent of the
specified net mass of cement in the bag. How-
9.1 The manufacturer shall satisfy himself that ever, the average net mass of cement in a sample
the cement conforms to the requirements of this shall be equal to or more than 25 kg.
standard. The manufacturer shall also furnish
within ten days of despatch of cement, a 10.2.2 When cement is intended for export and
certificate indicating the percentage of fly ash. if the purchaser so requires, packing of cement
The manufacturer shall also state in the certi- may be done in bags with an average net mass
ficate that the amount of fly ash in the per bag as agreed to by the purchaser and the
finished cement is not varying more than f3 manufacturer.
percent from the value so declared.
10.2.2.1 For this purpose the permission of the
9.2 The certificate furnished shall also indicate certifying authority shall be obtained in advance
the total chloride content in percent by mass of for each export order.
cement.
10.2.2.2 The words ‘FOR EXPORT’ and the
NOTES average net mass of cement per bag shall be
1 Total chloride content in cement shall not exceed clearly marked in indelible ink on each bag.
0.05 percent by mass for cement used in long span
reinforced concrete structures, when determined by 10.2.2.3 The packing material shall be as agreed
the method given in IS 12423 : 1988. to b:tween the supplier and the purchaser.
2 The limit of total chloride content in cement for 10.2.2.4 The tolerance requirements for the mass
use in plain and other reinforced concrete
of cement packed in bags shall b: as given
structures is being reviewed. Till that time, the
limit may be mutually agreed to between the in 10.2.1.1 except the average net mass which
purchaser and the manufacturer. shall be equal to or more tban the quantity
in 10.2.2.
10 DELlVERY
10.3 Supplies of cem:nt in bulk may b: made
10.1 The cement shall be packed in bags by arrangement between the purchaser and the
Ljute sacking bag conforming to IS 2580: 198?; supplier ( manufacturer or stockist ).
double hessian bituminized ( CR1 type ), mu&l-
wall paper conforming to IS 11761 : 1986, poly- NOTE - A single bag or container containing
ethylene lined ( CR1 type 1 jute, light-weight 1 000 kg or more net mass of cement shall be con-
jute conforming to IS 12154 : 1987, woven sidered as bulk supply of cement. Supplies of
cement may also be made in intermediate contai-
HDPE conforming to IS 11652 : 1986, woven
ners, for example, drums of 200 kg, by agreement
polypropylene conforming to IS 11653 : 1986, between the purchaser and the manufacturer.
jute synthetic union conforming to IS 12174 :
1987 or any other approved composite bags ] 11 SAMPLING
bearing the manufacturer’s name or his register-
ed trade-mark, if any. The words ‘Portland- 11.1 Samples for Testing and by Whom to be
pozzolana cement - 0y ash based’ or a bright Talcen
colour band to distinguish Portland fly ash
pozzolana cement from other cements and the A sample or samples for testing may be taken
number of bags ( net mass) to the tonne or the by the purchaser or his representative, or by
nominal average net mass ( see 10.2 ) of the any person appointed to superintend the
cement shall be legibly and indelibly marked on works for the purpose of which the cement is
each bag. Bags shall be in good condition at required, or by the latter’s representative.
the time of inspection.
11.1.1 The samples shall b= taken within three
weeks of the delivery and all the tests shall be
10.1.1 Similar information shall be provided in
commenced within one week of sampling.
the delivery advices accompanying the shipment
of packed or bulk cement ( see IO.3 ). 11.1.2 When it is not possible to test the samples
within one week, the samples shall be packed
10.2 The average net mass of cement per bag and stored in air-tight containers till such time,
shall b: 50 kg ( see Annex B ). they are tested.
10.2.1 The average net mass of cement per.bag 11.2 In addition to the requirements of 11.1 the
may also be 25 kg subject to tolerances as given methods and procedure of sampling shall be in
in 10.2.1.1 and packed in suitable bags as agreed accordance with IS 3535 : 1986.
to between the purchaser and the manu-
facturer. 11.3 Facilities for Sampling and Identifying
10.2.1.1 The number of bags in a sample taken The manufacturer or supplier shall afford every
for weighment showing a minus error greater facility, including labour and materials for taking
than 2 percent of the specified net mass shall be and packing the samples for testing the cement
not more than 5 percent of the bags in the and for subsequent identification of the cement
sample. Also the minus error in none of such samp!ed.
3Is 1489 ( Part 1) : 1991
12 TESTS with this standard on ths written instruction6 of
the purchaser or his representative.
12.1T he sample or samples of pozzolana cement 12.4.2 Cost of Testing
drawn as described in 11 shall be tested as per
methods referred to in relevant clauses. The manufacturer shall supply, free of charge,
the cement required for testing. Unless other-
12.2 The temperature for carrying out physical
wise specified m the enquiry and order, the cost
tests shall, as far as possible, be 27f2”C. How- of the tests shall be borne as follows:
ever, the actual temperature during the testing
shall be recorded. a) By the manufacturer if the resuhs show
that the cement does not comply with this
12.3 Consistency of Standard Cement Paste
standard, and
The quantity of water required to produce a b) By the purchaser if the results show that
paste of standard consistency to be used for the cement complies with this standard.
determination of the water content of mortar
for the compressive strength test and for the 13 REJECTION
determination of soundness and setting time,
13.1 Cement consignment may be rejected if it
shall be obtained by the method described in
does not comply with any of the requirements
IS 4031 ( Part 4 ) : 1988. of this specification.
12.4 Independent Testing 13.2 Cement remaining in bulk storage at the
mill, prior to shipment, for more than six
12.4.1 If the purchaser or his representative months, or cement in bags in local storage in the
requires independent tests, the samples’ shall be hands of a vendor for more than 3 months after
taken before or immediately after delivery at the completion of tests, may be retested before use
option of the purchaser or his representative, and may be rejected if it fails to conform to any
and the tests shall be carried out in accordance of the requirements in this specification.
ANNEX A
( Chuse 2 )
LIST OF REFERRED INDIAN STANDARDS
IS No. Title IS No. Title
269 : 1989 Specification for 33 grade 4845 : 1968 Definitions and terminology
ordinary Portland cement relating to hydraulic cement
( fourth revision )
4905 : 1968 Methods for random
650 : 1966 Specification for standard sampling
sand for testing of cement
11652 : 1986 Specification for high density
( jrst revision )
polyethylene ( HDPE )
1727 : 1967 Methods of tests for woven sacks for packing
pozzolanic materials ( first cement
revision )
1 1653 : 1986 ‘Specifi&tion for polypropy-
2580 : 1982 Specification for jute sack- lene ( PP ) woven sacks for
ing bags for packing cement packing cement
( second revision ) 1 1761 : 1986 Specification for multi-wall
3535 : 1986 ~r;;~;cds of sampling hy- paper sacks for cement
cements (first _. valved-sewn gussetted
revision ) 12089 : 1987 Specification for granulated
slag for the manufacture of
3812 : 1981 Specification for fly ash for Portland slag cement
use as pozzolana and admix-
12154:1987 Specification for light weight
ture ( j?rst revision )
jute bags for packing cement
4031 Methods of physical test5 12174 : 1987 Specification for jute syn-
( Parts 1 to 14 ) for hydraulic cement thetic union bag for packing
4032 : 1985 Method of chemical analysis cement
of hydraulic cement (,rirst 12423 : 1988 Method for calorimetric
revision ) analysis of hydraulic cement
4IS 1489 ( Part 1) : 1991
ANNEX B
( czfzuse 10.2 )
TOLERANCE~REQUIBEMENTS FOR THE MASS OF CEMENT PACKED IN BAGS
B-1 The average net mass of cement packed in minus-error in none of such bags in the sample
bags at the plant in a sample shall be equal to shall exceed 4 percent of the specified net mass
or more than 50 kg. The number of bags in of cement in the bag.
aample shall be as given below:
NOTE-The matter given in B-l and B-l.1 are
Batch Size Sample Size extracts based pn the Standards of Weights and
Measures ( Packaged Commodities ) Rules, 1977 to
100 to 150 20 which reference shall be made for full details. Any
151 ,, 280 modification made in these Rules and other related
281 ,, 500 :: Acts and Rules would apply automatically.
1200 B-l.2 In case of a wagon/truck load of 20 to
1% ” 3 200 1;: 25 tonnes, the overall tolerance on net mass of
3 201 &d above 200 cement shall be 0 to +0’S percent.
The bags in a sample shall be selected at random NOTE - The mass of a jute sacking bag coaform-
(see IS 4905 ; 1968 1. ing to IS 2580 : 1982 to bold 50 kg of cement is
531 g. the mass of a double hessian bituminized
B-l.1 The number of bags in a sample showing ( CR1 type ) bag to bold 50 kg of cement is 630 g,
the mass of a 6-Ply Paper bag to hold 50 kg of
a minus error greater than 2 percent of the cement is approximately 400 g and the mass of a
specified net mass ( 50 kg ) shall be not more polyethylene lined ( CR1 type 1 jute bag to bold
than 5 percent of the bags in the sample and the 50 kg of cement is approximately 480 g.
ANNEX C
( Foreword,)
COMPOSITION OF THE TECHNICAL COMMITTEE
Cement and Concrete Sectional Committee, CED 2
Chairman Representing
m H. c. VlsvasvARAYa In Personal Capacity ( University of Roorkee,
Roorkee-247667 )
Members
SKI H. BI~AITACHARYA Orissa Cement Limited, New Delhi
@R A. K. CHATTERJEE The Associated Cement Companies Ltd, Bombay
SHRI S. H. SUBRAMANIAN ( Alternate )
CHIRP ENCIINEER( DESI~NB) Central Public Works Department, New Delhi
SUPERINTENDINOE NOINEER( B&S ) ( Alternate )
CHIRPE NQINEER. NAVAOAM DAM Sardar Sarovar Narmada Nigam Ltd, Gandhinagar
( Supma ) ENGINEER. QCC ( Alternate )
CHIRPE NGINEER( RESEARCH-CUM-DIRECT)O R Irrigation and Power Research Institute, Amritsar
RESEARCHO FFICER( CONCRETE-TECHNOLO)C (+ YA lternate )
DIRECTOR A.P. Engineering Research Laboratories, Hyderabad
JOINT DIRECTOR( Alternate )
DIN~~OR( C&MDD)( N&W) Central Water Commission, New Delhi
DEPUTYD IRECTOR ( C dt MDD ) ( NW & S ) ( Alternate )
Senx K. H. GANOWAL Hyderabad Industries Limited, Hyderabad
Srlax V. PA~ABHI ( Alternate )
SHRI V. K. GHANEKAR Structural Engineering Research Centre ( CSIR ),
Ghaziabad
SHRI S. GOPIN~TH The India Comments Ltd, Madras
SHRI R. TAMILAKARAN ( Alternate )
SHRI S. K. GUHA THAKURTA Gennon Dunkerley & Company Limited, Bombay
SHRI S. P. SANKARANARAYAN(A ANl ternate )
DR IRSHAD MASOOD Central Building Research Institute ( CSIR ), Roorkee
DR MD KHALID ( Alternate )
JOINT DIRBCTORS, TANDARDS( B & S ) ( CB-I ) Research, Desigris 8 Standards Organization ( Ministry of
JOINT DIRFXTOR,S TANDARD(S B & S ) ( CB-II ) Railways ), Lucknow
( Alternate )
SHRI N. 0. JOSHI Indian Hume Pipes Co Ltd, Bombay
SHRI P. D. KELKAR( Alternate )
SARI D. K. KANUN~O National Test House, Calcutta
SXRI B, R. MEENA( Alternate )
5.-
IS 1489 ( Part 1 ) : 1991
Members R8prrsrntln8
SHRI P. KRIEHNAMURTHY Larson and Toubro Limited, Bombay
SHR~S . CHAKRAVARTH(Y A lternate )
SHRI 0. K. MAJUMDAR Hos&abS$gces Consultancy Corporation ( India ) Ltd.
Sr4~1 S. 0. RANOARI ( Alternate )
SHRI P. N. MEHTA Geological Survey of India, Calcutta
SHRI J. S. SANOANERIA ( AItcrnate )
MEMBERS ECRETARY Central Board of Irrigation and Power, New Delhi
DIRECTOR( CIVIL ) ( Ahernate )
SHRI M. K. MUKHERIEB Roads Wiog. Department of Surface Transport ( Ml&a
SHRI M. K. GHOSH( Alternate ) of Transport ). New Delhi
DR A. K. MULLICK National Council for Cement and Building Materials,
DR S. C. AHLUWALIA( Alternate ) New Delhi
SHRI NIRMALS INQ~ Dovelopmeot Commissioner for Cement Industry
SHRI S. S. MI~LANI ( Alternate ) ( Ministry of Industry )
SHRI R. C. PARATE Engineer-in-Chief’s Branch, Army Headquarters
L&OL R. K. SIN~H ( Alternate )
SHRI H. S. PASRICHA Hindustan Prefeb Ltd, New Delhi
SHRI Y. R. PHULL Central Road Research Institute ( CSIR ), New mbi
SHRI S. S. SEEHRA ( AIrmote )
SHRI Ye R. PHIJLL Indian Roads Congress, New Delhi
SHRI K. B. THANDEVAN( Alternate )
DR M. RAMAIAH Structural Engineering Research Centre ( CSIR ), Madras
Da A. 0. MADHAVA RAO ( AfternaIe’ )
SHRI G. RAMDAS Directorate Geaeral of Supplies and Disposals, New Delhi
REPRESENTATIVE Builders Association of India, Bombay
SHRI A. U. R IJHSINOHANI Cement Corporation of India, New Delhi
SHRI C. S. SHARMA( A/fern& )
SHRI J. SEN GUPTA National Buildings Organization, New Delhi
SHPI A. K. LAL ( Alternate )
SHRt T. N. SUBBA RAO Gammon India Limited, Bombay
SHRI S. A. R~DDI ( Alternute )
SUPT. ENGINEER( DESIGNS) Public Works Department, Government of Tamil Nadu
EXECUTIVE ENQINEER( S.M.R. DIVISION ) ( Alternate )
SHRI S. B. SURI Central Soil and Materials Research Station, New Delhi
SHRI N. CHANDRASBKARA(NA lternate )
DR H. C. VISVESVARAYA The Institution of Engineers ( India ), Calcutta
SHRI D. C. CHA-I-I-URVED( IA lternate )
SHRI G. RAMAN,. Director General, BIS ( Ex-oficlo Member )
Director ( CIVILE ngg )
Secretary
SHRI N. C. BANDYOPADHYAY
Joint Director ( Civil Eogg ), BIS
Cement, Pozzolana and Cement Additives Subcommittee, CED 2:l
Convener
DR H. C. VISVBSVARAYA In Personal Capacity ( University of Roorkee,
Roorkee 247667)
Members
SHRI S. K. BANERJEE National Test House, Calcutta
SHRI SOC~NATHBA NRRIEB Cement Manufacturers Association, Bombay
SHRI N. G. BASAK Directorate General of Technical Development,
SHRI T. MADNESHWAR( Alternate ) New Delhi
CHIRP ENGINEER( RESEARCH-CUM-DIRECTO) R Irrigation Department, Government of Punjab
RESEARCHO FFICER( CT ) ( Alternate )
SHRI N. B. DESAI Gujarat Engineering Research Institute, Vadodara
SHRI J. K. PATEL ( AIternate )
DIRECTOR Maharashtra Engineering Research Institute, Nasik
RESEARCHO FFICER( Alternate )
DIRECTOR( C & MDD II ) Central Water Commission, New Delhi
DEPUTYD IRECTOR( C & MDD II ) ( Alternate )
SHRI R. K. GATTANI Shree Digvijay Cement Co Ltd. Bombay
SHKI R. K. VAISHNAVI( Alternate )
SHRI P. J. JACXJS The Associated Cement Companies Ltd, Bombay
DR A. K. CHA~TERJEE( Alrcrnote )
JOINT DIRECTOR( MATERIALS) National Buildings Organization, New Delhi
ASSTT DIRECTOR( PLASTIC) (Afternate )
JOINT DIRECTOR, STANDARDS ( B & S ) ( CB-I ) Research. Design and Standards Organization, ( Ministry
JOINTD IRECTORS, TANDARDS( B & S ) ( CB-II ) of Railways ), Lucknow
( Alternate )
SHRI W. N. KARODE The Hindustan Construction Co Ltd, Bombay
SHRI N. KUNJITHAPATTAM Chattinad Cement Corporation Lid, Poliyur. Tamil Nadu
6IS 1489 ( Part 1) : 1991
Members Representing
SARI G. K. hhlVMDAR Hospital Services Consultancy Corporation ( India j Lid,
New Delhi
DR IRSHAD MASOOD Central Building Research Institute ( CSIR ). Roorkee
SHRI K. P. MOHIDEEN Central Warehousing Corporation, New Delhi
SHRI M. K. MIJICHERJEE Roads Wing, Department of Surface Transport ( Ministry
SHRI M. K. GHOSH ( Altcrnute ) of Transport ), New Delhi
DR A. K. MVLLICK National Coun&l for Cement and Building Materials,
DR ( SMT ) S. LAXMI ( AIrernute ) New Delhi
SHRI K. NARANAPPA Centrzl Electricity Authority, New Delhi
SHRI D. P. KEWALRAMANI ( Afrernore )
SHRI NIRMAL StNoti Development Commissioner for Cement Industry
SHRI S. S. MtotANr ( AkernaSe ) ( Ministry of Industry )
SHRI Y. It. PHVLL Central Road Research Institute ( CSIR ), New Delhi
SHRI S. S. SEFHRA ( Alternate )
SHRt A. v. RAMANA Dalmia Cement ( Bharat ) Ltd, New Delhi
DR K. C. NARAN~ ( A/ternatc )
COL V. K. RAO Engineer-in-Chief’s Branch, Army Headquarters
SHRI N. S. GALANDE ( Altrrnare )
SHRI S. A. REDDI Gammon India Limited. Bombay
SHRI A. U. RIIHSINQHANI Cement Corporation of India Limited, New Delhi
SHRI M. P. SIN~H Federation of Mini Cement Plants, New Delhi
SVPERINTENDINOE NGINEER( D ) Public Works Department, Government of Tamil Nadu
SENIOR DEPUTY CHIEF ENGINEER ( GENERAL) ( Alternate )
SHRI S. B. SVRI Central Soil and Materials Research Station, New Delhi
SHRI N. CHANDRASEKARA( NA IIernote )
SHRI L. SWAROOP Orissa Cement Limited, New Delhi
SH~I H. BHA~ACHARYA ( Alternare )
SHRI V. M. WAD Bhilai Steel Plant, BhilaiStandard 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 BEG 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 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 copyngnr 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 02 (4675)
AmendmentsI ssued 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 I 331 13 75 Telegrams : Manaksanstha
( Common to all Offices )
Regional Offices : Telephone
Central : Vlanak Bhavan, 9 Bahadur Shah Zafar Marg 331 01 31
VEW DELHI 110002 331 13 75
Eastern : l/14 C. I. T. Scheme VII M, V. I. P. Road, Maniktola 37 86 62
ZALCUTTA 700054
Northern SC0 445-446, Sector 35-C, CHANDIGARH 160036 53 36 43
Southern C. I. T. Campus, IV Cross Road, MADRAS 60011: 235 02 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.
PATNA. TRIVANDRUM
Printed at Simco PrintinfismDelhi,lndiaAMENDMENT NO. 1 NOVEMBER 1991
TO
IS 1489 ( Part 1) : 1991 PORTLAND - POZZOLANA
CEMENT - SPECIFICATION
PART1 FLY ASH BASED
(Thid Revision)
(Page 5, clause B-13 ) - sub6titute ‘up to 25 tonnes’ for ‘of 20 to 25
toMes’.
(CED2)
Printed at Simco Printinp Press. Delhi, IndiaAMI~NI)MILN’J’ NO.2 ,IUNJ!: 1993
TO
IS 1489 ( Part 1) : 1991 PORTLAND-POZZOLANA
CEMENT - SPECIFICATION
PART1 FLY ASH BASED
( Page 3, clnrrscs 10.2.2 fo 10.2.2.4 ) - Substitute the following for the
existing clauses:
“10.2.2 When cement is intended for export and if tbe purchaser so requires,
packing ol crmcnt may be done in bags or in drums with an average net mass of
ccmcnt per bag or drum as agreed to between the purchaser and the
nianu~aclurcr.
10.2.2.1 For this purpose the permission of the certifying authority shall be
ob~aincd in ;I~V:IIICC for each rxport order.
Itl.2.2.2 The words ‘I~OH 11:XI’OH’I” and the average net mass of cement per
bag/drum shalt he clearly marked in indelible ink on each bag/drum.
10.2.2.3 The packing material shall be as agreed to between the manufacturer
and the purchaser.
10.2.2.4 The tolerance requirements for the mass of cement packed in bags/drum
shaII bc as given in 10.2.1.1 rxccpt the average net mass which shall be equal to
or more than llic quantity in 10.2.2.”
(CED2)
ReprograpllyU nit, BIS, New Delhi. IndiaAMENDMENT NO. 3 JULY 2000
TO
IS 1489 ( Part i ) : 1991 PORTLAND-POZZOLANA
CEMENT - SPECIFICATION
PART 1 FLY ASH BASED
( Third Revision)
Substitute ‘netmass’for ‘nominal average net mass’ and ‘average net mass’
wherever these appear in the standard.
( Page 2, clause 5, lusf but one senrence ) - Substitute the following for
the existing sentence:
‘The fly ash constituent shall be not less than 15 percent and not more than
35 percent by mass of Portland-pozzolana cement.’
(CED2)
Reprography Unit, BIS, New Delhi, India
|
2720_25.pdf
|
IS : 2720( Part XXV ) - 1982
Indian Standard
METHODS OF TEST FOR SOILS
PART XXV DETERMINATION OF SILICA
SESQUIOXIDE RATIO
( First Revision )
Soil Engineering and Rock Mechanics Sectional Committee, BDC 23
Chainnan Repromating
DR JAODISH NA~AIN University of Roorkee, Roorkee
Members
SHRI P. D. AQARWAL Public Works Department, Government of Uttar
Pradesh, Lucknow
DR B. L. DHAWAN ( Aft~rnatc )
DR ALAM SINGE University of Jodhpur, Jodhpur
C~rxs ENGINEER ( R&CD ) ( IPRI ) Irrigation Department, Government of Punjab,
Chandigarh
SHRI P. S. GOSAL I Alternate I
SHRI M. C. DANDAV~T; Concrete Association of India, Bombay
SHRI N. c. D UG~A~ ( Alternate )
SHRI A. G. DASTI DAR In personal capacity (5 Hungerford Court, 12/l
Hungerford Street, Calcutta )
DR G. S. DHILLON Indian Geotechnical Societv. New Delhi
DIRECTOR, IRI lrrigation Department, Government of Uttar
Pradesh, Roorkee
DIBECTOR Central Soil and Material Research Station, New
Delhi
DEPUTY DIRECTOR ( Alternate )
SHRI A. H. DIVANJI Asia Foundationr and Construction (P) Ltd,
Bombav
SBRI A. N. JANGLE ( Altcmatr )
Da GOPAL RAJAN Institution of Engineers ( India), Calcutta; ond
Universitv of Roorkee. Roorkee
.SHRI S. GIJ~TA Cemindia Company Limited, Bombay
SRRI N. V. De-Sow&% ( Alternate )
SHRI ASHOK K. JAIN G. S. Jain & Associates, Roorkee
SHRI VIJAY K. JAIN ( Altcrnata)
( Continusd on pago 2 )
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 : 2720 ( Part XXV ) - 1982
( Continuedf i0m page 1 )
Members Representing
JO~IN~$RZXXOR RESEARCH (GE-I), Ministry of Railways
JOINT DIRECTOR RESEARCH
(GE-II) RDSO ( Alternate )
LT-COL V. K. KANITKAR Ministry of Defence ( Engineer-in-Chief’s Branch )
SHRI 0. P. MALHOTRA Public Works Department, Chandigarh Adminis-
tration, Chandignrh
SRRI D. R. NARAHARI Cent;AorFr:ding Research Institute ( CSIR ),
SHRI V. S. AGARWAL ( Alternate)
SHRI T. K. NATRAJAN Central Road Research Institute ( CSIR ), New
Delhi
SHRI RANJIT SIN~R Ministry of Defence ( R&D )
SRRI V. B. GHORPADE (Alternate )
DR G. V. RAO Indian Institute of Technology, New Delhi
DR K. K. GUPTA ( Altcrnatc)
RESEARCH OFFICER ( B & RRL ) Public Works Department, Government of Punjab,
Chandigarh
SHRI K, R. SAXENA Engineering Research Laboratories, Government
of Andhra Pradesh, Hyderabad
SECRETARY Central Board of Irrigation & Power, New Delhi
‘.’ DEPUTY SECRETARY ( Alternate )
SHRI N. SIVAQURU Roads Wing ( Ministry of Shipping and
Transport )
SRRI P. R. KALRA ( Alternatc )
SHRI K. 5. SRINIVASAN National Buildings Organization, New Delhi
SRRI SUNIL BERRY ( Alternate )
SHRI N. SUBRAMANYAM Karnataka Engineering Research Station, Govern-
ment of Karnataka, Krishnarajasagar
SUPERINTENDINGE NGINEER (P & D) Public Works Department, Government of Tamil
Nadu, Madras
EXECUTIVE ENGINEER ( SMRD ) ( Alternate )
SHRI H. C. VERMA All lndia Manufacturers & Dealers Association,
Bombay
SHRI H. K. GUHA ( Altsrnatc )
SHRT G. RAMAN, Director General, IS1 ( Ex-o$cio Member)
Director ( Civ Engg )
Secretary
SHRI K. M. MATHUR
Deputy Director ( Civ Engg ), IS1
Soil Testing Procedures Subcommittee, BDC 23 : 3
CO?l.X?l.9
DR ALAM SINGH University of Roorkee, Roorkee
Members
SHRI AMAR SINGH Central Building Research Institute (CSIR),
Roorkee
SHRI M. R. SONEJA (Alternate)
( Continued on page 7 )
2IS : 2720 ( Part XXV ) - 1982
Indian Standard
METHODS OF TEST FOR SOILS
PART XXV DETERMINATION OF SILICA
SESQUlOXlDE RATIO
First Revision )
(
0. FOREWORD
0.1 This Indian Standard ( Part XXV ) ( First Revision 1 was adopted
by the Indian Standards Institution on 24 December 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 With a view to establishing uniform procedures for the determination
to different characteristics of soils and also for facilitating a comparative
study of the results, the Indian Standards Institution is bringing out the
Indian Standard Methods of test for soils ( IS : 2720 ) which has been
published in parts. This part covers method for determination of silica
sesquioxide ratio. The silica sesquioxide ratio of clay is one of the
fundamental properties of the soil. This is used as a guide in the
mineralogical classification of Soil. Usually clay minerals of high
exchange capacity have also high silica sesquioxide ratio values while
those of low exchange capacity have a low ratio. The ratio is determined
on the clay fractibn ( particle size less than 0.002 mm ) of the soil. This
standard was first published in 1967. This revision covers improved
method of initial treatment of the soil specimen for conducting this test.
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 ( Part XXV ) lays down the method for determining
the silica sesquioxide ratio of soils.
*Rules for rounding off numerical values ( reuiscd).
3IS : 2720 ( Part XXV ) - 1982
2.. APPARATUS
2.1 Glass Bottles - of 300,500 and 1 000 ml capacity.
2.2 Cylinder - tall, wide mounted, 1 200 ml capacity.
2.3 Dishes, Porcelain
2.4 Buchner Funnel
2.5 Vacuum Trolley
2.6 Aspirator
2.7 Flask - measuring 100 and 250 ml.
2.8 Crucible with Lid
2.9 Tongs
2.10 Platinum Dish
2.11 Beaker - 400 and 800 ml capacity.
2.12 Muffle Furnace
2.13 Filter Paper - Whatman No. 42 and 50 or equivalent.
2.14 Reagents - The following reagents shall be used for the test.
Unless specified otherwise, pure chemicals ( see Note ) shall be used in
tests.
NOTE -I Pure chemicals ’ shall mean chemicals that do not contain impurities
which affect the results of analysis.
2.14.1 Hydrochloric Acid
2.14.2 Sodium Hydroxide
2.14.3 Ammonium Chloride
2.14.4 Ammonia
2.14.5 Rosolic Acid
2.14.6 Fusion MixtureIS : 2720 ( Part XXV ) - 1982
3. PROCEDURE
3.1 Initial Treatment of Soil Specimen - Ten grams of the dried
clay substance be separated by centrifuging - 2 micron fraction. It
should then be freed of exchangable cations by dialyses or with an
exchange resin. Colloidal impurities and organic impurities be then
oxidised with hydrogen peroxide. Later iron oxide be dissolved away
with oxalic acid and clay fraction washed free of oxalate ions and dried.
It should then be used for estimation of silica and aluminium oxide and
iron oxide.
3.2 Estimation of Silica - About one gram of the dried clay
accurately weighed shall be taken in a platinum dish and mixed with
fusion mixture 5 to 6 times the weight of the clay. It shall then be
ignited in the muffle furnace or any suitable arrangement (at about 9OO’C)
and cooled. The dish shall then be placed in the 800-ml beaker filled
with distilled water. A few millilitres of concentrated hydrochloric acid
shall be added and the beaker covered with watch glass. After some
time when the effervescence stops, the platinum dish shall be washed
with distilled water into the beaker containing the dish with the ignited
mass. The whole mass shall be evaporated to dryness on a sand bath
till whole of the hydrochloric acid disappears. If necessary, the process,
may be repeated to ensure complete baking or dehydration of silica. The
evaporation shall be continued for another hour to remove the last traces
of hydrochloric acid. Two hundred millilitre of distilled water shall be
added and heated for at least another 10 minutes, filtered through
Whatman fiIter paper No. 42 or equivalent and washed free from acid.
The whole of silica along with filter paper shall be placed in a preweighed
crucible. The crucible shall be placed in the muffle furnace for some
time till the weight of crucible with its contents becomes constant, then
cooled and ,weighed. The weight of silica shall be calculated by
subtracting the empty weight of the crucible.
3.3 Estimation of Alumininm Oxide and Iron Oxide
3.3.1 The sesquioxide ( Fe,O, + A1203 ) in the crucible shall be
fused with fusion mixture and then dissolved in hydrochloric acid. It shall
be added to the filtrate obtained in 3.2. About 5 ml of Bromine water
shall be added and the contents shall be made to 250 ml. Half of it
shall be taken for estimation of aluminium oxide and iron oxide. The
other half shall be taken for the estimation of iron oxide only.
3.3.2 To the first half about four grams of ammonium chloride (NHaCl)
and a few drops of rosolic acid solution shall be added and heated to
boiling. A little paper pulp shall then be added and the solution made
very slightly ammonical with dilute ammonia as shown by a faint
pink colour of rosolic acid and finally filtered through Whatman filter
5 .?
‘IIS : 2720 ( Part XXV ) - 1982
paper No. 42 or equivalent. The precipitates along with filter paper shall
be placed in a weighed crucible which shall then be ignited in the
muffle furnace or any other suitable arrangement. The final weight
shall be noted. The total weight of aluminium oxide plus iron oxide
shall be obtained by subtracting from the final weight, the weight of the
empty crucible.
3.3.3 To the second half of the filtrate obtained in 3.3.1, an excess
of concentrated sodium hydroxide shall be added and boiled. The
precipitate of iron hydroxide so formed shall be filtered. The aluminium
hydroxide dissolves in sodium hydroxide. The precipitates shall be
washed free from alkali by hot distilled water and dissolved in the
minimum quantity of hydrochloric acid. Ammonium chloride ( solid )
shall be added and the solution heated and again allowed to cool. Excess
of ammonium hydroxide solution shall then be added and precipitates so
formed filtered, dried along with the filter paper and transferred to the
pre-weighed crucible. The crucible shall be ignited in the muffle furnace
or any other suitable arrangement, cooled, reweighed and the weight of
iron oxide calculated. The difference between the weights of aluminium
oxide plus iron oxide ( AlzO, + Fe,O, ) and iron oxide gives the weight
of aluminium oxide.
4. CALCULATIONS
4.1 The values of silica, iron and alumina shall be expressed as percentage
of clay. Each value shall be divided by its molecular weight to obtain
the gram molecular percentage as given below:
Gram molecular percentage of silica ( SiO, ),
Weight of SiOa 100
a = Weight of clay ’ SO-
Gram molecular percentage of aluminium oxide ( AlaO, ),
Weight of Al,O, x 100
b
= Weight of clay 102
Gram molecular percentage of iron oxide ( Fe,Os ),
Weight of Fe,O, 100
’ = Weight of clay ’ 1597
The silica sesquioxide ratio is given by the following equation:
a
bfc
4.2 The average of three determinations shall be taken as the silica
sesquioxide ratio of the soil sample.
6IS : 2720 ( Part XXV) - 1982
( Continued from page 2 )
Members Representing
DEPUTY DIRECTOR RESEARCH Ministry of Railways
( GE-I ), RDSO
DEPUTY DIRECTOR
RESEARCH ( GE-III ), RDSO ( Alternate )
DIRECTOR Central Soil & Materials Research Station, New
Delhi
DEPUTY DIRECTOR ( Alternate )
DIRECTOR Public Works Denartment. Government of Uttar
Pradesh. Lucknow
DR B. L. DHAWAN ( Alternate)
SHRI H. K. GUHA Geologist Syndicate Private Limited, Calcutta
SHRI N. N. BHATTACHARAYA ( Alternate )
DR GOPAL RANJAN University of Roorkee. Roorkee
DR H. C. HANDA ( Altcrnate )
DR SHASHI K. GULHATI Indian Institute of Technology, New Delhi
SHRI P. JA~ANATRA RAO Centgllhyd Research Institute (CSIR ), New
LT-COL V. K. KANITKAR Minist:y of Defence ( Engineer-in-Chief’s Branch )
SRRI M. D. NAIR Associated Instruments Manufacturers (I) Private
Limited, New Delhi
PROF T. S. NAQARAJ ( Alternate )
RESEARCH OFFICER ( B & RRL ) Public Works Department, Government of
Punjab, Chandigarh
7INTERNATIONAL SYSTEM OF UNITS (SI UNITS)
Base Unite
QUANTITY UNIT SYMBOL
Length metre m
Mass kilogram
kg
Time second I
Electric current ampere A
Thermodynamic kelvin K
temperature
Luminous intensity candela cd
Amount of substance mole
Supplementary Units
QUANTITY UNIT SYMBOL
Plane angle radian rad
Solid angle steradian *r
Derived Units
QUANTITY UNIT SYMBOL DEFINITION
Force newton 1 N = 1 kg.m/s*
Energy joule J” 1J - 1 N.m
Power watt W 1W -IJ/r
Flux weber Wb 1 Wb- 1V.s
Flux density tesla T 1T = 1 Wb/m’
Frequency hertz HZ 1 Ha = 1 c/r (s-r)
Electric conductance riemens S 1 S = 1 A/V
Electromotive force volt V 1V -lW/A
Pressure, stress parcal Pa 1 Pa = 1 N/m*
|
801.pdf
|
IS, : 801 - 1876
Rcdii 1995 )
Indian Standard
CODE OF PRACTICE FOR USE OF
COLD-FORMED LIGHT GAUGE STEEL
STRUCTURAL MEM’BERS IN GENERAL
BUILDING CONSTRUCTION
( First Revision )
Seventh Reprint DECEMBER 1998
( Incorporating Amendment No. 1 )
UDC 624014.2 : 693.814 : 69tOOl*3
BUREAU OF INDIAN STANDARDS
MANAK BHAVAN. 9 BAHADUR SHAH ZAFAR MARG
NEW DELHI 110002
January 1976
Gr 8IS : 801-1975
Indian Standard
CODE OF PRACTICE FOR USE OF
COLD-FORMED LIGHT GAUGE STEEL
STRtJCTURAL MEMBERS IN GENERAL
BUILDING CONSTRUCTION
(First Revision)
Structural Engineering Sectional Committee, SMBDC 7
Chairman Representing
DXECTOR STANUARDS( CIVIL) Ministry of Railways
Members
SHRI L. N. AGRAWAL Industrial Pasteners Association of India, Calcutta
SHRI M. M. MURARKA (Alternate)
SHRI A. K. BANERJEE Metallurgical and Engineering Consultants (India)
Ltd, Ranchi
SHRI S. SANKARAN( Alternate)
SHRI P. C. BHASIN Department of Transport (Road Wing), Ministry
of Shipping & Transport
SHR~ .4. S. BISHNOI( Alternatej
;; ; p C$TJEE Government of West Bengal
. . . Central Mechanical Engineering Research Institute
(CSIR), Durgapur
DR P. DAYARATNA~I Indian Institute of Technology, Kanpur
SHRI D. S. DESAI Ail. N. Dastur & Co Pvt Ltd, Calcutta
DIRECTOR (MERI) Irrigation & Power Department, Government of
Ma!rarashtra, Bombay
RESEARCHO FFICER (Alternate)
DIRECTOR (TCD) Central Water & Power Commission (Power
Wing), New Delhi
SHRI P. V. N. IYENGER (Alternate)
EXECUTIVE ENGINEER (CENTRAL Central Public Works Department, New Delhi
STORESD IVISIONN o. II)
SHRI M. M. GHOSH Stewarts & Lloyds of India Pvt Ltd, Bombay
S~IRI S. C. GHOSH (Alternate)
SHRI A. G. GONSALVES Bridge & Roof Co (India) Ltd, Howrah
SHRI S. S. BOSE (Alternate)
Sam SAILAPAT~G UPTA Public Works Department, Government of West
Bengal, Calcutta
(Con&ed on page 2)
(9 Copyright 1982
BUREAU OF INDIAN STANDARDS
This publicatign is protected under the Indian Copyright Act (XIVof 1957) and
reproduction in *hole 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.
Bls I 801- 1975
(Conlinuedjr om page 1)
Members Representing
Snm G. S. IYER The Hindustan Construction Co Ltd, Bombay
SHRI S. M. GULATEE (Al&a&)
DR 0. P. JAIN Institution of ‘Engineers (India), Calcutta
JOINT DIRECTORS TANDARDS(B &S) Ministry of Railways
DEPUTY DIRECTORS TANDARDS
(B&S)-11 (A!fernalc)
SHRI S. D. KALE Bombay Municipal Corporation, Bombay
SHRI M. K. R. SHARMA (Allentale) . - _
SHRI CLu GHOWA Electrical Manufacturing Co Ltd, Calcutta
SHRI S. N. SINGH (Alternafe)
PROF K. D. MAHAJAN Engineer-in-Chief’s Branch, Army Headquarters,
New Delhi
PROF 8. V. RAMASWAMY (Alternate)
SHRI G. c. MA~WJR National Buildings Organisation, New Delhi
Srmr K. S. ~RISIVASAN (Aitcrnatc)
SHRI P. K. MALLICK Jessop & Co Ltd, Calcutta
SH~I A. P. KAYAL (Allernalc)
DR S. K. MALI.ICI( Indian Institute of Technology, Kharagpur
SHRI N. V. MANAY Mantons (Bangalore) Prt Ltd, Bangalore
SBRI A. K. MITRA Hindustan Steel Ltd, Durgapur
SHRI P. K. M~KHEHJEE Braithwaite & Co (India) Ltd, Calcutta
SHRI P. T. PATEL (Alfrmafe)
SHRI P. R. NATAR.~JAN Struc~o~~hetrgineering Research Centre (CSIR),
DR J. PURUSHOTHAM Central Water & PowerCommission (Water Wing),
New Delhi
DEPUTY DIRECTOR (GATES &
DESIGN) (Alternate)
REPRESENTATIVE Richardson & Cruddas Ltd, Bombay
SIIRI P. V. NAIK (Alfcmate)
KEPRE~ENTATIVE Burn & Co Ltd, Howrah
PROF P. K. SonI Jadavpur University, Calcutta
SHRI T. N. SUBBA RAO Indian Roads Congress, New Delhi
DR D. JOHNSON VICTOR (Altemati)
SUPERINTENDING EN G I N E E R Government of Tamil Nadu, Madras
(PLANNING& DESIGNC IRCLE)
E~EC~TIVIZ ENGINEER
(RUILDXNC. CENTRE
DIVISION) (Ahnafe)
MAJ R. P. E. VAZIFDAR Bombay Port Trust, Bombay
SHRI K. VEERARAO~VACHARI Bharat Heavy Electricals Ltd, Tiruchirapally
SHRI S. N. VOHRA Inspection Wing, Directorate General of Supplies
& Disposals (Ministry of Industries & Civil
Supplies)
Snar S. N. BA~U (Alkrnatc)
SHRI L. D. WADHWA Engineers India Ltd, N,ew Delhi
SHRI B. B. NAO (Alternate)
SHRI C. R. RAMA RAO, Director General, BIS (Ex-n@io Member)
Director (Strut & Met)
Secretary
SHRI S. S. SETH1
Assistant Director (Strut & Met), BIS
(Continued on page 37)
2
.A .* . __. j.- __” ._,. ^. _
IS 991-1975
:
Indian Standard
CODE OF PRACTICE FOR USE OF
COLD-FORMED LIGHT GAUGE STEEL
STRUCTURAL MEMBERS IN GENERAL
BUILDING CONSTRUCTION
( First Revision)
0. FOREWORD
0.1 This Indian Standard (First Revision) was adopted by the Indian
Standards Institution on 31 January 1975, after the draft finalized by the
Structural Engineering Sectional Committee had been approved by the
Structural and Metals Division Council and Civil Engineering Divicion
Council.
0.2 Cold-formed steel structural members are cold-formed in rolls or press
brakes from flat steel, generally not thicker than 12.5 mm. For repetitive
mass production they are formed most economically by cold-rolling, while
smaller quantities of special shapes are most economically produced on press
brakes. The latter process, with its great versatility of shape variation,
makes this type of conrtruction’as adaptable to special requirements as rein-
forced concrete is in its field of use. Members are connected by spot, fiilet,
plug or slot welds, by screw, bolts, cold ‘rivets or any other special devices.
0.3 This type of construction is appropriate and economical under one or
more of the following conditions:
a) Where moderate loads and spans make the thicker, hot-rolled shapes
uneconomical, for example, joists, purlins, girts, roXtrusses, complete
framing for one- and two-storey residential, commercial and
industrial structures;
b) Where it is desired that load-carrying members also provide useful
surfaces, for example, iioor panels and roof decks, mostly installed
without any shoring and wall panels; and
c) Where sub-assemblies of such members can be prefabricated in the
plant, reducing site erection to a minimum of simple operations,
for example, sub-assembly of panel framing up to 3 x 4 metros and
more for structures listed in (a), standardized package shed-type
utility buildings, etc.
3
.Is : 801” 1975
0.4 This standard was fiirst published in 19% and \vac mainly based on
1935 edition of ‘Specification !;?r thr: clr..igrl uf cokl fmrd steel str7lcrural
members’ _i ~uhlished by An7crican Iron a~1 Steel Jnstitute, New York.
Whi!e revlsmg the Tndian Standards, the Sectional Committee decided that
it should be, brought in line with the 19X edi;ion of the AlST pul& .>:ion,
as this has been the accepted practice in :hir i-ountry and most ,;uitabl,-
for this type of conwuction.
0.5 For t!le purpose: of tim~din~ wldiet~ a particular rq:lir.cmctnt 01‘ Ihij
standard i.; coz-ty;iicd \\rith, the final valtw, ol~crvcd or calcolatcd, expressing
thp resl71t of a test rJr analysis, shall be rounci~.tl of? in accnrdancc \virh
IS : 2-i%O+. The number of significa IT pLact:s reixined in the rounded off
value should be the sami- as that of the specitied vali~c in this standard.
1. SCQPE
1.1 This code applies to the design of structural rnembcrs cold-formed 10
shape from carbon or low-alloy, sheet or strip steels used for load carrying
purposes in buildings. It may also be used fijr structures, other than baildine
provided appropriate allowances are made for dynamic effects.
2. MATERIAL
2.1 Structural steel sheet or strip steei rhall conform to IS : 1079-19737.
2.2 Steels other than the one co\fered in 2.1 may be used provided such steel
. conforms to the chemical and mechanical repuirements of IS : 107%1173t
and its weldability is guaranteed.
3. DEFINITIONS
3.0 For the purpose of this code, the followicg definitions shall apply.
3.1 Stiffenedi Compression Elements --- A fiat compression e!ement,
for example, a plane compression flange of a flexural member or a plane
web or flange of a compression member, of which boLh edges parallel to t&e
direction of stress sre stif‘fened by a web, flange stiXening lip, intermediate
stiffener, or the like conforming to the requirements of 5.2.2.
3.2 Unstiffened Compression Elements --A flat element which is
stiffened at only one edge parallel to the direction of stress.
3.3 Mubiple Stiffened Elements - An element that is stiflened between
webs, or between a web and a stiffened edge, by means of intermediate
stiffeners which are parallel to the direction of’strcss and which conform to
the requirements of 5.2.2.2. A sub-element is the portion between adjacent
stiffeners or between web and intermediate stiffener or between edge and
intermediate stiffener.
*Rules for rounding off numerical values (w&A).
tspecification for hot rolled carbon sted sheet and strip (third revi&j.
4IS : 84M - 1975
3.4 Flat-Width Ratio - The flat-width ratio, w/t, of a single ffat clement,
is the ratio of the flat-width, W, exclusive of edge fillets, to the thickness t.
In the case of sections, such as I, T channel and 5 shaped sections, the width
w is the width of the flat projection of flange from web, exclusive of fillets
and of any stiffening lip that may be at the outer edge of the flange. In
the case of multiple-web sectuons, such as hat: 0’ or box shape sections, the
width w is the flat-width of flange between adjacent webs, exclusive of fillets.
3.5 Effective Design Width -- Where the M-width, w, of an element is
reduced for design purposes, the reduced design width b is termed the effective
width or the effective design width, and ix determined in accordance
with 5.2.1 and 5.2.5.
3.6 Thickness -. The thickness t of any element or section shall be the base
steel thickness, exclusive of coatings.
3.7 Torsional Flexural Buckling--A mode of buck!ing ,in which com-
pression members can bend and twist simultaneously.
3.8 Point Symmetric Section -A section symmetrical about a point
(centroid) such as a ,c section .having equal flanges.
3.9 Yield Point, Fy - It shall mean yield point or yield strength.
3.16 Stress -- Force per unit area; expressed in kilogram force per square
centimetre, abbreviated throughout as kgf/cma.
4. LOADS
4.1 For general guidance as to the various loads to be taken into account
in the design of structures, reference should be made to IS : 800-1962* 4
IS : 875-19647.
5. DESIGN PROCEDURE
5.1 AlI computations for safe load, stress, deflection and the like shall be in
accordance with conventional methods of structural design except as other-
wise specified herein.
5.2 Properties of Sections - Yroperties of se&ions (cross-sectional area,
moment of inertia, section modulus, radius of gyration, etc) shall be deter-
mined in accordance with conventional methods of structural design. Pro_
perties shall be based on the full cross section of the members (or net section
where the use of’s net section is applicable) except where the use of a reduced
cross section, or eflective design width, is required by the provisions of 5.2.1
and 5.2.5.
+t.ode.o f.practice for use of structural steel in general building construction (reuise,Q
tcode of practice for structural safety of buildings: Loading standards (m&f).IS : sol - 1975
5.2.1 Progerties of St$ened Compression Elements - In computing properties
of sections of flexural members and in computing values of Q (see 6.6.1.1)
for compression members, t!le flat-width w of any stiffened compression ele-
ment having a flat width ratio larger than (w/t)n, as hereinafter defined
shall be considered as being reduced l‘or design purposes to an effective design
width b or b, dctcrmined in accordance with the provisions of 5.2.1.1
or 5i2.1.2 whichever is applicable, and subject to the limitations of 5.2.5
where applicable. That portion of the total width which is considered
removed to arrive at the effective design width shall be located symmetrically
about the centre line of the element.
5.2.1.1 Elements without intermediate st$sners - The effective design
widths of compression elements which are not subject to the provisions
of 5.2.1.2 shall be determined from the following formulae* :
For load determination:
Flanges are fully effective (b = w) up to (zu/t)m,,=l 435/d’
For flanges with w/t larger than (w/t)li,
1
Exception: Flanges of closed square and rectangular tubes are fully
1 540
effective (b=w) up to (w/t)ll, = - 2/7 for flanges with w/t
1 _I
larger than (w/t)li,
6 2 120 420 1
-t = z C ‘- (w/t) d7
When members or assemblies are subject to stresses produced by wind and
earthquake forces, the effective design width b shall be determined for 0.75
times the stress caused by wind or earthquake loads alone, or 0.75 times
the stress caused by wind or earthquake plus gravity loads, when use is made
of the increased allowable stress permitted in 6.1.2.1 or 6.1.2.2.
For deJection &termination:
Flanges are fully effective up to (w/t)lf,,, = 1,850/d/f
For flanges with w/t larger than (w/t)llm
600 1
(w/t) z/f
*It is to be noted that where the flat-width exceeds (lu/l),,, the propertics of the section
shall frequently be determined by successive approximations or other appropriate methods,
since the stress and the effective design width are interdependent.
6ls : 8019 1975
Exception: Flanges of closed square and rectangular tubes are fully
effective up to (w/t)rtm=l 990/# for flanges with rujt
larger than (rci/t)rtm
b 2 710 545
--=_ 1 -
t z/f [ (w/t) d-y 1
where
w/t = flat-width ratio,
b = effective design width in cm, and
f = actual stress in the compression element computed on the
basis of the effective design width in kgf/cm2.
5.2.1.2 Multiple st$ened elements and ride stiflened elements with edge
stz~encrs - Where the flat-width ratio of a sub-element ofa multiple stiffened
compression element or of a stiffened compression element which does not
have intermediate stiffeners and which has only one longitudinal edge
connected to a web does not exceed 60, the effective design width, b, of
such sub-element or element shall be determined in accordance with the
provisions of 5.2.1.1. Where such flat-width ratio exceeds 60, the effective
design width, be, of the sub-element or element shall be determined from
the following formula*:
be b
-=-_-
O*lO (5 - 60)
t t
where
w/t ” flat-width ratio of sub-element or element,
b= effective design width determined in accordance witn the
provisions of 5.2.1.1 in cm, and
be = effective design width of sub-element or element to bc used
in design computations in cm.
For computing the effective structural properties of a member having
compression sub-elements or element subject to the above reduction in
effective width, the area of stiffeners (edge stiffener or intermediate stiffen-
ers?) shall be considered reduced to an effective area as follows:
For w/t betlveen 60 and 90:
A,, = 4 At
where
4 = (3 - 2 be/w) - 8 [1_$]y
For w/t greater than 90:
-4, = (be/w) At
*See 5.2.3(a) for limitations on the allowable flat-width ratio of a compression element
stiffened zit one edge by other than a simple lip.
tScs 5.2.2.2 for limitations on number of intermediate stiffeners which may be considered
effective and their minimum moment of inertia.
7113 the above expressions, A ef and A,+ relk wly to the area of the stiffener
section, excluGve of any portion of a~lja~cns elements.
The centmid of the stiffener is to be ccnsidered located at the centroid
of the fkll acea of the stiffcnttr, and the moment of inertia of the stiffener
about its own ccntroidal axis shall 1~ that of the full section of the stiffener.
5.22 Sta$kers j0r Com~ressiim Hemcnts
5.2.2.1 E&e .~~~j&rs--- In c~&r that a flat compression element may
be considered a strricned compression element, it shall be stitlked along
each longitudinal edge parai!el to the direction of stress by a web, lip, or
other stiffening means, having the following minimum moment of inertia:
---_.
&$ln -== 1.83 t4 z/~-281 203/F,. but not less than 9.2 t*
where
1bfr, = minimum allowable moment of inertia of stiEener (of any
shape) abotit its own centroidal axis parallel to the stiffened
elem~:nt in cm4, and
w/t = fhat-width ratio of stiffened element.
Where the stitfencr consists of a simple lip bent at right nn,gle~ to the stiren-
cd. element, the required overal ! tlcptlr &ln of su’ch lip may be determined
as f@ilows:
---_
&n, = 2.8 t ~(;c~/t)s-281 200/F, but not less than 4.8 t
A simple lip shall not be used as an edge stiffener for any element having
a flat-width ratio greater than 60.
5.2.2.2 Zntevxediate stiffemrs - In order that a Aat compression clement
may be considered a multiple stiffened element: it shall be stiffened between
webs, or between a web and a stiffened edge, by means of intermediate
stiffeners parallel LOt he direction of stress, and the moment of inertia of each
such intermediate stiflener shall be not less than twice the minimum allow-
able moment of inertia specified for edge stiffeners in 5.2.2.1 where w is the
, width of the sub-element. The following limitations shall also apply:
a) If the spacing of stiffeners between two webs is such that the flat-
width ratio of the sub-element between stiffeners is larger than
(w/t)lim in 5.21, only two intermediate stiffeners (those nearest
each web) shall be considered efTective.
b) If the spacing of stiffeners between a web and an edge stiffener is
such that the flat-width ratio of the sub-element between stiffeners
is larger than (w/t)Iim in 5.2.1, only one intermediate stiffener shall
be considered effective.
c) If intermediate stiff&ers are spaced so closely that the flat-width
ratio between stiffeners does not exceed (w/t)iim in 5.2.3, all the
stiffeners may be considered effective. Only for the purposes of
computing the flat-width ratio of the entire multiple-stiffened
8n.
element, such clement shall be considered as replaced by an element
without intermediate stiffeners whose width ZQ is the W!JO~ xvidt!l
between webs or from web to edge stiffener, and whose equiva!et;r
thickness ts is determined as follows:
-__
3’12 I,
ts = d .-ws
where
I, = moment of inc:-tia of the f1111a rea of the m-uitil)lc-stiEcncd
element, including tne intermediate stiffeners, about iis own
centroidai axis.
5.2.3 Maximm Allewaiilc Oaerall Flat-Width Ratios - Maxinulm alio~vable
overall flat-width ratios ZU//d isregarding intermediate stitfeners and taking
t as the actual thickness of the element. shall be as follows:
R i Stiffened compression element having nne longitudinal
edge connected to a web or flange element, the other
stiffened by:
Simple lip 60
Any other kind of stif&ner 90
bl Stiffened compression element with both longitudinal
edges connected to other stiffened elements 500
c) Unstiffened comuression element 6i‘
NOTE - Unstiffencd compression elements that have flat-width ratios exceed-
ing approximately 30 and stiflened compression elements that have fi:at-width
ratios exceeding approximately ‘250 are likely to develop noticeable dct’ormation
at the full allowable working stresses, without affecting the ability of the mcmb~r
to carry design loads.
Stifl‘ezed elements having flat-width ra:ios larger than 500 may be used nith
safety to support loads. but substantial deformation of such elements under load
may occx and may render inapplicable the design formulae given in this code.
cl; Lkusually wide jlazges --- Where a flange of a 9~xur.d member ii
unusua!iy wide and it is desired to limit :he maximtrn amount
of curling or movement of the flange towards the neutral asis, the
following formula applies to compression and tension flanges, either
stiffened or unstiffened:
where
zur = the width of flange projecting beyond the weI>, or haif of
the distance between webs for box- or U-type beams;
t= flange thickness;
d= depth of beam;
Cf = the amount of curling*; and
*l’he amount of curling that can be tolerated will vary with different kinds of sections and
shall be estab!ished by the designer. Amount of curling in the order to 5 percent of ths
depth of the section is usually nat considered rxcessive.IS : sol- 1975
fa,, = the average stress in the full, unreduced flange-width in
kgfl ems *(where members are designed by the effective
design width procedure, the average stress equals the maxi-
mum stress multiplied by the ratio of the effective design
width to the actual width).
5.2.4 Maximum Allowable Web Depth - The ratio h/t of the webs of flexural
mcmbcrs shah not exceed the foilowing limitations:
a) For members with unstiffened webs:
(h/t)Mlrr = 150
b) For members which are provided with adequate means of transmit-
ting concentrated loads or reactions or both into the web:
(h/t)M ax = 200
where
h = clear distance between Ranges measured along the plane of
web, and
t = web thickness.
Where a web consists of two or more sheets, the h/t ratio shall be computed
for individual sheets.
5.25 Unusually Short Spans Supporting Concentrated Loads - Where the span
of the beam is less than 30 wt (wr as defined below) and it carries one
concentrated load or several loads spaced farther apart than 2 wi, the effec-
tive design width of any flange, whether in tension or compression, shall be
limited to as given in Table 1.
TABLE 1 MAXIMUM ALLOWABLE RATIO OF m
DESIGN WIDTH TO ACTUAL WIDTH
L/WI RATIO L/w, RATIO
(1) (2) (1) (2)
30 140 14 0.82
25 0.96 12 0.78
20 0.91 10 0.73
18 0.89 8 0.67
16 0.86 6 0.55
I, - full span for simple spans; or the distance between inflection points for conti-
nuous beams; or twice the length of cantilever beams in cm.
ZQ = width of flange projection beyond the web for I-beam and similar sections or
half the distance between webs of box- or U-type sections in cm.
5.2.5.1 For flanges of I-beams and similar sections stiffened by lips at
the outer edges, wl shall be taken as the sum of the flange projection beyond
the web plus the depth of the lip.
10IS : Sol- 1975
6. ALLOWABLE DESIGN STRESS
6.0 General - The maximum allowable stresses to be used in design shall
be as given in 6.1 to 6.8.
6.1 Basic Design Stress - Stress on the net section of ttmion members,
and tension and compression on the extreme fibres of flexural membersshall
not exceed the value F specified below, except as otherwise specifically
provided herein:
F = OXiQ F,
where Fy is the specified minimum yield point.
When the increase in steel strength resulting from cold work of forming
is utilized in accordance with 6.1.1, the basic design stress shall be determined
as follows:
F == 0.60 Fla
where F,.,, is the average yield point <the full section.
Values of the basic allowable design stress F as defined above for some of the
grades covered in IS : 1079-1973* are given in Table 2.
TABLE 2 BASIC ALLOWABLE DESIGN STRESS F
MINIMUMY lrrm STRENGTH F
kgf/mm2 kgf/cm’
21 1 250
21 1 450
30 1800
3G 2 16Q
6.1.1 Utilizntion uf Cold Work of Forming - Allowable stresses shall be
based upon the specified minimum properties of the unformed steel. Utiliza-
tion, for design purposes, of any increase in steel strength that results frorr
a cold-forming operation is permissible provided that the methods and
limitations prescribed in 6.1.1.1 are observed and satisfied.
6.1.1.1 Methods and limitations - Utilization of cold work of formin!
shall be on the following basis:
a) The yield point of axially loaded compression mqmbers whe
Q=l,a nd the flanges of flexural members whose proportions ar
such that when treated as compression members the quantity 1
(see 6.6.1.1) is unity, shill be determined on the basis of eithr
(1) full section tensile tests [see 9.3.1(a)], or (2) stub column tes
[see 9.3.1(b)], or (3) computed as follows:
F,,= C Fyc+ (l -C)Fy,
*Specification for hot rolled carbon steel sheet and strip (third revision).
11IS 1 881-1975
where
F,. = average tensile yield point of the full section of compres-
sion members, or full flange sections of fiexural
members;
C= ratio of the total corner area to the total cross-sectional
area of the full section of compression members, or
full flange sections of flexural members;
Fyc = tensile yield point of corners, B, F,/(R/t)m. The
formula does not apply where Fu/Fy is less than 1.2,
R/t exceeds 7, and/or maximum included angle exceeds
120”;
Fn = weighted average tensile yield point of the flat portions
established in accordance with 9.3.2 or virgin yield
point if tests are not made;
& = 3.69 (&IFy) - 0.8;9 (F,/F,)* - 1.79;
-
0,192 (F,/F,) - 0468;
Rms inside bend radius;
F, = tensile yield point of virgin steel* specified in 2.1 or
established in accordance with 9.3.3; and
F,, = ultimate tensile strength of virgin steel specified in 2.1
or established in accordance with 9.3.3.
b) The yield point of axially loaded compression members withQ less
than unity, and the flanges of fiexural members whose proportions
are such that when treated as .:ompression members the quantity
Q (see 6.6.1.1) is less than unity, may be taken a.s (1) the tensile
yield point of thevirginsteel* specified in IS : 1079-1973t, or (2)
the tensile yield point of the virgin steel established in accordance
with 9.3.3, or (3) the weighted avera.ge tensile yield point of flats
established in accordance with 9.3.2.
c) The yield point of axially loaded tension members shall be deter-
mined by either method (1) or method (3) prescribed in (a) above.
d) Application of the provisiOns of 6.1.1.1(a) shall be confined to the
following:
1) Basic Design Stress (6.1),
2) Compression on Unstiffened Elements (6.2),
3) Laterally Unbraced Beams (6.3),
4) Axially Loaded Compression Members (6.6),
5) Combined Axial and Ben$~m~;;sses. (6.7),
6) Cylindrical Tubular m Compression or
Bending (6.8), and
7) Wall Studs (8.1).
*Virgin steel refers to the condition (that is coiled or straight) of the steel prior to the
cold-forming operation.
tSpccification for hot rolled carbon steel sheet and strip (third reuirion).
12
.IS : 801- 1975
Application of all provisions of the code may be based upon the
properties of the flat steel before forming or on 6.1.1 J(b) or (c)
as applicable.
e) The effect on mechanical properties of any welding that is to bc
applied to the member shall be determined on the basis of tests of
full section specimens containing within the gauge length such
welding as the manufacturer intends to use. Any necessary allow-
ance for such effect shall be made in the structural use of the
member.
6.1.2 Wind, Earthquake, and Cimbined Forces
6.1.2.1 Wind or earthquake only - Members and assemblies subject only
to stresses produced by wind or earthquake forces may. be proportioned for
stresses 33i percent greater than those specified for dead and live load
stresses. A corresponding increase may be applied to the allowable stresses
in connections and details.
6.1.2.2 Combined forces - Members and assemblies subject to stress
produced by a combination of wind or earthquake and other loads may be
proportioned for unit stress 333 percent greater than those specified for
dead and live load stresses, provided the section thus required is not less
than that required for the combination of dead load and live load.
For primary and secondary members of roof assemblies and roof deck,
the allowable stresses may be increased by 33$ percent for combined stresses
due to dead load, gravity live load (if any) and ponding, provided the section
thus required is not less than that required for the combination of dead load
and live load.
Corresponding increases may be applied to the allowable unit stresses
in connections ‘and details.
6.2 Compression on Unstiffened Elements - Compression Fc in
kgf/ cm2 on flat unstiffened elements:
a) For w/t not greater than 530/&$ :
F, = 0.60 r;,
b) For w/t ratio greater than 530/4z but not greater than 1 21 O/~/F,* :
I;c = Fy rO.767 - (3.15/104) (w/l)z/~&-j
c) For w/t ratio greater than 1 210/,/FY but not greater than 25*:
Fc = 562 000/(w/tj2
*When the yield point of steel is less than 2 320 kgf/cm* then for w/t ratios between
530/,& and 25:Ist 8ol-1975
cl) For wit ratio from 25 to 60*:
For angle struts: Fc = 562 OOO/(w/t)s
For all other sections: Fc = I 390 - 20 w/t
1x1 the above formulae, w/t is the flat-width ratio as defined in 3.
6.3 Laterally Unbraced Beams -To prevent lateral buckling, the
maximum co!npression stress Ft, on extreme fibres of laterally unsupported
straight flexural memherst shall not exceed the allowable stress as specified
in 6.1 or 6.2 nor the following maximum stresses:
a) When bending is about the centroidal axis perpendicular to the
web for either I-shaped sections symmetrical about an axis in the
plane of the web or symmetrical channel-shaped sections:
L2 s,, 0.36 rr2E C,,
when ---- is greater than but less than 1’8 “y cb
n I,, FY Y
Fb=fFY- 5.4;;;~
when
L2 sx, 1.8n2Ecb
is equal ,to or greater than
d &c F Y
d&c,
I;r, = 0.6 r2 E c, m
b) For point-symmetrical Z-shaped sections bent about the centroidal
axis perpendicular to the web:
G.!89E C,,
is greater than --_._.-- but less than ?” z E cb
f;Y Y
when * is equal to or greater than ‘.’ ry ”
YC Y
d&c
FI, =0.3 ti Ectiiz
*Uns:ifTened compression eiements having ratios of rq’t exceeding approximately 30 may
show notiLeab!e distortion of the free edges uncier allowable compressive stress without detri-
mcnt to the ability of the member to support load. For ratios of w/t exceeding approxi-
mately 60 distortion of the flanges is iikeiy to be SO pronouncrd as to render the section
structurally undesirable unless load and stress are limited to such a degree as to render such
use uneconomical.
t’I2.e provisions of this Section apply to I-, Z-, or channel-shaprd flexural members (not
including nnritiplc-web deck, U-and closed-box type members and curved or arch members).
The pro:Gsior:s of this Section do not apply to laterally unbraced compression flanges of other-
wise h~rerally stable sections.
14IS : sol- 1975
whcrc
L== the unbraced length of the member;
I,, = the moment of inertia of the compression portion of a sec-
tion about the gravity axis of the entire section parallel to
the web;
s,, =
Compression section modulus of entire seclion about
major axis, Ix divided by distance to extreme compression
fibre;
Gb = bending coefficient which can conservatively be taken as
unity, or calculated from:
Ct, = 1.75 + 1*05(z) + 0.3 ($):but not morethan2.3.
Where Ml is the smaller and MI the larger bending
moment at the ends of the unbraced length, taken about
the strong axis of the members, and where MI/MS, the
ratio of end moments is positive when MI and M, have
the same sign (reverse curvature bending) and negative
when they are of opposite sign (single curvature bending).
When the bending moment at any point within an
unbraced length is larger than that at both ends of this
length, the ratio Ml/MS shall be,taken as unity.
For members subject to combined axial and bending S~RSS
(sue 6.7), Ct,, shall be 1.
E = modulus of elasticity = 2 074 000 kgf/cm*; and
d = depth of section.
6.4 AlIowalle Stresses in Web of Beams
6.4.1 Shcor Stresses in Webs -The maximum average shear stress F,, in
kgf/cm”, on the gross area of a flat web shall not exceed:
a) For h/t not greater than 4 590/1/T
F _1275dG
Y with a maximum of 0.40 Fy
h/t
b) For h/t greater than 4 59O/dFT
F = 5 850 000
-”
(h/t)’
where
t = web thickness,
A = clear distance between flanges measured along the plane
of web, and
F, = yield point in kgf/cma.
15IS : 801~ 1975
IL’herc the web consists of two or more sheets these shall be consi-
der-cd as separate members carrying their share of the shear.
6.4.2 Bending Stress in Ltkhs - The compressive stress Fb,., in kgf/cm2, in
the Aat web of a beam due to bending in its plane, shall not exceed F nor
shall it cxcerd:
36 560 000
FbW = kgf/cms
(h/Q2
6.4.3 Combined Bending and Shear Stresses in Webs - For webs subject to
both bending and shcar stresses, the member shall be so proportioned that
such stresses do not exceed the allowable values specified in 6.4.1 and 6.4.2
and that the quantity 2/(fhW/FbW)” + (f;/FVJ2 does not exceed unity:
where
fbw =I actual compression stress at junction of flange and web;
36 560 000
FhW == I___ kgf/cms;
. (h/l)2
..fv = actual average shear stress, that is, shear force per web divided
bv webs area; and
F, = allowable shear stress as specified in 6.4.1 except that the limit
of 04 Fy shall not apply.
6.5 Web Crippling of Beams - To avoid crippling of unreinforced beam
webs having a flat-width ratio h/t equal to or less than 150, concentrated
loads and reactions shall not exceed the values of PM&~ given below. Webs
of beams for which the ratio h/t is greater than 150 shall be provided with
adequate means of transmitting concentrated loads and reactions directly
into the web.
a) Beams having single unreir$orced webs:
(1) For end reactions or for concentrated loads on outer ends of
cantilevers:
For inside corner radius equal to or less than the thickness
of sheet:
P ~~~ = 70 12 [98 + 4,20(,X/t) - 0.022 (A-/t) (h/k) - 0,011 (h/t)]
x [I.33 - 0.33 (F,/2 320)-j (Fyi2 320)
f;or other corner radii up to 4 t, the value ~~~~ given by the
above formula shall be multiplied by (I.15 -0.15 R/t).
(2) For reactions of interior supports or for concentrated loads
located anywhere on the span:
For inside corner radius equal to or less than the thickness of
sheet:
Phiax = 70 t2 [305 + 2.30 (X/tj- 0.009( ,Llt(h)/ t) - 0.5 (h/t)]
x [I.22 - 0.22 (Fyi2 320)] iFy/23 20)
16IS : 801- 1975
For other corner radii up to 4 t, the value Pwax given by the
above formula is to be multiplied ,by (1.06 - 0.06 R/L).
(3) For corner radii larger than 4 t, tests shall be made in accordance
with 9.
b) For I-beams made of two channels connected back to back 07 fo7 similar
sections which provide a high degree of restraint against rotation of the web,
such as I-sections made by welding two angles to a channel:
(1) For end reactions or for concentrated loads on the outer ends
of cantilevers:
PMsX = t2 F, (4.44 + 0.558d.N/t)
(2) For reactions of interior supports or for concentrated loads
located anywhere on the span:
PMvlax= t2 F, (6.66 + ll46m)
In all of the above, PM*~ represents the load or reaction for one solid web
sheet connecting top and bottom flanges. For webs consisting of two or more
such sheets, ~~~~ shall be computed for each individual sheet and the results
added to obtain the allowable load or reaction for the composite web.
For loads located close to ends of beams, provisions of 6.5(a) (2) and (bj (2)
apply, provided that for cantilevers the distance from the free end to the
nearest edge of bearing, and for a load close to an end support the clear
distance from edge of end bearing to,nearest edge of load bearing is larger
than 1.5h. Otherwise provisions of6.5(a) (1). and (b) (2) apply.
In the above formulae,
allowable concentrated load or reactions ;
~MMSX =
t = web thickness ;
_V = actual length of bearing, except that in the above formulae
.the value of Nshall not be taken greater than h;
h = clear distance between flanges measured along the plane of web ;
FY = yield point; and
R = inside bend radius.
6.6 Axially Loaded Compression Members
6.6.1 Stress
6.6.1.1 Shapes not subject to torsional-Jlexural buckling
(a) For doubly-symmetric shapes, closed cross-sectional shapes or
cylindrical sections, and any other shapes which can be shown
not to be subject to torsional-flexural buckling, and for members
braced against twisting, the average axial stress P/A, in
compression members shall not exceed the following values of
17IS : S01 - M7~
F*I except as otherwise permitted by 6.6.l.l(b) !
cc
KLfr less than ——
%“2
12 3( QFy)2 A-L ~
&=23 Q&-- —
23 nz E ()
QFV K~r ‘
= 0“5!22 QF, – (—— i2— 500 )
K L/r equal to or greater than “-
<Q
12 #E
F.l = -
23 (K J!+}z
10680000
= (K
[./r)’
WI;eVT
G = ~2 nz E/F,;
P ==total load;
.4 = fidl tmreduced cxoss-sectional area of the member;
Fal := allowable average compression stress under concentric
hwling;
E =::modulus of elasticity = 2074000 kgf/cm2;
K = Hective length factor*;
L =. unbraced length of member;
radius of gyration of full, unreduced crosssection;
F: ~ yieid point of steel; and
Q= a factor determined as follows:
(1) For members composed entirely of stifEenedelements,
Q is the ratio between the effective design area, as
determined from the effective design widths of such
elements, and the full or gross area of the cross
section. The effective design area used in determining
$Qe~i~6*msed upon the basic design stress F as
(2) For membem composed entirely of unstifleneti ele-
ments, Q.istheratio between theallowable compression
stress Fe for the weaktstelement of the cross section
(the clement having the largest flat-width ratio) and
lIK1frames where lateral stabiIity is provided by diagonal bracing, shear w@, attach-
ment to an ad.;accnt structure having adequate lateral stability, or by floor slabs or roof
decks secured horizonWILYby walls or bracing sysmrnsparaUel to the plme of the fiamc,
a .d in trusses the effcctire lengthfactorK for the compression members shall be taken as
unity, unless analysis shows that a smaller value may bc used. The effective knt@ KL of
comprcs~ion mernbem, in a fkaxnewhich depen& upon its own bending stifhws forlateral
yt.ati]lity, shall be determined by a ratiovtal method and shall not be less than the actual
t~nbraced length,
18L. ,. .
IS : 861- 1975
the basic design stress, F, where F, is defined in 6.2
and F is as defined in 6.1.
(3) For members composed of both stiffened and un-
stiffened elements the factor Q is the product of a
stress factor QB computed as outlined in (2) above
and an area factor Q8 computed as outlined in (1)
above, except that the stress upon which Qa is to be
based shall be that value of the stress FB which is used
in computing Q,, and the effective area to be used in
computing (La shall include the full area of all un-
stiffened elements.
b) When the factor Qis equal to unity, the steel is 2.29 mm or
more in thickness and K L/Ti s less than Cc:
1 (KL/r)z 1FY
-2(c,)2
Far = 5
3 (K L/r) (X L/r)3
L---.p
- -1
3 8 (Cc) 8 (Cc)3
6.6.1.2 Singly-symmetric and nonsymmetric shapes of open cross section or
intermittently fastened singly-symmetrical combonents of built-up shakes having Q= 1 .O
whick may be subject to torsionalfi?xural buckling - For singly-symmetric or non-
symmetric shapes of open cross section or intermittently fastened singly-
symmetrical components of built-up shapes having Q=l .O which may be
subject to torsional-flexural buckling and which are not. braced against
twisting, the average axial stress P/A shall not exceed Fal specified in 6.6.1.1
or F,, given below:
For UTro70.5 Fp:
F,, = 0522 F,.- Fy2
7.67 UTFO
For orro90.5 F,:
Faa = 0.522 uTFo
where
Fas = allowable average compression stress under concentric loading,
and
UTF(-J = elastic torsional-flexural buckling stress under concentric
loading which shall be determined as follows:
a) Singly-symmetric shapes - For members whose cross sections
have one axis of symmetry (x-axis), 0~~0 is less than
both ueX and ut and is equal to:
1 1
UTFO = r8 (“ex + “t) - d(Uex + Ut)2 - 4/3 ‘Jex ‘Jt
19
.IS : 801- 1975
where
sex = (X $:)z
B = 1 - h!~lJ2,
A = cross-sectional area,
Y0 = Z/Y,2 + $2 -+ X02 = poiar radius of gyration of cross
section about the shear centre,
I x, rY = radii of gyration of cross section about centroidal
principal axes,
E = modulus of elasticity = 2 074 000 kgf/cm*,
G = shear modulus = 795 000 kgf/cm2,
X = effective length factor,
L = unbraced length of compression member,
x0 = distance from shear centre to centroid along the
principal x-axis,
3 = St Vcnant torsion constant of the cross section, cm4.
For thin walled sections composed of n segments of
uniform thickness,
3 = (l/3) (&3 + 12t23 + . . . . . . + l&. . . . + l&3),
ti T= strel thickness of the member for segment i,
11 = length of middle line of segment i, and
C, L- warping constant of torsion of the cross section.
b) Nonsymmetric shapes - Shapes whose cross sections do not
have any symmetry, either about an axis or about a point,
0~~0 shall be determined by rational analysis.
Alternatively, compression members composed of such
shapes may be tested in accordance with 9.
6.6.1.3 Singly-symmetric or nonsymmetric shapes or intermittently fastened
sing+symmetricaZ components of built-up shapes having Q< I.0 which are subject to
torsional-Jexural buckling - Compression members composed of singly-
symmetric, or nonsymmetric shapes or intermittently fastened singly-
symmetrical components of built-up shapes having Q< 1 .O which are subject
to torsional-flexural buckling and which are not braced against twisting
can be conservatively proportioned by replacing F, by QFY in 6.6.1.2 or
their strength may be determined by tests in accordance with 9. Qis
defined in 6.6.1.1.
6.6.2 Bracing and Secondary Members - On the cross section of axially
loaded bracing and secondary members*, when L/r ratio exceeds 120, the
*A secondary member is one upon which the integrity of the structure as a whole does
not depend. For this case, X is taken as unity.
20b,..
IS : 891- 1975
allowable compression stress under concentric loading I;Bs shall be deter-
mined as follows:
F.
F,,B =
1.3 - *&r
In the above formula, the maximtim stress F. shall be determined
by 6.6.1.1 or 6.6.1.2 whichever is applicable.
6.6.3 Maximum SIrnderness Ratio - The slenderness ratio he L/r of com-
pression members shall not exceed 200, except that during construction
only, K L/r shall not exceed 300.
6.7 Combisud Arirl and Bending Stresses
6.7.1 Doubly-Symmetric Shapes ok Shapes .Not Subject to 7orsional or Torsional-
Flexural Buckling - When subject to both axial compression and bending,
doubly-symmetric shapes or shapes which are not subject to torsional or
torsional-flexural buckling shall be proportioned to meet the following
requirements:
<l.O
when
6 < 0.15, the following formula may be used in lieu of the above two
&I formulae:
The subscripts ‘x’ and ‘y’ in the above formulae indicate the axis of
bending about which a particular stress or design property applies.
6.7.2 Singly-Symmetric Shafis or Intermittently Fastened Singly-Symmetric
Components of Built-Up Shapes Having Q - I.0 W’htch May Be Su!@ct to Tor.rional-
Flexural Buckling -- Singly-symmetric shapes subject to both axial compression
and.bending a plied in the plane of symmetry shall be proportioned to meet
the following Po ur requirements as applicable:
a>
21IS : sol- 1975
when
fa
F & 0.15, the following formula may be used in lieu of the
al above two formulae:
b) If the point of application of the eccentric load is located on the side
of the centroid opposite from that of the shear centre, that is, if c
is positive, then the average compression stress f. shall also not
exceed Fa given below:
For qr >0.5 Fy:
F2
r;, = 0.522 Fy - -
767 Vr-,T
For 0~~40.5 F,.:
F. = O-522 (J-~,T
where
on shall be determined according to the formula:
= 1.0
c) Except for T-or unsymmetric I-sections, if the point of application
of the eccentric load is between the shear centre and the centroid,
that is, if e is negative, and ii Fnr is larger than F,,, then the average
compression stress fs shall also not exceed F. given below:
Fa = Far + -& (FOE - Fa;‘,,)
d) For T- and unsymmetric I-sections with negative eccentricities:
1) If the point of application of the eccentric load is between the
shear centre and the centroid, and if F,, is larger than Faa,t hen
the average compression stress f. shall also not exceed F,
given below:
Fa = ha + -$ P’ao - Fa,)
2) If the point of application of the eccentric load is located on the
Gde of the shear centre opposite from that of the centroid, then
the average compression stress f. shall also not exceed F,,
given below:
W
nrr >0.5 F,, Fa = 0.522 Fy - -
7.67 UTF
0~~0.5 F,, F. =. 0.522 OTF
22ls : 891-1 975
m shall be determined according to the formula:
In 6.7.2, x and y are centroidal axes and the x-axis is the axis of syrnmetry
whose positive direction is pointed away from the shear centre.
In 6.7:
c, = a coefficient whose value shall be taken as follows:
a) For compression members in frames subject to joint transla-
tion (sideway) C, = 0.85.
b) For restrained compression members in frames braced
against joint translation and not subject to transverse load-
ing between their supports in the plane of bending
cm = 0% - 0.4 2, but not less than 0.4
2
M
where 2 is the ratio of the smaller to larger moments
Ms
at *the ends of that portion of the memt _, unbraced
in the plane of bending under consideration.
M
’ is positive when the member is bent in reverse
‘M,
curvature and negative when it is bent in single
curvature.
c) For compression members in frames braced against joint
translation it the plane of loading and subject to transverse
loading between their supports, the value of C, may be
determined by rational analysis. However, in lieu of such
analysis, the following values may be used : ( 1) for members
whose ends are restrained, C, = 0.85, and (2) for members
whose ends are unrestrained, C, = 1 .O.
Cm = a coefficient whose value shall be taken as follows:
a) For compression members in frames subject to joint transla-
tion (sideway) CTF = 0.85.
b) For restrained compression members in frames braced
against joint translation and not subject to transverse load-
ing between their supports in the plane of bending
C,, = 0.6 - 0.4 2
f
M
where -1 is the ratio of the smalier to larger moments
Ms
23l!s : 801- 1975
at the end of that portion of the members, unbraced
in the plane of bending under consideration.
MI
is positive when the member is bent in reverse
K
curvature and negative when it is bent in single
curvature.
G= distance from the centroidal Uris to the hbre with maximum
compression stress, negative when the fibre is on the shear
centre side of the centroid
d= depth of section
d= eccentricity of axial load with respect to the centroidal r?xis,
negative when on the shear centre side of the centroid
Fa = maximum average compression stress
F ac = average allowable compression stress determined by both
requirements 6.7.2(a) and 6.7.2(d)(2) if the point of appli-
cation of the eccentric load is at the shear centre, that is, the
calculated values off, and FS for c = x0
FSE = average allowable compression stress determined by require-
ments 6.7.2(a) if the point of application of the eccentric load
is at the shear centre, that is, the calculated value off, for e = x0
F allowable compression stress under concentric loading deter-
a0 =
mined by 6.6.1.1 for L = 0
Fa, = allowable compression stress under concentric loading accord-
ing to 6.6.1.1 for buckling in the plane of symmetry
Fa, = allowable compression stress under concentric loading from
6.6.1.2
Fb = maximum bending stress in compression that is permitted by
this code where bending stress only exists (SIC6 .1, 6.2 and 6.3)
Fbl = maximum bending stress in compression permitted by this
code where bending stress only exists and the possibility of
lateral buckling is excluded (J& 6.1 and 6.2)
F)e = 127raE (mayb e increased one-third in accordance with
23 (K Lb/rb)’
6.1.2)
fa =
axial stress = axial load divided by full cross-sectional area of
member P/A
fb = maximum bending stress = bending moment divided by appro-
priate section modulus of member M/S, noting that for
members having stiffened compression elements the section
modulus shall be based upon the effective design widths of such
elements
241s : sol- 1975
lxC = moment of inertia of the compression portion of a section
about its axis of symmetry
II = moment of inertia of the section about they-axis
1
j = & 2%” dA + py” dA _ xg
Y
where x is the axis of symmetry and y is orthogonal to x
h- = effective length factor in the plane of bending
Lb = actual unbraccd length in the plane of bending
yo2 1
MC = -Auex [j + v’j2 + ( 0 tl uex)] = elastic critical moment caus-
ing compression on the shear centrc side of the centroid
MT = -Au,, [j - dj” + r,,2 (q/a,,)] = elastic critical moment caus-
ing tension on the shear centre side of the centroid
r,, = radius of gyration about axis of bending
rxc = radius of gyratio.1 about the centroidal axis parallel to the
web of that portion of the I-section which is in compression
when there is no axial load
SYC= compression section modulus of entire section about axis normal
to axis of symmetry, I,/distance to extreme compression fibre
x0 = x coordinate of the shear centre, negative
Mcc
UbC = - = maximum compression bending stress caused by MC
1,
For I-sections with unequal flanges UJbem ay be approximated by
n2.Ed I,c
L2 SW
MT c
-r maximum compression bending stress caused by A&
UbT =
ZY
For I-sections with unequal flanges 0b.r may be approximated by
yr2 Ed I,.
L2 SW
e---c
‘Jbl = UTF 2 - maximum compression bending stress in the
TY
section caused by llrr
x0 c
ub2 = m-7
TY
E
v2
ae =
(fi- Lb/rb)’
CJm = average elastic torsional-flexural buckling stress, that is, axial
load at which torsional-flexural buckling occurs dividr.3. by the
full cross-sectional area of member
25IS t sol-1 975
4 4 ‘0, rr, uex, ut, UTFO are as defined in 6.6.1.2.
6.7.3 Singly-Symmetric Sha@es or Intermittently Fastened Singly-Symmetric Corn-
fmnents of Built- Up Shapes HaGng Q< 1.0 Which May Be Subject to Torsional-
Flexural Buckling - If Q< 1 .O singly-symmetric shapes or intermittently
fastened singly-symmetric components of built-up shapes subject to both
axial compression and bending applied in the plane of symmetry can be
conservatively proportioned by replacing FY by QFY in 6.7.2, or their
strength may be determined by tests in accordance with 9. Q is defined
in 6.6.1.1.
6.7.4 Sing&Symmetric Shapes Which Are Nonsymmetrically Loa&d - Singly-
symmetric shapes subject to both axial compression and bending applied
out of the plane of symmetry shall be designed according to 9.2.
6.8 Cylindrical Tubular Members in Compression or Bcndfng -
For cylindrical tubular members with a rati? D/t of mean diameter to wall
thickness not greater than 232 000/F,, the compression stress shall not
exceed the basic design stress F.
For cylindrical tubular members with a ratio D/t of mean diameter to
wall thickness larger than 232 000/F, but not greater than 914 000/F, the
compression stress shall not exceed
F = 46 540
r olt + 0.399 F>
For compression members the allowable stress P/A under axial load
shall also not exceed F81 as prescribed by 6.6.1.1 for Q = 1.
7. coNNEcTXoNs
7.1 General - Connections shall be designed to transmit the maximum
stress in the connected member with proper regard ior eccentricity. In
the case of members subject to reversal of stress, except if caused by wind
or earthquake loads, the connection shall be proportioned for the sum of the
stresses.
7.2 Welds
7.2.1 Fusion We&is - Fusion welds shall be proportioned so that stresses
therein do not exceed the following values:
SpeciJied Minimum Yield Permissible Stress* in
Point of Lowest Strength Shear on Throat of Fillet
Steel Being Joined or Plug Welds
kgf/cms kgf/cma
Q 2 500 955
> 2 500 but 93 500 1 100
> 3 500 1 250
26Is : 801-197s
The allowable stress in tension or compression on butt welds shall be the
same as prescribed for the lower grade of the base metals being joined,
provided the welds are of full penetration type and the yield strength of
the filler metal is equal to or greater than the yield strength of the base
metal. Stresses due to eccentricity of loading, If any, shall be combined
with the primary stresses, and the combined stresses shall not exceed the
values given above.
Stresses in a fillet weld shall be considered as shear on the throat for
any direction of the applied stress. Neither plug nor slot welds shall be
assigned any value in resistance to any stresses other than shear.
7.2.2 Resistance Welds -In sheets joined by spot welding the allowable
shear per spot shall be as follows:
Thickness of Allowable Shear Thickness of Allowable Shear
Thinnest Outside Strength per Thinnest Outside Strength per
Sheet spot Sheet spot
(1) (2) (1) (2)
mm kg mm kg
0.25 23 2.00 489
0.50 2.50 625
0.80 1:: 2.80 750
1 .oo 159 3.15 909
1.25 239 5.00 1 818
1.60 330
NOTE - The above values are based upon A WS C- 1.1-66 ‘Recommended practices for
resistance welGng’, issued by the American Welding Society, and apply to pulsation
welding as well as spot welding. They are applicable for all structural grades of low
carbon steel, and are based on a factor of safety of approxtmately 2.5 applied to selected
values from AWS C-1.1-66 Tables 1.1 and 1.3. Values for in.ermediate thicknesses may
be obtained by straight line interpolation. The above values may also be applied to
medium carbon and low alloy steels. Spot welds in such steels give somewhat higher
s&ear strengths than those upon which the above values are based, however, they may
require special welding conditions. In all cases welding shall be performed in accordance
with IS : 819-1957*.
7.3 Connecting Two Cliannels to Form an I-Section - The maximum
permissible longitudinal spacing of welds or other connectors, &fax joining
two channels to form an f-section shall be:
a) For Compression Members:
L rev
LY M ax = -
2 r1
where
L = unbraced length of compression members;
*Code or” practice for resistance spot welding for light assemblies in mild steel.
27ls : 801- 1975
r CI = radius of gyration of one channel about its centroidal
axis parallel to web; and
Yl = radius of gyration of I-section about the axis perpendi-
&lar to the direction in which buckling would occur
for the given conditions of end support and intermediate
bracing, if any.
I,) For Flexural Members:
Sax = L/6
In no case shall the spacing exceed the value
\vllcrc
LS span of beam;
g” vertical distance between the two rows of connections
near or at top and bottom flanges;
Ts = strength of connection in tension;
m = distance of shear centre of channei from mid-plaue of
the web, for sin,ple channels :\.ithout stiffening lips at the
outer edges,
WI2
m= ; and
2 wi f d/3
¶== intensity of load on beam (see 7.3.1).
For C-shaped channels with stiffening lips at the outer edges,
I
wl dt
m= n wldf2d, d-
x C ( S)]
where
wr = projection of flatrges from inside face ol‘ web (for
channels with flanges of unequal Lvidth, or shall be
taken as the width of the wider flangej;
d= depth of channel or beam;
dI = overall depth of lip; and
z, = moment of inertia of one channel about its centroidal
axis normal to the web.
7.3.1 The intensity of load Q is obtained by dividing the magnitude of
concentsateii ioads or reactions by the length of bearing. For beams design-
ed for a uniformly distributed load, the intensity q shall be taken equal
tL three times the intensity of the uniformly distributed design load. If
the length of bearing of a concentrated load or reaction is smaller than the
weld spacing, s, the required strength of the welds or connections closest
to the load or reaction P, is
7-S=
Pm/2 g
28IS : 801- 1975
7.3.2 The required limited spacing of connections &t&, depends upon the
intensity of the load directly at the connection. Therefore, if uniform
spacing of connections is used over the whole length of the beam, it shall hc
determined at the point of maximum local load intensity. In cases where
this procedure would result in uneconomically close spacing either cf the
following methods may be adopted:
a) The connection spacing may be varied along the beam according
to the variation of the load intensity; or
b) Reinforcing cover plates may be welded to the flanges at points
where concentrated loads occur. The strength in shear of the
connections joining these plates to the flanges shall then be used
for TS and g shall represent the depth of the beam..
7.4 Spacing of Connections in Compression Elements -. Thr spacing
s in line of stress of welds, rivets, or bolts connecting a compression
cover plate or sheet to a non-integral stiflener or other element shall not
exceed:
a) that which is required to transmit the shear between the connected
parts on the basis of the design strength per connection specified
in 7.2; nor
b) 1 680 t/d’ w h ere t is thickness of cover plate or sheet, and f is
design stress in cover plate or sheet; nor
c) three times the flat width w of the narrowest unstiffened compression
element in that portion of the cover plate or sheet which is tributary
to the connections, but need not be less than 1 590 t/. d/r;, if the value
of Fc permitted in the unstiffened element is grtater than 0.54 FY or
1910 t/dFy if the value of Fc permitted in the unstiffened element
is 0.54 Fy or less, unless closer spacing is required under (a) cr
(b) above.
In the case of intermittent fillet welds parallel to the direction
of stress the spacing shall be taken as the clear distance between
welds plus 13 mm. In all other cases the spacing shall be tabn as
centre to centre distance between connections.
Excepion: The requiremel n* of this clause do not apply to cover
sheets which act only as sheathing.material and are not
considered as load carrying elements.
7.5 Bolted Connections - The following requirements govern bolted
connections of cold formed steel structural members.
7.5.1 Minimum Spacing and Edge Distance in Line of Stress - The clear
di&ance between bolts which are arranged in rows parallel to the direction
of force, also the distance from the centre of any bolt to that end or other
boundary of the connecting member tcnciards which the pressure of the bolt
29Is i 801-1 975
is directed shall not be less than 1.5 d nor less than P/(0.6 F,. t)
where
d .= diameter of bolt,
P = force transmitted by bolt,
t = thickness of thinnest connected sheet, and
F, = yield point.
?.5.2 Tension Stress on .Net Section - The tension stress on the net section
of a bolted connection shall not exceed 0.6 FY nor shall it exceed:
(1.9 - 0.9 r + 3 rd/s) 0.6 F,
where
r= the force transmitted by the bolt or bolts at the section con-
sidered, divided by the tension force in the member at that
section. If r is less than 0.2, it may be taken equal to zero ;
S= spacing of bolts perpendicular to lint of stress. In the case
of a single bolt, s is equal to the width of sheet; and
d and F, are defined in 7.5.1.
7.5.3 Bearing Stress in Bolted Connections - The bearing stress on the area
(d x t) shall not exceed 2.1 Fy*.
7.5.4 Shear Stress on Bolts - Shear stress on the gross cross-sectional area
of bolt, under dead and live load, shall not exceed the following values:
Precision and semi-precision bolts 970 kgf/cms
Black bolts 820 kgf/cme
Steel conforming to property class 4.6 1 060 kgf/cms
of IS : !367-1967t
8. BRACING REQUIREMENTS
8.0 Structural members and assemblies of cold-formed steel construction
shall be adequately braced in accorda.nce with good cnginecring gractice.
The following provisions cover certain special cases and conditions.
8.1 Wall Studs - The safe load-carrying capacity of a stud may be com-
puted on the basis that wall material or sheathing (attached to the stud)
furnishes adequate lateral support to the stud in the plane of the wall,
provided the wall material and its attachments to the stud comply with the
following requirements:
a) Wall or shea.thing shall be attached to both faces or flanges of the
studs being braced;
b) The maximum spacing of attachments of wall material to the stud
being braced shall not exceed ahfax as determined from the formula:
*If the ratio of tensile strength to yield point is less than 1.35, a stress equal to the specified
minimum tensile strength of the material divided by 1.35 shall be used instead ofF, in apply-
ing the provisions of 7.5.1, 7.51 and 7.5.3.
tTcchnica1 supply conditions for threaded fasteners (first r&ion).
30IS : 801- 1975
The slenderness ratio of the stud betlveen attachment> air, shall
L
not exceed S . Therefore, the spacing of attachments shall not
exceed that sp:cified above nor shall it exceed:
L rz
a.vClarF -
2 Tl
The minimum modulus of elastic support AeWt o be exerted laterally
by the wall material and its attachment in order to brace the stud,
shall not be less than
Fy2 a A2
hT, = a E I,
The lateral force in kg which each single attachment of the wall
material shall be capable of exerting on the stud in the plane of
the wall (in order to prevent lateral buckling of the stud) shall not be
less than
rr, P, L/240
PMln=
*E I2 KW/a-Ps
In the above formulae:
a= actual spacing of attachments of wall material to stud
measured along the length of stud (a = 1 for continuous
attachment) ;
area of cross section of stud;
modulus of elasticity = 2 074 000 kgf/cm?;
yield point of steel in stud;
moment of inertia of cross section of stud about its axis
parallel to wall;
moment of inertia of cross section of stud about its axis
perpendicular to wall;
modulus of elastic support of wall material (on each side of
stud) and its attachments. This is, K, = P/e wkre P is the
force which produces an elongation of e in a strip of wall
material of width a and of length equal to the distance
between adjacent studs. In paragraphs (b) and (d), &is
the modulus actually provided as determined from tests.
In paragraph (c), KW is the minimum required for a given
spacing of attachments.
L= length of stud; ’
P* = design load on stud;
rl = radius of gyration of stud about its axis parallel to wall
= 1/I,lA;
r2 = radius of gyration of stud about its axis perpendicular to wall
= &a.
31Is : 801-~1975
8.2 Channel and ZSecdons Used as Beams - The following provisions
for the bracing against twist, of channel and Z-sections used as beams apply
only when: (a) neither flange is connected to dzck or sheathing material in
such a manner as to effectively restrain lateral deflection of the connected
flange, and (b) such members are loaded in the plane of the web*.
8.2.1 ~S$ZC~ToZf ~B races -Braces shall be attached both to thr top and
bottom flanges of the sections at the ends and at intervals not greater than
one-quarter of’ the span length in such a manner as to prevent tipping at the
ends and laterai deflection of either flange in either direction at intermediate
braces. If one-third or more of the total load on the beams is concentrated
over a length of one-twelfth or less of the span of the beam, an additional
brace shall be placed at or near the centre of this 1Gaded length.
8.2.2 Design OJ” Braces - Each intermediate brace, at top and bottom
flange, shall be designed to resist a lateral force Pi determined as follows:
a! For a uniformly loaded beam PI = 1.5 K’ times the load within a
distance 0.5 a each side of the brace.
b) For concentrated loads P1 - 1.0 ET’ times the concentrated Ioad P
within a distance 0.3 a each side of the brace, plus :-, I; 1 -- _; ph+
( >
for each such concentrated load P located farther than 0.3 c but
not farther than 1 .O ~1f rom the brace.
In the above fcbrmulae:
For channels:
K’ = m/d
where e
m -= distance from shear centre to mid-plane of the
web, as specified in 7.3; and
d = depth of channel.
For Z-sections:
K’ = IxyjIx
where
ITv = product of inertia of full section about c.entroidal
axis parallel and perpendicular to web, and
IX -1 moment of inertia of full section about rentroidal
axis perpendicular to web.
For channels and Z-sections:
x = distance from concentrated load P to brace, and
a 1 length of bracing interval.
*When only one Range is connected to a deck or sheathing material to effectively restrain
lateral deflection of the connected flange, bracing may or may not be needed to prevent
twisting of the member, depending upon the dimensions of the member and span and upon
whether the unconnected flange is in compression or tension..
32IS : 801- 1975
End braces shall be designed for one-half of the above forces. Braces
shall be designed to avoid local crippling at the points of attachment to
the member.
8.2.3 Allowable Stresses -For channels and Z.,beams intermediately braced
according to the requirements of 8.2.1 and 8.2.2 the maximum compression
stress sha!l be that specified in 6.3, except that the length of the bracing
interval, a, shall be used instead of the length L. in the formulae of 6.3.
8.3 Laterally Unbraced Box Beams - For closed box type sections used
as beams subject to bending about the major axis, the ratio of the lateraliy
unsupported length to the distance between the webs of the section shall
not exceed 175 700/F,,
9. TEST FOR SPECIAL CASES
9.1 General
9.1.1 Where the composition or configuration of elements, assemblies,
or details of cold-formed steel structural members are such that calculation
of their safe load-carrying capacity or deflection cannot be made in accord-
ance with 5 to 8 of this code, their structural performance shall be established
from tests and evaluated as specified in 9.2.
9.1.2 Tests fat determination of mechanical properties of full sections to
be used in 6.1.1.1 shall be made as specified in 9.3.1.
9.13 Tests for determining mechanical properties of flat elements of
formed sections and representative mechanical properties of virgin steel to bc
used in 6.1.1.1 shall be made in accordance with the provisions of 9.3.2
and 9.3.3.
9.1.4 The provisions of 9 do not apply to light gauge steel diaphragms.
9.1.5 Tests shall be made by an independent testing laboratory or by a
manufacturer’s testing hboratcry.
9.1.6 Tensile testing procedures shall be according to 15 : 1608-1972*.
9.2 Evzhation of Tests for Determining Strnctwal Performance -
Where tests are necessary for the purposes defined in 9.1.1 they shall be
evaluated in accordance with the following procedure?:
a) Where practicable, evaluation of test results shall be made on the
basis of the mean values resulting from tests of not fewer than three
identical specimens, provided the deviation of any individual test
result from the mean value obtained from all tests does not exceed
IfI percent. If such deviation from the mean exceeds 10 percent
*Method for tensile testingo f steel products other than sheet, strip, wire and tube.
$‘I’he tat evaluation proceduresa nd load factors specified in 9.2 are not applicable to
ti6rmatory tests of members and assemblies whose properties can be caiculated accordiq
to 5 to 8 for the latter, the code provides generally a slrfety factor of 5/S.
33Is : 8Ql- 1975
at least three more tests of the same kind shall be made. The
average of the three lowest values of all tests made shall then be
regarded as the result of the series of tests.
b) Determinations of allowable load-carrying capacity shall be made
on the basis that the member, assembly, or connection shall be
capable of sustaining a total load, including the weight of the test
specimen, equal to twice the live load plus one-and-a-half the dead
load without failure. Where the governing design load is due in
whole or part to wind, earthquake loads, or combined forces, the
foregoing load factors shall be reduced by dividing by 14 in accord-
ance with 6.1.2.
Furthermore, harmful local distortions which interfere with the
proper functioning of the member or assembly or its connections
shall not develop during the test at a total load, including the weight
of the test specimen, equal to the dead load plus li times the live
load.
c) In evaluating test results, due consideration shall be given to any
differences that may exist between the yield point of steel from
which the tested sections are formed and the minimum yield point
specified for the steel which the manufacturer intends to use.
Consideration shall also be given to any variation or difference
which may exist between the design thickness and the thickness of the
specimens used in the tests.
9.3 Tests for Determining Mechanical Properties of Formed Section
of Flat Material
9.3.1 Full Section Tests - These provisions are intended to apply only to
the determination of the mechanical properties of full formed sections for
;hr: purposes defined in 9.1.2. They are not to be construed as permitting
the use of test procedures instead of the usual design calculations. Tests to
determine mechanical properties shall be conducted in accordance with the
following:
a) For tensile yield point determinations refer to 9.1.6.
b) Compressive yield point determinations shall be made by means of
compression tests* of short specimens of the section and shall be taken
as the smaller value of either the maximum compressive strength of
the section divided by the cross-sectional area or the stress defined
by one of the following methods:
1) For sharp yielding steel the yield point shall be determined by the
autographic diagram method or by the total strain under load
method,
2) For gradual yielding steel the yield point shall be determined by
the strain under load method or by the 0.2 percent ofiet method.
+sU Appendix A for recommendations regarding details of compression testing.
34IS : 801-1975
When the total strain under load method is used, there shall
be evidence that the yield i’oint so determined agrees substan-
tially with the yield point which would be determined by the
0.2 percent offset method. The methods described above shall
agree in general with IS : 160%1972*.
c) Where the principal effect of the loading to which the member will
be subjectecl in service will be to produce bending stresses, the yield
fGnt shall be determined for the flanges only. In determining such
yield point tests shall be made on specimens cut from the scctioil.
Each such specimen shall consist of one ,complete flange plus a por-
tion of the web of such flat-width ratio that the value of Q for the
specimen is unity.
d) For acceptance and control purposes, two full section tests shall be
made from each lot of not more than 50 tonnes nor less than
30 tonnes of each section, or one test from each lot of less than
30 tonnes of each section. For this purpose a lot may be defined
as that tonnage of one section that is formed in a single production
run of material from one heat or blow.
e) At the option of the manufacturer, either tension or compression
tests may be used for routine .acceptance and control purposes,
provided the manufacturer demonstrates that such tests reliably
indicate the yield point of the section when subjected to the kind of
stress under which the member is to be used.
9.3.2 Tests of Flat Elements of Formed Sections - The yield point of flats
Fvr shall be established by means of a weighted average of the yield points
of standard tensile coupons taken longitudinally from the flat portions of a
representative cold-formed member. The weighted average shall be the
sum of the products of the average yield point for each flat portion times the
ratio of the cross-sectional area of that flat portion to the total area of flats
in the cross section. The exact number of such coupons will depend on the
shape of the member, that is, on the number of flats in the cross section. At
least one tensile coupon shall be taken from the middle of each flat. If the
actual virgin yield point exceeds the specified minimum yield point, the
yield point of the flats FYI shall be adjusted by multiplying the test values
by the ratio of the specified minimum yield point to the actual virgin
yield point.
9.3.3 Acceptance and Control Tests for Mechanical Properties of Virgin Sled -
This provision applies to steel produced to other than IS : 1079-19737
when used in sections for which the increased yield point and ulti-
mate strength of the steel after cold forming are computed from the
virgin steel properties according to 6.1.1.1. For acceptance and control
*Method for tehsilet esting of steel products (Jirrl feuision).
tSpecification for hot rolled carbon steel sheet and strip (did recision).
35ls : 801- 1975
purposes, at least four tensile specimens shall be taken from each lot as
defined in 9.3.1(d) for the establishment of the representative values of the
virgin tcnjile yield point and ultimate strength. Specimens shall be taken
longitudinally from the quarter points of the width near the outer end of the
coil.
APPENDIX, A
COMPRESSION TESTING
(Cluuse 9.3)
A-L It is recommended that stud column tests be made on flat-end ~peci-
mens whose length is not less than three times the largest dimension of the
section except that it shall be not more than 20 times the least radius of
gyration.
If tests of ultimate compressive strength are to be used to check yield point
for quality control purposes, the length of the section should not be less than
15 times the least radius of gyration.
It is important, in making compression tests, that care be exercised in
centering the specimen in the testing machine so that the load is applied
concentrically with respect to the centroidal axis of the section.
A-2. For further information regarding compression testing, reference may
be made to the following publications:
ASTM E9 Standard method of compression testing of metallic materials
at room temperature issued by the American Society for Testing and
Materials.
Technical memoranda No. 2 and 3 of the Column Research Council.
‘Kotcs on Compression Testing of Materials’ and ‘Stub-Column Test
Procedures’ reprinted in the Column Research Council Guide to
Design Criteria for Metal Compression Members. 2nd Ed. 1966.
36(-dPran pcr~2 )
Panel for Use of Light Gauge Cold Formed Sections in Structural
Engineering, SMBDC 7 : P-26
ConwIur Rejwescnting
SHUNC . BALAWQRAMANIAN Research Design & Standa& Organization,
Lucknow
Members
SHRI B. N. DAS Tube Products of India, Madras
REPSSBNTATIVE Tata Engineerin & Locomotive Co, Jamshedptir
REPRE~~~I~AT~VE Integral Coach s actory, Perumbur
37BUREAU OF INDIAN STANDARDS
Headquarters
Manak Bhavan, 9 Bahadur Shah Zafar.Marg, NEW DELHI 110002
Telephones: 323 0131 I 323 3375,323 9462 Fax :+ 91 11 3234062,3239399, 3239382
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|
9461.pdf
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X3 : 9461.1980
Indian Standard
GUIDELINES FOR DATA REQUIRED
FOR DESIGN OF TEMPORARY
RIVER DIVERSION WORRS
Diversion Works Sectional Committee, BDC 51
Chairman Representing
SHRI G. M. VA~DYA Central Water Commission, New Delhi
Members
SHRI 0. P. DATTA Beas Designs Organization, Nangal Township
SHRI R. N. BANSAL ( Alternate )
SHRI P. H. DASS ( Alternate )
DIRECWR ( B & CD-I ) Central Water Commission, New Delhi
DEPUTY DIRECTOR ( B & CD-I )
( Alternate )
SHRI S. K. GUPTA National Hydro-electric Power Corporation Ltd,
New Delhi
SHRI V. K. GUPTA Engineer-in-Chief’s Branch, Ministry of Defence
SHRI J. R. D’GAMA ( Alternate )
SHRI HARBANS SINGH Irrigation Department, Government of Punjab
SHRI P. S. DHESI ( Alternate )
SHRI HARI MOHAN Irrigation Department, Government of Uttar
Pradesh
SHRI N. K. GUPTA ( Alternate )
SHRI S. B. JOSHI S. B. Joshi & Co Ltd, Bombay
SHRI R. M. BHAKTA ( Alternate )
SHRI Y. K. MEHTA Concrete Association of India, Bombay
SHRI M. G. DANDAVATE ( Alternate )
SHRI T. S. MURTHY National Projects Construction Corporation Ltd,
New Delhi
SHRI S. K. MURTHY ( Alternate )
SHRI K. N. SHANKAR NARAYAN The Hindustan Construction Co Ltd, Bombay
SHRI M. V. S. IYENGAR ( Alternate )
SHRI C. B. PATEL M. N. Dastur & Co Pvt Ltd, Calcutta
SHRI S. R. PINHEIRO M/s Gammon India Ltd, Bombay
SHRI S. V. CHOUKULKAR( Alternate )
SHRI K. RAMACHANDRAN Public Works and Electricity Department,
Government of Karnataka
SHRI S. R. SUBBAR AO ( Alternate )
( Continued on page 2 )
0 Copyright 1980
INDIAN STANDARDS INSTITUTION
This publication is protected under the Indian Copyright Act ( XIV of 1957 ) and
reproduction in whole or in part by any means except with written permission of
the publisher shall be deemed to be an infringement of copyright under the said Act.IS : 9461- -1980
( Continued from page 1 )
Members Representing
SHRI K. RAMACHANDRAN Andhra Pradesh Engineering Research Laboratories,
Hyderabad
SHRI A. LAKSHMANASWAMY ( Alternate )
SHRI B. BALWANT RAO Ministry of Shipping and Transport ( Roads
Wing ), New Delhi
SHRI G. VENKA~ASULU( Alternate )
SHRI P. C. SAXENA Central Water and Power Research Station, Pune
SHRI N. V. PRAHLAD ( Alternate )
SENIORE NGINEER Ministry of Railways, New Delhi
SHRI R. C. SINGH Public Works Deoartment, Government of Himachal
Pradesh _
SUPERINTENDING E N G I N E E R Irrigation Department, Government of Maharashtra
( NAGPUR IRRIGATION CIRCLE )
SUPERINTENDING ENGINEER Public Works Department, Government of Tam8
Nadu
EXECUTIVE ENGINEER,
PARAMBIKULAM DIVISION
( Alternate )
SHRI 3. C. VERMA Bhakra Management Board, Nangal Township
SHRI I. P. PURI ( Alternate )
SHIU D. AJITHA SIMHA, Director General, ISI ( Ex-officio Member )
Director ( Civ Engg )
Secretary
SHRI V. KALYANASUNDARAM
Assistant Director ( Civ Engg ), ISIIS : 9461- 1980
Indian Standard
GUIDELINES FOR DATA REQUIRED
FOR DESIGN OF TEMPORARY
RIVER DIVERSION WORKS
0. FOREWORD
0.1T his Indian Standard was adopted by the Indian Standards Institution
on 29 February 1980, after the draft finalized by the Diversion Work
Sectional Committee had been approved by the Civil Engineering Division
Council.
0.2 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 from the proposed work area during the
construction period, so as to permit the work to be done in the dry areas.
An efficient scheme of diverting the river flow away from the work area
should be capable of limiting the seepage into the work area to a minimum
so that the work area can be kept dry with minimum pumping capacity.
The diversion of river flow, though of a preliminary and temporary nature,
more than often presents difficult and complex problems and becomes a
major construction work in itself.
0.3 A temporary river diversion scheme essentially consists of:
4 coffer dam(s) built across a part or full width of the river to divert
the flowing water away from the work area; and
b) works to transfer the diverted water from upstream to the down-
stream 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 whole work area for construction and
allowing the river to flow through the remaining work area,
3IS : 9461 - 1980
0.4 In case of the temporary diversion works, economy considerations weigh
more heavily and the importance of collecting minimum basic field data
after requisite investigation of local conditions, therefore, cannot be over-
emphasized. The data collected for the permanent structure may be used
for the design of temporary diversion works.
0.5 For the purpose of deciding whether a particular requirement of this
standard is complied with, the final value, observed or calculated, express-
ing the result of a test or analysis shall be rounded off in accordance with
IS : 2-1960*. 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 investigations and observations in respect of
collection of basic data prior to the commencement of planning and design
of works for temporary river diversion, after preliminary selection of site of
diversion works has been made.
2. DATA REQUIRED
2.0 The following data are required to enable planning and design of works
. for temporary river diversion:
2.1 Topographical Survey
2.1.1 An index map on a suitable scale shall be prepared showing the
main work proposed to be taken up, the entire scheme of river diversion
and other important works affected by the proposed Scheme, road, railway,
habitation, cultivated land, other public utilities and places of religious and
antique interest.
2.1.2 A contour plan of the area around the proposed site of the main
work extending well beyond the proposed sites of the river diversion works
shall be prepared with contour intervals of 0.5 to I.0 m (depending upon
the magnitude of the work) up to an elevation of at least 2.5 m above the
design flood level for the diversion structure. The survey should be plotted
to a suitable scale and should show all the salient features like firm banks,
rock outcrops, deep channels, large shoals and islands, deep pools, impor-
tant land marks, etc.
2.1.3 Cross-sections of the river shall be observed at intervals of up to
200 m (the spacing may be at closer intervals, if site conditions so require)
covering the entire area of the works of the diversion scheme and extended
up to at least 600 m beyond on either side. The cross-sections should be
extended on both banks up to about 25 m above the design flood level. All
the cross-sections should indicate the highest observed flood level at
the site.
*Rules for rounding off numerical values ( revised ).
4IS : 9461- 1980
2.1.4 Longitudinal section of the river with water levels along the deep
current shall be surveyed for a distance 1 km upstream and 600 m down-
stream -beyond the area covered by the entire scheme of diversion works.
2.1.5 Erosion characteristics of the river should be observed and marked
on the plan and cross-sections.
2.2 Hydrological Data
4 Daily rainfall recorded at different rainfall gauging stations in and
around the catchment area and data regarding storms in respect
of successive positions of the centre of the storm on the catchment
shall be collected for as many years as possible. The storms
causing peak discharges should be separated for unit hydrograph
analysis. Pattern of rainfall in the area in previous years with
durations of dry and wet spells in general should also be studied
to help in forming an idea as to the periods available for con-
struction without interruption as well as with short duration
interruption;
b) Flood hydrographs for isolated rain storms shall be observed for
working out unit hydrograph;
cl Peak flow data separately for monsoon and non-monsoon periods
shall be collected for the river for as many years as possible for
frequency analysis;
4 Information regarding high flood level shall be collected from
flood marks and local enquiry at site of works, so as to estimate
the maximum flood by slope area method in accordance with
IS:2912-1964*; and
e) Data for gauge discharge relationship ( see IS: 2914-19647 ) shall
be collected from suitable sites, at least one from upstream and
one from downstream of the permanent work.
2.3 Sediment and Boulder Studies -The data regarding quality and quantity
of bed and suspended sediment and boulders carried by the river, specially
during the flood season, should be collected. For measurement of suspended
sediment, IS : 4890-1968: may be referred.
2.4 Timber Survey
2.4.1 A detailed survey shall be carried out to collect information about
the size and quantities of timber sleepers and wooden logs floating down
*Recommendation for liquid flow measurement in open channels by slope-area
method ( approximate method ).
tRecommendations for estimation of discharges by establishing stage-discharge
relation in open channels.
SMethods for measurement of suspended sediment in open channels.
5IS :9 461- 1980
the river in various months of the year at the site of work. The data shall
be used for studying proposals for passing wooden sleepers and logs
through/over diversion works or for planning timber collection and extrac-
tion devices from the river upstream of the diversion works.
2.5 Surface and Subsurface Investigations
2.51 Subsurface investigation should be carried out in accordance with
IS : 6955-1973*. Bore-holes should be driven at specified intervals and bore
legs be prepared in accordance with IS : 4464-1967t, covering the entire area
of the diversion scheme. The location of borings shall be correctly marked
and numbered on the survey sheets. These borings should be carried to
hard rock level or to a depth 15 to 25 m below the deepest river bed level
depending upon the strata and the component structure of the diversion
scheme (coffer-dam, conduit or an open diversion channel). Trial pits may
be excavated to determine the nature and characteristics of overburden and
loose deposits. In case of diversion through tunnels, drill holes should
preferably penetrate the tunnel alignment. Drifts of size 1.8 mx 1’5 m
minimum should be driven at suitable locations to determine the properties
along diversion tunnel alignment.
2.5.2 Where the nature of rocks warrants and the diversion tunnels are
to be used as permanent structures, it is desirable to conduct one or all of
the following tests:
4 Plate-bearing tests ( both horizontal and vertical ) ( see IS: 1888
1971: );
b) Flat jack test in 3 directions ( see IS : 7292-1974s );
cl Rock shear tests at site are also necessary which may be carried
out in open foundation. These tests will be useful in finding
shear characteristics of rocks necessary to design structures on rock
and also in design of tunnels ( see 18:7746-197511 ); and
4 Uniaxial jacking tests ( see IS : 7317-1974~~) .
2.5.3 The following further investigations should be done in case of
alluvial reaches of the river:
a) For sandy foundations of works for river diversion, dynamic and
static penetration tests should be performed to estimate bearing
*Code of practice for subsurface exploration for earth and rockfill dams.
ICode of practice for presentation of drilling information and core description in
foundation investigation.
$Method.of load tests on soils ( first revision ).
§Code of practice for in situ determination of rock properties by flat jack.
ICode of practice for in situ shear test on rock.
$ode of practice for uniaxial jacking test for deformation modulus of rock.
6IS : 9461- 1980
pressures, likely settlements, etc ( see IS : 2131-1963* and IS : 5249-
1977t ). A few ~bore-holes may also be drilled to find out the
strata of the foundation;
b) In case of clayey and silty foundations, undisturbed sampling
should be done and tests conducted for determination of uncon-
fined compressive strength and consolidation characteristics; and
cl Soil classification ( see IS: 149%1970: ), unit weight of soil
[ see IS: 2720 (Part XIV)-1968!$ ] angle of internal friction of soil
[see IS :2720 ( Part XXX)-196811 ] void ratio [see IS : 2720
(Part XIV)-19684 ] and specific gravity [see IS: 2720 (Part III)-
19647 ] should be determined.
2.5.4 Bore holes should be drilled for a minimum depth of 2 m into fresh
rock in the foundations (for rock foundations at shallow depth ) to
ascertain the depth to weathered zones, extent of joints and fissures and to
determine the necessity or otherwise of grouting to minimize seepage into
the main work area.
2.5.5 Field permeability tests should be carried out to estimate the
amount of seepage through the diversion works required to be pumped out
from main working pit.
2.5.6 Observations of water table in the region adjacent to the diversion
scheme area should be carried out.
2.6 Construction Materials
2.6.1 Survey of availability of construction materials in the near vicinity
with leeds and lifts is necessary to decide upon the type of works to be
adopted for temporary river diversion. Laboratory and field tests should
be carried out to determine the engineering properties of the construction
materials including their permeability values.
2.7 Other Miscellaneous Studies
2.7.1 Type of Construction of Main Work -This should be decided
before hand to help in realistic planning of the scheme of temporary river
diversion. When the river diversion works include passing of floods over
the partly built main structure, suitable measures should be adopted in the
design of permanent structure consistent with the construction programme
to allow the flow over the structure without causing damage.
*Method for standard penetration test for soils.
tMethod of test for the determination of dynamic properties of soil (first revision).
SClassification and identification of soils for general engineering purposes ( first
revision ).
§Methods of test for soils: Part XIV Determination of density index (relative density)
of cohesionless soils.
/Methods of test for soils: Part XXX Laboratory vane shear test,
TMethods of test for soils: Part III Determination of specific gravity.
7IS:9461-1980
2.7.2Pe riod and Scheme of Construction - If the period of construction
of the main work is to extend over more than one working season, the total
period and the scheme of construction should be studied to enable deciding
the magnitude of maximum ~discharge required to be handled for diversion
as also the duration for which this discharge is to be handled.
2.7.3 In the case of major diversion work, hydraulic model tests should
be done for finalizing the design.
8
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11020.pdf
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Is t 11020- 1984
Indian Standard
METHODS FOR DETERMINATION OF
CARBOFURAN RESIDUES IN CROPS,
SOIL AND WATER
Pest Control Sectional Committee, AFCDC 6
Chairman
DR H. L. BAMI
Bangalow No. A, Malkaganj.
Delhi - -.
Members Representing
SHRI E. A. ALMEIDA Hindustao Ciba-Geigy Ltd. Bombay
SHRI F. QUADROS ( Alternate )
SHRI K. D. AMUIRB Nati;Fdbarganic Chemical Industries Ltd,
DR J. C. VERMA( Alternate )
S=I S. K. ANAND Public Analyst, Government of Haryana,
Chandigarb
DEPUTY PUBLIC ANALYST ( Alternate )
DR M. D. AwASTH~ Indian Institute of Horticultural Research
( ICAR ), Bangalore
DR K. C. GUHA Central Food Laboratory, Calcutta; and Central
Committee for Food Standards, New Delhi
SKI P. K. DHINGRA ( Alternate )
DR R. C. &PTA Directorate of Plant Protectiin, Quarantine &
Storage ( Ministry Agriculture ),
Faridabad
DR ( SHRIMATI) G. MUKHERJHE( Affernare )
DR S. S. GUPTE Bayer India Ltd. Thane
DR R. L. KALRA Department of Entomology, Punjab Agriculturai
University, Ludhiana
DR R. P. CHAWLA ( Alternate )
DR KALYAN SINGH C. S. A. University of Agriculture and T&no-
loa_v_. Kanour
DR K. KRISHNAWJRTH~ DepartmenI t oiFood ( Ministry of Agriculture ),
New Delhi
SI.JRIG . N. BHARDWAJ( Alternate )
DR S. MADHUSOODANAN Fredrick Institute of Plant Protection and
Toxicology, Padappai,
( Conf inued on page 2 )
@ Copyright 1984
INDIAN STANDARDS INSTITUTION
This publication is protected under thd Indian Copyright Acf ( XIV of 1957 ) and
reproduction in whole or in part by any means except with written permission of the
publisher shall be deemed to be an infringement of copyright under the said Act.1s : 11020- 1984
( Continued from page 1 )
Members Representing
DR J. C. MAJUMDAR Pesticides Association of India, New Delhi
DR V. SRINIVASAN( Alternate )
DR M. S. MITHYANATHA Railis Agro-Chemical Research Station,
Bannalore
DR A. L. M~~KERJEB CyanamTd India Ltd, Bombay
DR S. K. MUICERJEE Indian Agricultural Research Institute ( ICAR ),
New Delhi
DR S. K. HANDA ( Alternute )
DR NAQABHUSHANR AO Regional Research Laboratory ( CSIR ),
Hyderabad
SHRI R. RAJCOPAL National Institute of Communicable Diseases,
Delhi
SHRI G. C. JOWII ( Alternate )
DR M. S. SASTRY Indian Veterinary Research Institute ( ICAR ),
lzatnagar
DR T. K. VERMA ( ANernate )
DR T. D. SETHI Indus;s~~wxicology Research Centre ( CSIR ),
DR R. K. SETW Indofil Chemicals Ltd, Thane
DR K. SIVASANKARAN Union Carbide lndia Ltd, New Delhi
DR S. Y. PANDEY( Alternate )
DR K. VISHESWARIAH Central Food Technological Research Institute
( CSIR ). Mysore
DR J. R. RAN~ASWAMY( AIternare ) . ._ _
SHRI T. PVRNANANDAM, Director General, IS1 ( Ex-officio Member )
Director ( Agri & Food )
Secretaries
SHRI M. L. KUMAR
Senior Deputy Director ( Agri & Food ). IS1
SHRI LAIINDER SINOH
Deputy Director ( Agri & Food ). IS1is : 11020- 1984
Indian Standard
METHODS FOR DETERMINATION OF
CARBOFURAN RESIDUES IN CROPS,
SOIL AND WATER
O.FOREWORD
0.1 This Indian Standard was adopted by the Indian Standards Institution
on 31 August 1984, after the draft final&d by the Pesticides Residue
Analysis Sectional Committee had been approved by the Agricultural and
Food Products Division Council.
0.2 Carbofuran formulations are extensively used in agriculture for the
control of many insect pests. Frequent and increased use of carbofuran
formulations often result in harmful effects due to toxic nature of residues.
Careful assessment of residues is, therefore, an important step in safeguard-
ing human health and in the establishment of sound regulatory policy.
0.3 This standard will enable the health authorities and others engaged in
field to follow uniform test procedure for the estimation of carbofuran
residues in crops, soil and water.
0.4 In reporting the result of a test or analysis made in accordance with
this standard, if the final value, observed or calculated, is to be rounded
off, it shall be done in accordance with IS : 2-1960*.
1. SCOPE
1. l This standard prescribes spectrophotometric and gas chromatographic
methods for the determination of carbofuran (2, 3-dihydro-2, 2-dimethyl-
7-benzofuranyl methyl carbamate), 3 hydroxy carbofursn and 3 keto-
carbofuran residues in crops, soil and water.
1.1.1 The spectrophotometric method may be adopted as a limit test for
routine purposes and is generally applicable at 0’1 l&g ( 0’1 ppm ) residue
level, whereas, the gas chromatographic method shall be the reference
method with the limit of detection of 0’02 pg/g ( 0’02 ppm ).
*jtul~s for rpunding off numcricai values ( revised ).
3Is:11020- 1984
1.1.2 Though no set procedure for Thin Layer Chromatography (TLC )
is being prescribed, standardized TLC procedures may be followed, if
necessary for the purpose of clean up, identification and confirmation of
carbofuran residues.
2. QUALITY OF REAGENTS
2.1 Unless specified otherwise, pure chemicals and distilled water ( see
IS : 1070-1977* > shall be employed in tests.
NOTE - ‘Pure chemicals’s hall mean chemicals that do not contain impurities
which affect the results of analysis.
3. SAMPLING
3.1 The representative samples for the purpose of estimating carbofuran
residues in crops, soil and water shall be in accordance with the sampling
procedures as prescribed in the relevant Indian Standards, wherever
available.
4. PREPARATION OF SAMPLES
4.1 Apparatus
4.1.1 Buchner Funnel
4.1.2 Heating Mantle
4.1.3 Round Bottom Boiling Flask - 1 000 ml capacity with B-24
ground glass joint and an attached water cooled ( Leibig j condenser.
4.1.4 Chromatographic Column - 40 cm long, 2 cm inner diameter.
4.1.5 Test Tubes - 25 mm X 190 mm with glass stoppers connected by
B-24 ground glass joint.
4.1.6 Kudrena Danish Evaporative Concentrator
4.1.7 Waterbath
4.1.8 Separatory Funnel- 2 litre capacity.
4.2 Reagents
‘4.2.1 Hydrochloric Acid - 0’25 N
*Specification for water for genera! laboratory use ( sqcand revision ),
44.2.2M ethylene Chloride - Anal) tical reagent grade, glass redistilled.
4.2.3 Sodium Sulphate - Anhydrous.
4.2.4 Alumina - Column chromatography grade ( acidic >.
4.2.5 Silica Gel - Column chromatography grade.
4.2.6 Sodium Lauryl Sulphate
4.2.7 Diethyl Ether
4.2.8 Propylene Glycol
4.2.9 Coaguluting Solution - Prepared by dissolving 1 g ammonium
chloride in 400 ml of water containing 2 ml of orthophosphoric acid.
4.3 Preparation of Samples - Samples of fruits, vegetables, forages, straw,
etc, are chopped finely and mixed well. Samples of gram are ground in a
suitable grinder.
4.4 Extraction
4.4.1 Plant Materials and Soil - Place 50 g of finely chopped plant,
fruit or vegetable, finely ground grain sample, or soil sample in a 1 000 ml
round bottom flask and add 600 ml of 0’25 N hydrochloric acid. Connect
the round bottom flask to a Leibig condenser and reflux the mixture on a
heating mantle for one hour, swirling the flask by hand occasionally. After
this period, disconnect the condenser and filter the hot sample through
glass wool inlo a I 000 ml Erlenmeycr flask. Wash the conde:rser. flask and
the glass wool with an additional 300 ml of hot 0’25 N hydrochloric acid.
Pool the filtrate and washings and cool the extract in a refr-igzrator for one
hour. Transfer the contents to a 2 litre separatory funnel, add about
0’25 g of sodium lauryl sulphate and mix well. Extract this aqueous phase
with three 200 ml portions of the redistilled methylene chloride, passing
the methylene chloride solution through a layer of anhydrous sodium
sulphate, kept over a funnel with a glass wool pad. Combine the methyleue
chloride extracts and transfer to a Kudrena Danish evaporative concen-
trator. Concentrate the extract on a waterbath to about 30 ml.
4.4.2 Water Samples - Place an appropriate volume of the water
sample ( 150 to 250 ml ) in a 500 ml separatory furmel and extract thrice
with 100 ml portions of redistilled methylene chloride, passing the extract
through a layer of anhydrous sodium sulphate. Transfer the dried extract
to a Kudrena Danish evaporative concentrator and evaporate the solvent
on a waterbath to about 30 ml.
4.5 Clean Up
4.5.1P repare a chromatographic column in the following order in
distinct layers - A layer of glass wool, one gram of anhydrous sodium
5IS : 11020 - 1984
sulphate, 10 g of activated alumina, 10 g of silica gel and 2 g of anhydrous
sodium sulphatc usin? methylene chloride as the solvent. Wash the column
with 100 ml of mcth)lene chloride. Do not allow the solvent to fall to
level below the upper layer ofthe adsorbent packing.
4.5.2 Pour the concentrated extract obtained as in 4.4 slowly into the
column, followed by three washings with 10 ml portions of methylene
chloride and finally with 50 ml of methylene chloride. When the last
liquid has percolated into the column, add 100 ml of diethyl ether and
dichloromethane mixture (2:l 1 and collect the eluate at the rate of 2 ml per
minute. Add 3 drops of propylene glycol,and evaporate the solvent almost
to dryness in Kudrena Danish evaporative concentrator.
4.53 This additional clean-up step is required when the spectrophoto-
metric method is adopted for its determination. Dissolve the residue
obtained as in 4.52 in 2 ml of acetone and transfer to a glass stoppered 50
ml test tube. Wash the evaporator twice with 2 ml portions of acetone and
transfer the washings to the test tube. Add 7 ml of coagulating solution,
shake, allow to stand for 10 minutes, with occasional shaking and filter
through Whatman No. 42 or equivalent filter paper tube and proceed for
determination as given in 5.4.
5. SPECTROPHOTOMETRIC ME I HOD
5.1 Principle - 1 he method is based on alkaline hydrolysis of carbofuran
and spectrophotometric determinarion of the resulting phenol with
p-nitrobenzene diazonium fluoroborate as a chromogenic reagent. The
intensity of the complex formed is measured at 550 nm.
5.2 Apparatus
5.2.1 Spectrophotometer
5.2.2 Ice Bath
5.3 Reagents
5.3.1 Methanolic Potassium Hydroxide Solution - 1’5 N.
5.3.2 Chromogenic Reagent - Dissolve 25 mg of p-nitrobenzene diazo-
nium fluoroborate in 25 ml methanol and mix with 2 ml of glacial acetic
acid.
5.3.3 Standard Carbofuran Solution - Dissolve 50 mg pure carbofuran in
acetone and make up to 100 ml in a volumetric flask. This solution has a
concentration of 500 pglml. Pipette 4 ml of this solution to a second 100 ml
volumetric flask and make up to the mark, This working solution has a
concentration of 20 t”g/ml.
6fS:11020-1984
5.4 Estimation of Carbofuran Residues - Place the test tubes containing
6’5 ml of the cleaned up solution ( see 4.5.3 ) in an ice bath, add 2 ml of
methanolic potassium hydroxide solution and continue the determination
as in standard curve preparation.
5.4.1 Preparation of the Standard Curve - Pipette 0, 0’5, 1’0, 2’0, 3’0,
4-0, 5’0 and 6’0 ml of the working standard ( 20 [*g/ml > solution of carbo-
fu:an into a series of glass stoppercd test tubes and adjust the final volume
in all the tubes to 6 ml. Pipette 7 ml of the coagulating solution, allow to
stand for 10 minutes with occasional shaking. Pipette 6’5 ml aliquot from
each test tube to a second glass stoppered test tube, representing 0, 5, IO,
20, 30, 40, 50 and 60 pg of carbofuran. Place the tubes in an ice bath. Add
2 ml of methanolic potash solution, mix and allow to stand for 5 minutes.
Add 1 ml of cold chromogenic reagent and mix well. Read the absorbance
of this solution at 550 nm after 2 minutes, against a reagent blank.
Prepare the standard curve by plotting absorbance against micrograms of
carbofuran.
5.5 Expression of Results - Report carbofuran residues in the samples by
using the standard curve, in terms of pg/g ( ppm ).
6. GAS CHROMATOGRAPHIC METHOD
6.1 Principle - The carbofuran residue in the extracts after clean up is
hydrolysed under alkaline conditions to its phenol and is derivatized to its
2, 4-dinitrophenyl ether using 1-fluoro-2, 4-dinitrobenzene. The derivative
is extracted in n-hexane and estimated by gas chromatographic using either
an electron capture or thermoionic detection system.
6.2 Apparatus
6.2.1 Gas Chromatograph - A gas chromatograph equipped with either
a thermoionic or an electron capture detector is operated under the follow-
ing suggested parameters. These parameters may be varied as per available
facilities provided standardization is done.
Column Glass, 60 cm long and 4 mm i.d., packed
with either 5 percent OV - 210 or OV
101 on 60-80 mesh gas chrome Q; or
12’5 percent SE - 30 on SO-100 mesh
chromosorb W ( HP )
Column temperature 230°C
Injection port temperature 245°C
Detector temperature 280°C
Gas flow rates Nitrogen 60 ml/minute. Hydrogen 15 to
18 ml/minute. Air 150 ml/minute
Recorder chart speed 1 cm/minute
7IS:11020- 1984
6.3 Reagents
6.3.1 Phoqhare BuJer ofpH 11’0 - Dissolve 25’0 g of NazHP04 in
2 48U ml of distilled water and add 20 ml of 1 A4 NaOH solution. Mix,well.
6.3.2 Reaclanr - Dissolve 1’0 g of I-Fluoro-2, 4-dinitrobenzene
( FDNB ) in 100 ml of acetone.
6.4 Procedure
6.4.1 Derivative Formation - Dissolve the residue obtained in 4.5.2 in
3 ml of the reactant solution ( see 6.3.2 ) and transfer quantitatively to
stoppered 25 X 190 mm test tubes. Add 15 ml of the buffer solution,
mix well and keep in the water bath maintained at 5VC for 30 minutes.
Cool and transfer the mixture to a 60 ml separatory funnel. Extract the
solution twice with exactly 10 ml portions of n-hexane, collecting the
organic layer. Pool the hexane extracts.
6.4.2 Estimution - Inject 5 +l of the hexane extract of the deriva-
tive into the gas chromatograph. Iclcntify the peak for carbofuran based on
its retention time and measure the peak area. The content of carbofuran
is determined by comparing the response for a known standard of similar
concentration.
6.5 Calculations
M
Carbofuran residue, &g ( ppm ) = $$- x M, x -+f
1
where
As - peak area of sample;
M== mass, in pg, of standard injected;
v= final volume of sample in ml;
100
f 5 recovery factor =
percent mean recovery
Astd = peak area of the standard;
Ml = mass, in g, of the sample; and
VI = ~1 of sample injected.
NOTE - Percent mean recovery is determined by taking intreated control sample
to which known amount of carbofuran is added and anaiysed as described above.AMENDMENT NO. 1 NOVEMBER 1995
TO
IS 11020 : 1984 METHODS FOR DETERMINATION OF
CARBOFURAN RESIDUES IN CROPS, SOIL AND
WATER
( Page 4, clause 2.1 ) - Substitute ‘IS : 1070 - 1992*’ for ‘IS : 1070 -
1977*‘.
( Page 4, fit-note with ‘*’ mark ) - Substitute ‘Reagentg rade waler ( third
revision)’ for the existing.
(FAD34)
ReprographUy nit, BE, New Delhi, India
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12594.pdf
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IS 12594 : 1988
(Reaffirmed 2001)
Edition 1.1
(2001-04)
Indian Standard
HOT-DIP ZINC COATING ON
STRUCTURAL STEEL BARS FOR CONCRETE
REINFORCEMENT — SPECIFICATION
(Incorporating Amendment No. 1)
UDC 669.14.018.29-422:669.586.5:666.982.24
© BIS 2003
B U R E A U O F I N D I A N S T A N D A R D S
MANAK BHAVAN, 9 BAHADUR SHAH ZAFAR MARG
NEW DELHI 110002
Price Group 2Hot-Dip Sprayed and Diffusion Coatings Sectional Committee, SMDC 28
FOREWORD
This Indian Standard was adopted by the Bureau of Indian Standards on 22 December 1988, after
the draft finalized by the Hot-Dip Sprayed and Diffusion Coatings Sectional Committee had been
approved by the Structural and Metals Division Council.
Corrosion of steel reinforcement in RCC constructions is assuming alarming proportions. In
desperate efforts to restore structures, very often temporary repair methods are adopted. One of
the reliable methods of long term measures which could prevent corrosion of concrete
reinforcement bars totally, is through giving a hot dip galvanized zinc coating on these bars. The
use of galvanized bars is justified fully both technically and economically in highly corrosive areas,
such as, in severe marine corrosion belts and areas suffering from industrial pollution.
Keeping in view the likely demand for hot-dip galvanized concrete reinforcement bars in our
country, it was felt necessary to prepare this standard. It is hoped that this standard specification
will help the users to procure galvanized steel bars of acceptable quality.
In the preparation of this standard, considerable assistance has been derived from ASTM
767M-1985 ‘Zinc coated (galvanized) steel bars for concrete reinforcement’, issued by the American
Society for Testing and Materials, USA.
This edition 1.1 incorporates Amendment No. 1 (April 2001). Side bar indicates modification of the
text as the result of incorporation of the amendment.
For the purpose of deciding whether a particular requirement of this standard is complied with,
the final value, observed or calculated, expressing the 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 value should be the same as that of the specified
value in this standard.IS 12594 : 1988
Indian Standard
HOT-DIP ZINC COATING ON
STRUCTURAL STEEL BARS FOR CONCRETE
REINFORCEMENT — SPECIFICATION
1 SCOPE 4.2.1 Galvanizing Bath
This standard specifies requirements for zinc The molton metal in the galvanizing bath shall
coating applied by hot-dip galvanizing on contain not less than 98.5 percent by mass of
structural steel bars for concrete reinforcement. zinc.
4.3 Galvanizing
2 REFERENCES
The concrete reinforcement steel bars, as far as
The Indian Standards listed below are
practicable, shall be galvanized in accordance
necessary adjuncts to this standard.
with IS 2629:1985.
IS No. Title
4.3.1 Handling
IS 432 Specification for mild steel and After immersion in the molten zinc, the bars
(Part1):1982 medium tensile steel bars and may be subjected to air/steam wiping to remove
hard-drawn steel wire for excess zinc from the bars provided the
concrete reinforcement — Part 1 minimum coating mass is met.
Mild steel and medium tensile
4.3.1.1The galvanizer shall ensure the proper
steel bars (third revision)
tagging requirements of the bar to maintain
IS 1786:1985 Specification for high strength identification during process to the point of
deformed steel bars and wires despatch.
for concrete reinforcement
4.4For the guidance of the purchaser and the
(third revision)
manufacturer, particulars to be specified while
IS 2062:1984 Specification for weldable ordering for the product to this specification,
structural steel (third have been given in Annex A.
revision)
5 COATING REQUIREMENTS
IS 2629:1985 Recommended practice for hot
5.1 Mass of Zinc Coating
dip galvanizing of iron and
steel For reinforcement concrete bar, the minimum
mass of zinc coating based on actual area of
IS 6745:1972 Methods for determination of
bar, when determined in accordance with
mass of zinc coating on zinc
IS6745:1972 shall be as given in Table 1.
coated iron and steel articles
IS 8910:1978 General technical delivery
Table 1 Requirement of Mass Zinc Coating
requirements for steel and steel
(Clauses 5.1, 6.1 and 6.2)
products
Coating Class Mass of Zinc Coating,
3 SUPPLY OF MATERIAL Min, g/m2 of Surface
General requirements relating to the supply of A 915
material shall conform to IS 8910:1978. B 610
NOTES
4 GENERAL REQUIREMENTS
1The coating class to be selected depends on the
4.1The concrete reinforcement steel bars shall aggressiveness of the surrounding area, that is,
chemical plants, marine areas, or if the water/aggregate
conform to IS 2062:1984, IS 1786:1985 and
used contains chemical salts, the class of coating shall
IS 432 (Part 1):1982. be subject to mutual consent between the galvanizer
and the end user.
4.2 Quality of Zinc
2The nominal diameter of a deformed bar is equivalent
Zinc used for galvanizing shall conform to any to that of a plain round bar having the same mass per
of the grades specified in IS 209:1992 Zinc metre as the deformed bar. Coating masses shown in
ingot or IS 13229:1991 Zinc for galvanizing. Table 1 are based on as assumed area ratio 1.2:1
(actual to nominal surface area of the reinforcing bar).
1IS 12594 : 1988
5.2 Freedom from Defects 6.2 Retest
The zinc coating shall have no bare spots. The If the average coating mass fails to meet the
coating shall be free of blisters, flux spots or requirements of Table 1, six additional random
inclusions, dross and acid or black spots (see samples from the lot shall be taken. If the
IS2629:1986). Bars that stick together after average coating mass of these six samples
galvanizing shall be rejected. The presence of conforms to the requirements of Table 1, the lot
tears or sharp spikes which make the bar shall be accepted. No individual zinc coating
hazardous to handle shall be the cause for mass of the test sample shall vary 10 percent
rejection. less than the mass specified in Table 1.
5.3 Adhesion of Galvanized Coating
7 FABRICATION
The coating shall be adherent and it shall not
be affected/damaged by any reasonable process 7.1 Fabrication Before Galvanizing
of handling or erection.
In case the bars are bent cold prior to
5.4 Chromating galvanizing, these shall be fabricated to a bend
The galvanized coating shall be chromate diameter equal to or greater than 6d for bar
treated to preclude a reaction between the bars sizes up to 20mm and 8d for bar sizes larger
and fresh portland cement paste. Proprietary than 20mm.
chromating solutions of equivalent strength
7.1.1The bar may be cold bent closer then
may also be used in place of the generic
specified in 7.1 if stress relieved at a
chemical treatment.
temperature from 480 to 560°C for 1h per
5.4.1In case the chromate treatment is 25mm of bar diameter.
performed immediately after galvanizing, it
7.2 Fabrication After Galvanizing
may be accomplished by quenching the
reinforcement bars in a solution containing at In case galvanizing is performed before
least 0.2 percent by mass of sodium dichromate bending, some cracking and flaking of the
in water (2kg/m3) or by quench chromating in galvanized coating in the area of the bend shall
a minimum of 0.2 percent chromic acid not be the cause of rejection.
solution. The galvanized bars shall be
7.2.1Damage to the coating as a result of
immersed in the solution at a temperature of at
fabrication is not subject to repair unless
least 32°C for at least 20s.
desired in accordance with supplementary
5.4.2In case the galvanized bars are at requirement see 8.
ambient temperature, the chromate treatment
NOTE — The tendency for cracking of the zinc coating
shall be the same as prescribed in 5.4.1 except
increases with bar diameter and with severity and rate
that 0.5-1.0 percent concentration of sulphuric
of bending.
acid shall be added as an activator of the
chromate solution. In this case, there is no 8 SUPPLEMENTARY REQUIREMENTS
temperature requirement for the activated OF GALVANIZED COATING
chromate solution.
The bars shall be supplied with the following
6 SAMPLING AND CRITERIA FOR supplementary requirements when specified by
CONFORMITY the purchaser.
6.1 Number of Tests 8.1 Sheared Ends
Unless otherwise agreed to, three percent
Sheared ends shall be coated with a zinc-rich
random samples subject to a minimum of three
formulation and the dried film shall have 92-95
samples from each lot shall be drawn and
percent zinc content.
tested for ascertaining the conformity of
galvanized coating on concrete reinforcement 8.2 Damaged Coating
bars. The average coating mass of these tests
Damage of the coating as a result of bending
shall conform to the requirement of Table 1. No
shall be repaired with zinc-rich formulation
individual zinc coating mass of the test sample
and the dried film shall have 92-95 percent zinc
shall vary 10 percent less than the mass
content.
specified in Table 1.
6.1.1 Lot 9 INSPECTION
All bars of one size furnished to the same The material shall be inspected at the
hot-rolled reinforcing bar specification that galvanizer’s plant prior to despatch. However,
have been galvanized within a single if specified, the purchaser may make the tests
production shift, from one bath, shall be which govern the acceptance or the rejection of
grouped together to constitute a lot. the materials.
2IS 12594 : 1988
10 REJECTION 12 MARKING
Visual inspection of material shall be made to The marking related to the coating shall
determine conformity with the requirement include the following:
of5.2. When inspection warrants rejection of a
a)Manufacturer’s name/trade mark,
lot, the manufacturer may resort the inspection
lot and resubmit it for inspection. b)Quantity of bars,
10.1Material that have been rejected may be c)Size of bars,
stripped and re-galvanized and re-submitted
d)Lot number, and
for test and inspection and shall conform to the
requirements of this specification, otherwise e)Class of coating.
the entire lot shall be rejected.
12.1 Standard Marking
11 PACKING
The galvanized concrete reinforcement bars The coated bars may also be marked with the
shall be packed as stipulated in the reinforced Standard Mark which shall relate only to the
bar specification or as mutually agreed upon. coating of the article.
ANNEX A
(Clause 4.4)
INFORMATION TO BE SUPPLIED BY THE PURCHASER
A-1 BASIS FOR ORDER b)Size of bars;
While placing an order for the purchase of c)Reinforcing bar specification;
galvanized reinforced concrete bars to this d)Class of coating;
specification, the purchaser should specify the
e)Galvanizing before or after fabrication;
following:
and
a)Quantity of bars; f)Supplementary requirement(s), if needed.
3Standard Mark
The use of the Standard Mark is governed by the provisions of the Bureau of Indian
Standards Act, 1986 and the Rules and Regulations made thereunder. The Standard Mark on
products covered by an Indian Standard conveys the assurance that they have been produced
to comply with the requirements of that standard under a well defined system of inspection,
testing and quality control which is devised and supervised by BIS and operated by the
producer. Standard marked products are also continuously checked by BIS for conformity to
that standard as a further safeguard. Details of conditions under which a licence for the use of
the Standard Mark may be granted to manufacturers or producers may be obtained from the
Bureau of Indian Standards.Bureau of Indian Standards
BIS is a statutory institution established under the Bureau of Indian Standards Act, 1986 to promote
harmonious development of the activities of standardization, marking and quality certification of goods and
attending to connected matters in the country.
Copyright
BIS has the copyright of all its publications. No part of these publications may be reproduced in any form
without the prior permission in writing of BIS. This does not preclude the free use, in the course of
implementing the standard, of necessary details, such as symbols and sizes, type or grade designations.
Enquiries relating to copyright be addressed to the Director (Publications), BIS.
Review of Indian Standards
Amendments are issued to standards as the need arises on the basis of comments. Standards are also
reviewed periodically; a standard along with amendments is reaffirmed when such review indicates that no
changes are needed; if the review indicates that changes are needed, it is taken up for revision. Users of
Indian Standards should ascertain that they are in possession of the latest amendments or edition by
referring to the latest issue of ‘BIS Catalogue’ and ‘Standards:Monthly Additions’.
This Indian Standard has been developed from Doc:No. SMDC 28 (3360)
Amendments Issued Since Publication
Amend No. Date of Issue
Amd. No. 1 April 2001
BUREAU OF INDIAN STANDARDS
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Telephones:323 01 31, 323 33 75, 323 94 02 (Common to all offices)
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6329.pdf
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IS 6329:2000
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Indian Standard
CODE OF PRACTICE FOR FIRE SAFETY
OF INDUSTRIAL BUILDINGS — SAW
MILLS AND WOOD WORKS
( First Revision)
ICS 91.040.20; 13.220.20
@ BIS 2000
BUREAU OF INDIAN STANDARDS
MANAK BHAVAN, 9 BAHADUR SHAH ZAFAR MARG
NEW DELHI 110002
October 2000 Price Group 4Fire Safety Sectional Committee, CED 36
FOREWORD
This Indian Standard (First Revision) was adopted by the Bureau of Indian Standards, after the draft finalized
by the Fire Safety Sectional Committee had been approved by the Civil Engineering Division Council.
The premises wherever wood issawn, cut, machined, ground orotherwise treated are associated with considerable
fire hazards. This is not so much on account of processes, but because of the combustible nature of wood and its
wastes. In certain types of factories where wood is pulverized or powdered or flammable liquids are used either
for painting or polishing purposes or for preservative treatment, the possibility of explosion also exists.
As fires occurring in this type of factories more often than not tend to be severe, locating the factory where
ample water supply for the fire fighting purposes is obtainable is a great necessity.
The Committee felt that the risk of fire in organized well-engineered industries like plywood, hardboard and
chipboard is comparatively less than in saw mills and wood wofks.
.
The frequency of outbreaks of fire in this class of risk may be reduced by observing proper care in respect of
installation and maintenance of electrical machinery, housekeeping and use of apparatus and processes involving
open flame and by providing an adequate dust and chip extraction system for wood working machines. In view
of the combustible nature of the contents, provision of elaborate fire protection system, namely, sprinkler and
hydrant system is a great necessity speciaIly in case of large premises.
This Code of practice represents a standard of good practice and, therefore, takes the form of recommendations.
In the formulation of this code due weightage has been given to international co-ordination among the standards
and practices prevailing in different countries in add]tion to relating it to the practices in the field in this
country.
For the purpose of deciding whether a particular requirement of this standard is complied with, the final value,
observed or calculated, expressing the result of a test or analysis, shall be rounded off in accordance with
1S2: 1960 ‘Rules for rounding off numerical values (revised)’. The number of significant places retained in
the rounded off value should be the same as that-of the specified value in this standard.IS 6329:2000
Indian Standard
CODE OF PRACTICE FOR FIRE SAFETY
OF INDUSTRIAL BUILDINGS — SAW
MILLS AND WOOD WORKS
( First Revision)
1 SCOPE 3.4 Saw Mills
1.1 This standard covers the fire safety requirements Mills in which timber in the form of the tree trunks or
of saw mills, furniture factories, coach and body logs is cut into pieces of convenient size and shape
building works, upholsteries and other wood working for use in other trades.
workshops, where various kinds of wood working
3.5 Timber Yard
operations are carried out either as a separate trade or
as ancillary to any particular industry. Open spaces reserved for storage of timber.
1.2 This standard also covers fire safety requirements
3.6 Wood Flour
of Iactories making various varieties of wood products,
namely, plywood, hardboards, wood wool, insulation Finely pulverized wood.
boards, wood flour, etc.
3.7 Wood Work Insulation Slabs
1.3 This standard shall be applicable in case of
A type of board made from long wood shaving with
fac[ories, where wood working by power is carried
the help of a cementing material.
out or in which more than 20 persons are employed.
3.8 Woodworking Buildings
2 REFERENCES
Buildings in which cut timber from saw mills isfurther
The Indian Standards listed in Annex A contain
sawn, cut, drilled, planned, ground, shaped or
provisions which through reference in this text,
otherwise processed for manufacturing of wooden
constitute provisions of this standard. At the time of
goods.
publication, the editions indicated were valid. All
standards are subject to revision, and parties to 4 LOCATION
agreements based on this standard are encouraged to
4.1 The factory or workshop shall be located at a
investigate the possibility of applying the most recent
place which is easily approachable to fire appliances.
editions of the standards given in Annex A.
4.2 The premises should not be located at the dead
3 TERMINOLOGY
end of the road.
3.0 For the purpose of this standard, the following
4.3 The width of the main gate shall not be less than
definitions shall apply.
4.5 m.
3.1 Air Cleaning Equipment 4.4 Wherever possible, the factory should be located
in areas where ample supply of water for fire fighting
Equipment for separation of wood dust entrained in
purposes is available (see IS 6070).
(he air used for dust and chip extracting system.
4.5 No buildings or open storage yards of the premises
3.2 Dust and Chip Extraction System shall lie within 30 m of a railway line used by coal-
fired locomotives.
A pneumatic system for removal of wood chips, dusts
or wastes, from wood working, pulverizing orchipping 4.6 The factory or workshop shall not be located
machines. within municipal areas of atown or a city without the
knowledge and approval of appropriate authority.
3.3 Plywood
5 COMPCXJND
A board formed of three or more layers of veneer
cemented or glued together, usually with the grain of 5.1 All saw mills and other wood working and wood
adjacent veneers running at right angles to each other. products manufacturing factories or workshops shall
1IS 6329:2000
be located intheir own compound as far as practicable. j) Timber impregnating room, where oil-based
preservative is used;
5.2 The compound shall be sufficiently spacious to
k) Upholstery making sections; and
enclose the processing, manufacturing and storage
buildings and storage yards in such a manner as to m) Utility buildings, like pump house, engine
comply with the provisions of 8 of the Code. house, etc.
5.3 The compound shall bekept free of all combustible NOTE —This, however, does not apply tostorage ofgreen or
wet logs under water.
materials except for stacking of tirriber intimber yards.
All storage yards, compounds and neighbourhood of 7.2 In case godown storage area exceeds 250 m2,
buildings shall be kept clear of dry grass, weeds or proper compartmentation shall beprovided by erection
any sort of rank vegetation. of brickwall with minimum fire rating of 2 h. Any
opening between the compartmentation shall be
5.4 No overhead electric bare wire shall be allowed
provided with steel door with fire rating of 2 h.
in the compound or pass through the compound.
8 DISTANCES
6 BUILDING CONSTRUCTION
8.1 No building shall be within 30.0 m of a timber
6.1 Constructional features of all buildings shall
yard.
comply with the requirements of IS 1641.
8.2 No building shall be within 15.0 m of a building
6.2 The type of building construction for various
used for storage or processing of timber.
occupancies and their maximum permissible floor
area, unless divided by separating walls extending not 8.3 Boilers, either in the-open or in a building shall
less than 1m above the roof and or fire-proof floors, neither be within 30.0 m of a timber yard nor within
shall conform with the requirements given in Table 1. 15.0 m of abuilding used for storage or processing of
timber.
6.3 Timber storage, working or process buildings shall
preferably be of single storeyed structure. In no case, NOTES
however, the ceiling height of any individual storey 1Application ofthe provisions mentioned in8.1 to8.3 maybe
shall exceed 8.0 m nor shall the highest point of such waived, ifanyoneofthefollowing conditions isfultiHed:
buildings be more than 12.50 m above surrounding a) Thebuildings formpartofthesame’block butaresegregated
ground level. from each other byseparating walls extending notless than
1m above the roof-level and with all openings, if any,
6.4 Buildings, where wood flour is made, shall be protected byautomatic fire resistant dcas;
provided with suitable explosion vents in the form of b) The facing walls are ofbrick orconcrete and the openings
blow-off doors or windows or roof or wall panels of areprotected with automatic tire resisting doors andshutters
andwired glasses orbyautomatic drenchers; and
light materials.
c) The buildings used for storage or processing of wood are
6.5 Interior surfaces of buildings, where wood flour sprinkfer protected thrrrughout.
making operations are carried out shall be as smoothly 2Alogyard ofgreen orwet logs inaplywood factory should not
finished as possible and shall be flame retardant. They be treated as atimber yard, provided the logs are stacked at a
distance ofnotless than 6mfrom the adjoining wall.
should also be designed in such a manner that as few
horizontal surfaces as possible are available. 8.4 In no case shall a building be within 6.0 m of a
building used for storage orprocessing of timber unless
7 SEPARATING WALLS such buildings form part of the same block and
segregated therefrom by separating walls extending
7.1 Separating walls complying with 5.1.2 of IS 1642
shall be provided to segregate the following buildings: not less than 1 m above the roof-level and with all
openings, if any, protected by automatic fire resistant
a) Timber (sawn or unsawnj godow.ns (see
doors.
Note);
8.5 No building or open storage shall be within 6.0 m
b) Godowns, other than those storing timber;
of the compound wall.
c) Saw mills;
d) Wood working departments; 9 VENTILATION
e) Wood product making departments;
9.1, is far aspossible each sectiotdcompartment shall
f) Boiler house and furnace rooms;
be independently ventilated to the atmosphere so that
g) Timber seasoning kilns;
fire, in one section may not travel to other section.
h) Varnishing, polishing and spray painting The provision of lighting and ventilation shall be
sections; strictly in accordance with SP 7 (Part VIII/See 1).
21S 6329:2000
10 EXIT REQUIREMENTS designed for minimum air resistance and shall afford
greatest possible protection tothe zone ofwood particle
10.1 Exit requirements shall comply with IS 1644.
generation.
However, the additional provision ofexit requirements
shall be provided as follows: 11.2.3 The rate of air flow shall be adequate to entrap
the wood particles at their points .of generation and
a) Each working room shall be provided with
cause them to be earned over, through the ducts to the
adequate number of exits not less than two
air cleaning equipment.
in any case.
b) No exit shall be less than 1.2 m wide and 11.2.4 In addition to exhaust intakes at individual
2 m high and doors of such exits shall be so machines, open connections to the exhaust system
arranged that it can be opened easily from shall be provided at floor level for removal of waste
inside. accumulation around the machines.
c) No staircase, lobby/corridor of passage shall 11.2.5 Ducts shall be dust-tight throughout and no
be less than 1.25 m wide. openings other than those necessary to perform the
required functions of the system shall be allowed.
11 PROCESS AND MACHINERY
11.2.6 Where ducts pass through walls, floors or
11.1 Seasoning of Timber
partitions, the space around the ducts shaii be seaied
11.1.1 The heat required for seasoning process shall with rope asbestos, mineral wood or other non-
be furnished either by low pressure steam, hot water combustible material. In no case shall ducts pass
or hot air. Moist-air-kilns in which hot air is kept through separating walls.
moist by injection of steam shall, however, be
11.2.7 The exhaust system shall be provided with air
preferred.
cleaning equipment, for example, cyclones of non-
11.1.2 The heat source for the purpose mentioned combustible construction and adequate capacity. The
in 11.1.1 shall be located either in a separate room or air cleaning equipment so provided shall be located
in the boiler house. If in a separate room it shall in the open and shall not be within 6 m of any
comply with the~equirements laid down in 8.3. unprotected buildlng openings.
11.1.3 If wood dust and shavings are used as fuel, the 11.2.8 The exhaust fan(s) of the system shall have
boiler furnace or heater shall be specially designed to adequate capacity to produce required rate of air flow
burn this type of material. and if the fan is required to handle wood dust and
shavings, its blades and the casing shall be of non-
11.1.4 Ducts and pipings of steam or hot air shall be
sparking materials.
clear of all wood work and combustible material by at
least 15 cm. Where these are supported on the wood 11.2.8.1 It would be preferable, however, to locate the
work, the filling shall be insulated in such a manner fan beyond the air cleaning equipment so as to handle
clear air only. In no case shall the fan motor be
as to avoid transmission of heat tothe wooden portion.
installed inside the duct wall.
11.1.5 Where hot air system is used, the seasoning
11.2.8.2 The fan (motor) shall automatically shut
kilns shall be provided with thermostat(s) so that the
down by providing miniature circuit breaker/
blower fan of the system is automatically cut off, in
thermostat of appropriate capacity or short circuit, etc.
the event of the temperature exceeding a pre-
E.L.C.B. shall-also be incorporated.
determined value.
11.2.9 Ducts handling wood dust and shavings shall
11.2 Woodworking — Dust and Chip Extraction
be separate from all other types of ductings and shall
System
in no case be connected to aspark generating machine,
11.2.1 All cutting, chipping, planing, sanding and namely, grinding wheels.
other machines which produce either finely divided
11.2.10 No spark generating machine unless enclosed
wood particles or shavings shall be provided with a
in dust-tight -enclosure shall be installed in areas,
properly designed dust and chip extracting system.
where dust is likely to be generated and remain in
NOTE — Factories in which not more than six wood working suspension and all machines likely to accumulate static
machines areinstalled shal1,however, beexempted fromoperation electrical charges during operation shall be effectively
ofll.2.l.
earthed.
11.2.2 The entire exhaust system, that is, hoods of
11.2.11 The use of dampers of gates or orifice blades
enclosure, ducting and air cleaning equipment shall
shall not be permitted in the exhaust system unless
be of non-combustible construction. It shall be
provided for the specific performance of balancing the
3IS 6329:2000
air flow in the system and that they shall be riveted or or into places where it may cause injury to workmen
permanently fastened to prevent any further or cause fire spread and explosion.
manipulation.
11.3.7 All dust producing equipment shall be
11.2.12 Where inspection openings are required in electrically earthed by at least two separate paths.
the equipment, the openings shall be provided with
11.3.8 The exhaust fan for removal of dust shall
mesh screen of not less than 2 meshes to acentimetre.
preferably be located after the dust separator, where
11.3 Wood Flour-Making this is not possible, the blades and spider of the fan
shall be of bronze or other non-sparking material or
11.3.1 The pulverizers shall preferably have individual
the fan casing lined with similar material.
drive. If not, then the transmission media (belt or
chain) shall be encased in dust-tight enclosures. 11.3.9 All air cleaning equipment shall be located in
the open and barring the cloth type shall be constructed
11.3.2 Mills of pulverizers, conveyors, spouts, chutes
throughout of non-combustible material. Cloth type
and other dust producing and material handling
separators shall be provided with dust-tight enclosures.
equipment and devices shall be of metal construction
and of dust-tight type. 11.3.10 No spark generating machine unless enclosed
in dust-tight enclosure shall be installed in areas where
11.3.3 Magnetic separators of approved type shall be
dust islikely tobe generated and remains insuspension
installed in the system before the chips enter the mills
and all machines likely to accumulate static electrical
or pulverizers. charges during operation should effectively be earthed.
11.3.4 Mills delivering directly through spouts shall
11.4 Driers
be provided with devices in or underneath the
discharges which retard the flow of product in such a 11.4.1 Driers shall be of non-combustible construction
manner as to keep a small space, immediately throughout.
underneath or near the discharge, filled up with pulver-
11.4.2 Heat for drying shall be .fumished by either
ized product, thus smothering any spark which may
low pressure steam (not exceeding 1.5‘kg/cm*), hot
originate inthe mill. This maybe done either by means
water, hot air or resistance, indu&ion or infra-red
of a revolving choke valve or, if the material is
system or electrical heating. ‘f,
delivered directly into a screw conveyor, by omitting
a small portion of the blade and substituting pin 11.4.3 The heating equipment for low pressure steam,
there for. hot air, or hot water shall be located in separate room
or building.
11.3.5 Bearing shall be of ball or roller type and shall
be of dust-tight design. 11.4.4 In case of electrically heated driers, the heating
11.3.6 All mills or pulverizers, bins enclosures for elements or lamps shall be so installed that the timber
chutes, spouts or conveyors, separators shall “be undergoing the drying operation shall not come into
provided with explosion vents extended to outdoors contact with them.
in such a manner that damage to other equipment or
11.4.5 Driers shall be provided with thermostat so
building or injury to personnel is avoided. For this
that the heating source and fan shall be automatically
purpose a vent area of 1 mz per 15 m3of bin volume
cut off, in the event of the temperature inside the drier
and 1mzper 10m3of volume of enclosures for chutes,
exceeding a pre-determined figure.
spouts, etc, shall be considered minimum. In the case
of enclosures for chutes, spouts, etc, there shall be at
11.5 Hardboard Manufacture
least one vent per 3.0 m of length.
11.5.1 All wood chipping machines shall be provided
11.3.6.1 The explosion relief provided may be of
with dust extracting system as outlined in 11.2. The
bursting panel type or the hinged flap type. The
exhaust fan of the dust extraction system shall be so
bursting panel shall be a diaphragm of wafer, thin
interlocked with the chipper motor that the motor will
metal or other fragile material just capable of
not operate unless the fan is working.
withstanding the normal pressure of the process. The
hinge flap, when used in series with bursting vent 11.5.2 The screw conveyor (if any) used for carrying
provides the best explosion relief system. Such vents wood chips from chipper house to chip stores, from
shall be situated close to the likely points of origin of chip stores to surge bins and from surge bins to
explosion and adjacent to any bends in ducts. They digesters, should be fitted with safety devices whereby
shall also be arranged in such a manner that when the power supply to the conveyor motor will be cut off
they operate they do not discharge into work-rooms in case of jamming.
4IS 6329:2000
11.5.3 Melting of wax shall be done in covered in operation shall comply with IS 3594.
cylinders or pans heated by low pressure steam or hot
12.2 Storage of timber in open yards shall comply
water. Only required amount of wax shall be brought
with the following conditions (see also Note 2
in, when required.
under 8.3):
11.5.4 The motor driving the chip refiner machine
a) No stack of timber shall contain more than
shall be so interlocked with the motor of the blower
1500 t of timber. Nor shall it exceed 6.0 m
fan supplying cooling air to the former that the
in height, and
machine will stop if the blower fan fails to operate.
b) A clear space of 22.50 m shall be provided
11.5.5 The main presses where hardboards are formed
between individual stacks.
shall be provided with automatic temperature and
pressure control arrangement and shall incorporate a NOTE— Inbigcities duetoscarcity ofspace, keeping adistance
device to give an alarm in the event of the temperature of22.50 minbetween thestacks isnotpracticable. However, to
minimize spread offireandhazard duetoradiated heat, adistance
or pressure exceeding their pre-determined limits.
of 10misrecommended inbetween the stacks. Incase keeping
ofeven 10misnotpracticable, thequantity oftimber andstacking
11.6 Spray Painting, Varnish and Polishing height shall be restricted to 500 tand 3 m respectively with a
Operations special requirement to provide separating (tire-breaks) walls
extending toaheight ofatleast 4m.
11.6.1 Each spray painting booth and similar
enclosures shall be adequately ventilated by means of 13 ELECTRICAL INSTALLATIONS
a fan or fans, preferably having a free discharge to the
13.1 The electrical installations shall conform to
open, without the use of aduct. An air velocity of not
IS 1646.
less than 30 m/min at the working opening is
recommended. 13.2 All motors in woodworking areas shall be of
totally enclosed or pipes ventilated type.
1L6.2 If discharge from the booth is not direct to the
open the exhaust duct shall be of metal, as short as 13.3 All motors installed inside buildings where
possible, have no sharp bends and shall be taken manufacture of wood flour or pulverizing of wood is
through an external wall without passing through any done shall be in dust-tight enclosure.
other part of the building.
13.4 Electrical wiring for lighting in wood storage
11.6.3 There shall be a separate ventilating fan for and process department shall be enclosed in screwed
each booth, but if this is not practicable not more than steel conduits and those for power wiring shall be
3booths shall be connected to one ventilating duct. If enclosed either in screwed steel conduits or of mineral
more than one fan is connected to the ventilating duct insulated copper sheathed type.
the control shall be so interconnected that one fan
13.5 Lighting fixtures, switches, cut-outs, distribution
cannot be operated without operating all fans
boxes, etc, in buildings used for wood flour making
connected to that duct.
shall be dust-tight type.
11.6.4 Fans and ducts shall be accessible for cleaning
13.6 All electrical equipment and accessories in
and shall continue to run for aperiod of at least 5 min
buildings where spray painting or polishing operations
after spray painting operations have ceased.
are carried out shall be of flame-proof type.
11.6.5 Ovens or other heating appliances used for
13.7 All electrical heaters used for drying or baking
drying or baking purposes shall not be located in the
purposes shall be metal cased and be of totally enclosed
same room or compartment as that used for applying
immersion type or of the totally enclosed low
the surface treatment except when such ovens or
temperature type. The temperature of the external
appliances are heated in any one of the following
surface of such heaters shall not exceed 92°C.
manners:
a) Low pressure hot water, 14 FIRE FIGHT-ING ARRANGEMENTS
b) Steam at a gauge pressure of not more than
14.1 All fire fighting arrangements shall fully comply
0.66 kgf/cm2,
with the provisions contained in IS 1648 and IS 2190.
c) Hot air system from hot water, steam or
14.2 The requirements of wet riser, down comer
electric heaters, all ducts being of metal, and
ins,tatlations and capacity of water storage tanks and
d) Electric heaters as described in 13.7.
fjr~ pumps shall be as given in Table 2.
12 STORAGE CONDITIONS
14,3 All buildings exceeding 500 mz where
12.1 Storage of material other than storage of timber woodworking, storage or processing are carried out
5IS 6329:2000
as also outdoor storage of timber shall be protected and upholsteries. Such work shall only be done in
with portable appliances andahydraut service. separate compartments or rooms specially set apart
for such purposes.
14.4 All such buildings as described in 14.3 shall be
protected with sprinklers also if the individual floor 15.3 Wood working or processing buildings and
area exceeds the limitations specified in Table 1. upholsteries shall be swept clean of all sawdust, wood
shavings and other types of wastes at the end of each
14.5 Notwithstanding anything mentioned to the
shift, and more frequently, if necessary.
contrary under 14.1 to 14.4, all premises where sawing
of bulk timber or logs is carried out as also its timber 15.4 Timber yards shall be kept free of grass weeds
yards shall be protected with a hydrant service. and undergrowth, as far as possible, by cutting them
short and their immediate removal from the site. In
14.6 It isrecommended that interiors of wood grinding
no circumstances shall grass, weeds and undergrowth
mills or pulverizing dust and chip extraction systems
be burnt within the factory premises.
and enclosures of conveyors carrying wood dust or
chips shall be protected with afixed fire extinguishing 15.5 Use of coal-fired locomotives shall not be
system of the inert gas type. permitted within the compound of the factory and the
end of exhaust pipes of diesel locomotives shall either
14.7 In properties, where the storage and wood
be turned upwards or provided with suitable protection
working and processing buildings are not required to
against emission of burning or incandescent particles.
be sprinkled, either of the following facilities shall
be provided: 15.6 Only daily requirements of raw materials, such
as timber, kapok, coir, etc, or other hazardous materials
a) An automatic fire alarm system according to
shall be permitted inside wood working or processing
the requirements of IS 2189; and
buildings and upholsteries.
b) A watchman, who will go round the property
15.7 Upholsteries shall be provided with adequate
at 2-hourly intervals during non-working
number of non-combustible storage bins fitted with
hours.
automatically closing covers for holding of kapok, coir,
15 GENERAL SAFETY PROVISIONS etc.
15.1 No smoking or cooking shall be carried out in 15.8 Not more than a day’s supply of paint, varnish
the premises, except in the buildings especially set lacquer, etc, shall be kept in the room or compartment,
apart for such purposes. ‘No smoking’ signs shall be where spray painting or varnishing operations are
prominently exhibited in the compound of the pre- carried out.
mises, especially in the vicinity of wood working,
15.9 Strict attention to cleanliness shall be observed
storage and processing buildings and timber yards.
in spray painting, varnishing department, etc. This
15.2 Use of naked fires or open flames invalving such is particularly important where nitro cellulose solu-
work as welding and cutting operations, etc, shall not tions are used in view of the flammable nature of the
be permitted either within 22.50 m of timber yards or solid residues.
inside wood working, processing and storage blocks
15.10 All places where dry deposits of flammable or
Table 1Type of Building Construction and Maximum Floor Area (for Various Occupancies)
(Clauses 6.2 and 14.4)
sl Nature ofOccupancy Maximum Permis.+dbleFloorAreaforTypeofConstruction
No. —
/ \
(1) (2) I m Iv
r% ~z
;) (4) (5) (6)
i) Sawmills wood work]ng; plywocd 3000 750 650 Not permitted
making; hard-board making; and
upholstery
ii) Plywood making; hard-board 9000 2250 1950 Not permitted
making; and chipboard making
iii) Wood f100r ITIiihng; Sprdy painting; 1100 450 Not permitted Not permitted
varnishing and impregnating
iv) TImber godowns 2400 600 490 Not permitted
NOTE— The above maximum permissible floor areas maybe tripled incase ofsingle storey buiktings and doubled incase ofmukiph
storey buildlngs, provided the buildings are protected throughout with the sprinkler installation.
6Table 2 Minimum Requirements for Fire Fighting Installations
(Clause 14.2)
sl Type of TypeofInstallations Water .%pply, PumpCapacity,
lNO. Building 1 1
n
/ .~~
Hose Wet Down Yard Auto- Man- Auto- Under- Terrace Near the U/G Atthe
Reel Riser Comer Hydrant matic Uutly matic ground Tank Static Tank Terrace
Sprink- Operated Detec- Static (Pire Pump) Level with
Ier Electric tion Water with minimum aPressure
System Fke and Storage Pressure of of
Alarm Alarm Tank 0.3N/mm2 0.3N/mm2
System System (3kg/cm2) at (3kg/cm2)
Terrace Level
i) Plot aretiup P P(for P(for P P P “NP 25000 10000 One electric 900 l/rein
(o250 m? more more pump and one (ifmore
[hull [lIanone diesel pump of ttwnone
one storey) capcatiy 1620 storey)
storey) thin and one
electric pump
ofcapacity
180Mnin
ii) Plot tsreu P do do P P P NP 50000 10000 do do
251 m2to
500 m2
iii) Piol area P do do P P P P 100000 20000 One electric do
501to pump and one
1000 m2 diesel 2280
t/rein and one
electric pump
ofcapacity
180Mrrin
iv) Plot area P P P P P P P As per 30000 One electric 9(K3Ihnin
1001 m: IS3844 pump and one
and above dles;l pump of
capacity of
2850 Mnin
and one
electric pump
ofcapa-city
180Mrrinor
4500 l/rein
depending
upon water
requirements
NOTES
1Pindicates ‘Provided’.
2NP indicates ‘Not tobe Provided’,
3 herequirements given :Lboveare forsmall scale industry units inMetropolitan Cities.
For industries located inother areas the requirement will have tobeworked out on thebasis ofrelevant Indian Standard and also in
consultation with local fire authority,
-4Building above 15minheight not tobepermitted.
varnish may accumulate shall be cleaned as frequently 15.11 All oily or dirty wastes and greasy cleaning
as possible, but not less than once a week. If brushes clothes shall be deposited in metal receptacles with
or scrapers are used they shall be of stiff fibre or non- lids and shall be removed from the building daily.
ferrous tnaterial. Flammable liquids shall not be used
15.12 Spray painting booths used for nitrocellulose
fot-cleaning purposes. All scrapings and sweepings
finishes shall not be used for vegetable oil paint and
shall be pLaced immediately in metal receptacles,
varnish processes unless the booths and ventilating
wetted down and removed from the building.
trunks are cleaned before each changeover.IS 6329:2000
ANNEX A
(Clause 2)
LIST OF REFERRED INDIAN STANDARDS
IS No. Title IS No. Title
1641:1988 Code of practice for fire safety of 2190:1992 Selection, installation and main-
buildings (general): General tenance of first-aid fire extinguishers
principles of fire grading and — Code of practice (se~ond
classification (first revision) revision)
1642:1989 Code of practice for fire safety of 3594:1991 Code of practice for fire safety of
buildings (general): Details of.
industrial buildings: General storage
construction ~irsf revision)
and warehousing including cold
1646: 1982 Code of practice for fire safety of
storages (fzrst revision)
buildings (general): Electrical
6070:1983 Code of practice for selection,
installations (first revision)
operation and maintenance of trailer
1648: 1961 Code of practice for fire safety of
fire pumps, portable pumps, water
buildings (general): Fire fighting
tenders and motor fire engines (jrst
equipment and its maintenance
revision)
2189:1988 Code of practice for selection,
SP 7 (Part VIIU National Building Code of India:
installation and maintenance of
Sec 1): 1983 Part VHI Building Services,
automatic fire detection and alarm
system (second revision) Section 1 Listing and ventilation
8Bureau of Indian Standards
BIS is a statutory institution established under the Bureau of Indian Standards Act, 1986 to promote
harmonious development of the activities of standardization, marking and quality certification of goods
and attending to connected matters in the country.
Copyright
BIS has the copyright of all its publications. No part of these publications may be reproduced in any form
without the prior permission in writing of BIS. This does not preclude the free use, in the course of
implementing the standard, of necessary details, such as symbols and sizes, type or grade designations.
Enquiries relating to copyright be addressed to the Director (Publications), BIS.
Review of Indian Standards
Amendments are issued to standards as the need arises on the basis of comments. Standards are also reviewed
periodically; a standard along with amendments is reaffirmed when such review indicates that no changes are
needed; if the review indicates that changes are needed, it is taken Upfor 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 36 (5792).
I
Amendments Issued Since Publication
Amend No. Date of Issue Text Affected t
I
{
.
BUREAU OF INDIAN STANDARDS
Headquarters :
Manak Bhavan, 9 Bahadur Shah Zafar Marg, New Delhi 110002 Telegrams : Nlanaksanstha
Telephones :3230131,3233375,323 9402 (Common to all offices)
Regional Offices : Telephone
Central :Manak Bhavan, 9 Bahadur Shah Zafar Marg 3237617
NEW DELH1 110002 { 3233841
Eastern ; 1/14 C. I. T. Scheme VII M, V. I. P.Road, Kankurgachi 3378499,3378561
CALCUTTA 700054 { 3378626,3379120
Northern : SCO 335-336, Sector 34-A, CHANDIGARH 160022 603843
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Southern : C. I. T. Campus, IV Cross Road, CHENNAI 600113 2350216,2350442
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Branches : AHMADABAD. BANGALORE. BHOPAL. BHUBANESHWAR. COIMBATORE.
FARIDABAD. GHAZIABAD. GUWAHATI. HYDERABAD. JAIPUR. KANPUR.
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Printed at : Prabhat Offset Ress, New Delhi-2
|
ISO 17640.pdf
|
INTERNATIONAL ISO
STANDARD 17640
First edition
2005-07-15
Non-destructive testing of welds —
Ultrasonic testing of welded joints
Contrôle non destructif des assemblages soudés — Contrôle par
ultrasons des assemblages soudés
Reference number
ISO 17640:2005(E)
Copyright International Org anization for Standardization
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Contents
Page
Foreword............................................................................................................................................................iv
Introduction........................................................................................................................................................v
1 Scope.....................................................................................................................................................1
2 Normative references...........................................................................................................................1
3 Terms and definitions...........................................................................................................................2
4 Symbols and abbreviated terms.........................................................................................................2
5 Information requirements....................................................................................................................2
5.1 Information required prior to testing..................................................................................................2
5.2 Additional pre-test information...........................................................................................................3
5.3 Written test procedure..........................................................................................................................3
6 Requirements for personnel and equipment.....................................................................................3
6.1 Personnel qualifications......................................................................................................................3
6.2 Equipment.............................................................................................................................................4
6.3 Probe parameters.................................................................................................................................4
7 Test volume...........................................................................................................................................4
8 Preparation of scanning surfaces.......................................................................................................5
9 Parent material testing.........................................................................................................................6
10 Range and sensitivity setting..............................................................................................................6
10.1 General...................................................................................................................................................6
10.2 Reference level......................................................................................................................................6
10.3 Evaluation levels...................................................................................................................................7
10.4 Transfer correction...............................................................................................................................7
10.5 Signal-to-noise ratio.............................................................................................................................8
11 Testing levels........................................................................................................................................8
12 Testing technique.................................................................................................................................8
12.1 General...................................................................................................................................................8
12.2 Manual scan path..................................................................................................................................8
12.3 Testing for imperfections perpendicular to the test surface............................................................9
12.4 Location of indications.........................................................................................................................9
12.5 Evaluation of indications.....................................................................................................................9
13 Test report...........................................................................................................................................10
13.1 General.................................................................................................................................................10
13.2 General data........................................................................................................................................10
13.3 Information relating to equipment....................................................................................................11
13.4 Information relating to testing technique.........................................................................................11
13.5 Results of testing................................................................................................................................11
Annex A (normative) Testing levels for various types of welded joint.......................................................12
Bibliography.....................................................................................................................................................26
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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 17640 was prepared by Technical Committee ISO/TC 44, Welding and allied processes, Subcommittee
SC 5, Testing and inspection of welds.
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Introduction
This International Standard describes general methods for ultrasonic testing, using standard criteria, of the
most commonly used welded joints. It specifies requirements for equipment, surface preparation, inspection
performance and reporting. The parameters specified, in particular those for the probes, are compatible with
the requirements of EN 1712 and EN 1713, and are suitable for use with other acceptance criteria standards.
The inspection techniques are suitable for the detection of weld imperfections specified in typical weld
acceptance standards. The methods used for ultrasonic assessment of indications and acceptance criteria
shall be specified, for example by reference to application standards.
Requests for official interpretations of any aspect of this International Standard should be directed to the
Secretariat of ISO/TC 44/SC 5 via your national standards body. A complete listing of these bodies can be
found at www.iso.org.
NOTE If the acceptance criteria require a more precise determination of the height and nature of the defect, e.g.
when fitness-for-purpose criteria are applied, this may necessitate the use of techniques outside the scope of this
International Standard.
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Copyright International Organization for Standardization
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Non-destructive testing of welds — Ultrasonic testing of welded
joints
1 Scope
This International Standard specifies methods for manual ultrasonic testing of fusion-welded joints in metallic
materials, greater than or equal to 8 mm thick, which exhibit low ultrasonic attenuation (especially that due to
scatter). This International Standard is primarily intended for full penetration welded joints where both the
welded and parent materials are ferritic.
This International Standard specifies four testing levels (A, B, C and D) (see Clause 11), each corresponding
to a different probability of detection of imperfections. Rules for the selection of testing levels A, B and C are
given in Annex A.
This International Standard may be used for assessment of indications, for acceptance purposes, by either of
the following methods:
a) evaluation based primarily on length and echo amplitude of the signal indication;
b) evaluation based on characterization and sizing of the indication by probe movement methods.
The techniques described in this International Standard may be specified, for example in an application
standard, for use with:
materials other than those stated,
partial-penetration welds,
automated equipment.
In each case, the technique should be verified as having adequate sensitivity.
NOTE Where material-dependent ultrasonic values are specified in this International Standard, they are based on
steels having an ultrasonic sound velocity of (5 920 ± 50) m/s for longitudinal waves, and (3 255 ± 30) m/s for transverse
waves. This is to be taken into account when testing materials with a different velocity.
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 5577, Non-destructive testing — Ultrasonic inspection — Vocabulary
ISO 10375, Non-destructive testing — Ultrasonic inspection — Characterization of search unit and sound field
ISO 12715, Ultrasonic non-destructive testing — Reference blocks and test procedures for the
characterization of contact search unit beam profiles
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ISO 17635, Non-destructive testing of welds — General rules for fusion welds in metallic materials
EN 583-1, Non-destructive testing — Ultrasonic examination — Part 1: General principles
EN 583-2, Non-destructive testing — Ultrasonic examination — Part 2: Sensitivity and range setting
3 Terms and definitions
For the purposes of this document, the terms and definitions given in ISO 17635 and ISO 5577 apply.
4 Symbols and abbreviated terms
The symbols and abbreviated terms used in this International Standard are given in Table 1.
Table 1 — Symbols and abbreviated terms
Symbol Term Unit
t Thickness of parent material (at the thinnest point) mm
D Diameter of a disc-shaped reflector mm
DSR
D Diameter of a side-drilled hole mm
SDH
t Indication length mm
h Extension of an indication in the depth direction mm
x Position of an indication in the longitudinal direction mm
y Position of an indication in the transverse direction mm
z Position of an indication in the depth direction mm
l Projected length of the indication in the z-direction mm
z
l Projected length of the indication in the x-direction mm
x
l Projected length of the indication in the y-direction mm
y
p Full skip distance mm
5 Information requirements
5.1 Information required prior to testing
Prior to testing, the following items shall be specified (where applicable):
method for setting the reference level;
manufacturing and operation stage(s) at which testing is to be carried out;
testing level;
acceptance levels;
method to be used for evaluation of indications;
qualification of personnel;
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extent of testing for transverse indications;
requirements for tandem testing;
parent material testing prior to and/or after welding;
requirements for written test procedures.
5.2 Additional pre-test information
Prior to testing, the operator shall have access to the following information:
written test procedure, if required (see 5.3);
type(s) of parent material and product form (i.e. cast, forged, rolled);
manufacturing or operation stage, including any heat treatment, at which testing is to be carried out;
time and extent of any post-weld heat treatment;
joint preparation and dimensions;
requirements for surface conditions;
welding procedure or relevant information on the welding process;
reporting requirements;
acceptance levels;
extent of testing, including requirements for transverse indications, if relevant;
testing level;
personnel qualification level;
procedures for corrective actions when unacceptable indications are revealed.
NOTE Visual testing in accordance with ISO 17637 may be specified prior to any ultrasonic testing. In this case, the
result shall also be made available.
5.3 Written test procedure
This International Standard will normally satisfy the need for a written test procedure. Where additional written
procedures are required, they shall be specified prior to testing, for example by reference to an application
standard.
6 Requirements for personnel and equipment
6.1 Personnel qualifications
Ultrasonic testing of welds and the evaluation of results for final acceptance shall be performed by qualified
and capable personnel. It is recommended that personnel are qualified in accordance with ISO 9712 or an
equivalent standard at an appropriate level in the relevant industry sector.
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6.2 Equipment
All ultrasonic testing equipment shall comply with the requirements of ISO 10375 and ISO 12715.
6.3 Probe parameters
6.3.1 Test frequency
The test frequency shall be within the range 2 MHz to 5 MHz, and selected to comply with the specified
acceptance levels.
For the initial test, when the evaluation is carried out according to acceptance levels based on length and
amplitude, e.g. EN 1712, the test frequency shall be as low as possible within the above range. Higher test
frequencies may be used to improve range resolution, if necessary, when using standards for acceptance
levels based on characterization of imperfections, e.g. EN 1713.
NOTE Test frequencies of approximately 1 MHz may be used for testing of long sound paths where the material
shows above-average attenuation.
6.3.2 Angles of incidence
When testing is carried out with transverse waves and techniques that require the ultrasonic beam to be
reflected from an opposite surface, care shall be taken to ensure that the incident angle of the beam, with the
opposite reflecting surface, is not less than 35° and preferably not greater than 70°. Where more than one
probe angle is used, at least one of the angle probes used shall conform with this requirement. One of the
probe angles used shall ensure that the weld fusion faces are tested at, or as near as possible to, normal
incidence. When the use of two or more probe angles is specified, the difference between the nominal beam
angles shall be 10° or greater.
Angles of incidence at the probe and opposite reflecting surface, when curved, may be determined by drawing
a sectional view of the weld or in accordance with the methods given in EN 583-2. Where angles of incidence
cannot be determined as specified by this International Standard, the test report shall contain a
comprehensive description of the scans used and the extent of any incomplete coverage caused together with
an explanation of the difficulties encountered.
6.3.3 Adaptation of probes to curved scanning surfaces
The gap between test surface and bottom of the probe shoe shall not be greater than 0,5 mm. For cylindrical
or spherical surfaces, this requirement will normally be met when D W (a2/2), where D is the diameter, in
millimetres, of the component and a is the dimension, in millimetres, of the probe shoe in the direction of
testing.
If this requirement cannot be met, the probe shoe shall be adapted to the surface and the sensitivity and
range shall be set accordingly.
6.3.4 Coupling media
The coupling media shall be in accordance with EN 583-1.
7 Test volume
The test volume (see Figure 1) is defined as the zone which includes the weld and parent material for at least
10 mm on each side of the weld, or the width of the heat-affected zone, whichever is greater.
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In all cases, scanning shall cover the whole test volume. If individual sections of this volume cannot be
covered in at least one scanning direction, or if the angles of incidence with the opposite surface do not meet
the requirements of 6.3.2, alternative or supplementary ultrasonic techniques or other non-destructive
methods shall be specified. This may require removal of the weld reinforcement.
Alternative or supplementary techniques may require testing using dual-element angle beam probes, creeping
wave probes and additional ultrasonic techniques. Other non-destructive methods may include liquid
penetrant, magnetic particle and radiographic testing. In selecting alternative or supplementary methods, due
consideration should be given to the type of weld and probable orientation of any imperfections to be detected.
8 Preparation of scanning surfaces
The width of the scanning surfaces should be sufficient to enable full coverage of the test volume by scanning
from one surface (see Figure 1). The width of the scanning surfaces may be smaller if full coverage of the test
volume can be achieved by scanning from both the upper and the lower surfaces of the joint.
The scanning surfaces shall be even and free from foreign matter likely to interfere with probe coupling (e.g.
rust, loose scale, weld spatter, notches, grooves). The maximum permitted gap between the probe and the
scanning surface from which the evaluation of indications is to be carried out shall be 0,5 mm. Any
unevenness in the test surface which exceeds 0,5 mm shall be dressed in order to ensure these requirements.
Dimensions in millimetres
Key
1 angle probe position 1
2 angle probe position 2
3 angle probe position 3
4 width of test volume
5 scanning surface
Figure 1 — Example of test volume to be covered when scanning for longitudinal indications
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Scanning surfaces and surfaces from which the sound beam is reflected may be assumed to be satisfactory if
the surface roughness, Ra, is not greater than 6,3 µm for machined surfaces, or not greater than 12,5 µm for
shot-blasted surfaces.
Local variations in surface contour, e.g. along the edge of the weld, which result in a gap beneath the probe of
up to 1 mm, are only permitted if at least one additional probe angle is employed from the affected side at the
weld. This additional scanning is necessary to compensate for the reduced weld coverage that occurs with
such a gap.
9 Parent material testing
The parent material in the scanning zone area shall be tested with straight beam probes prior to or after
welding, unless it can be demonstrated (e.g. by previous testing during the fabrication process) that testing of
the weld using an angle probe will not be influenced by the presence of imperfections or high attenuation in
the parent material.
If imperfections are found in the parent material, their influence on the subsequent weld testing using an angle
probe shall be assessed and, if necessary, the weld testing techniques shall be adjusted. When ultrasonic
testing of the weld is seriously affected by the presence of imperfections in the parent material, other test
methods (e.g. radiography) shall be considered.
10 Range and sensitivity setting
10.1 General
The range and sensitivity shall be set prior to each test in accordance with this International Standard and
EN 583-2. Checks to confirm these settings shall be performed at least every 4 h and on completion of testing.
Checks shall also be carried out whenever a system parameter is changed or changes in the equivalent
settings are suspected.
If deviations in range or sensitivity are found during these checks, corrections shall be made in accordance
with Table 2.
Table 2 — Sensitivity and range corrections
Sensitivity
1 Deviations u 4 dB The setting shall be corrected before testing is continued.
2 Reduction of the sensitivity > 4 dB The setting shall be corrected and all tests carried out with the
equipment over the previous period shall be repeated.
3 Increase in sensitivity > 4 dB The setting shall be corrected and all recorded indications shall be
re-examined.
Range
1 Deviations u 2 % of the range The setting shall be corrected before testing is continued.
2 Deviations > 2 % of the range The setting shall be corrected and all tests carried out with the
equipment over the previous period shall be repeated.
10.2 Reference level
The reference level for sizing of imperfections shall be set using one of the following methods:
Method 1: The reference level is set using a distance-amplitude-corrected curve (DAC curve) for a side-
drilled hole of diameter D = 3 mm.
SDH
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Method 2: The reference levels using the distance-gain-size (DGS) system based on a disc-shaped
reflector (DSR) for transverse waves are set in accordance with Table 3 and for longitudinal waves in
accordance with Table 4.
Method 3: The reference level is set using a DAC curve for a 1 mm deep rectangular notch.
For tandem testing, the reference level shall be set using D = 6 mm (for all thicknesses).
DSR
10.3 Evaluation levels
All indications equal to or exceeding the following shall be evaluated:
Methods 1 and 3: Reference level –10 dB (33 % of the DAC).
Method 2: Reference level –4 dB, in accordance with Tables 3 and 4, respectively.
Tandem test: D = 6 mm (for all thicknesses).
DSR
Table 3 — Reference levels for angle beam scanning with transverse waves for method 2 (DGS)
Nominal probe frequency Thickness of parent material
MHz t
mm
8 u t < 15 15 u t < 40 40 u t u 100
1,5 to 2,5 — D = 2 mm D = 3 mm
DSR DSR
3 to 5 D = 1 mm D = 1,5 mm —
DSR DSR
Table 4 — Reference levels for longitudinal waves for method 2 (DGS)
Nominal probe frequency Thickness of parent material
MHz t
mm
8 u t < 15 15 u t < 40 40 u t u 100
1,5 to 2,5 — D = 2 mm D = 3 mm
DSR DSR
3 to 5 D = 2 mm D = 2 mm D = 3 mm
DSR DSR DSR
10.4 Transfer correction
When separate blocks are used for establishing reference levels, a measurement shall be made of the
transfer differences, between test object and block at a representative number of locations. Suitable
techniques are described in EN 583-2.
If the differences are less than 2 dB, correction is not required.
If the differences are greater than 2 dB but smaller than 12 dB, they shall be compensated for.
If transfer losses exceed 12 dB, the reason(s) shall be considered and further preparation of the scanning
surfaces shall be carried out, if applicable.
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When there are no apparent reasons for high transfer correction values, the attenuation shall be measured at
various locations on the test object and, where it is found to vary significantly, corrective actions considered.
10.5 Signal-to-noise ratio
During testing of the weld, the noise level, excluding spurious surface indications, shall remain at least 12 dB
below the evaluation level. This requirement may be relaxed but shall be specified prior to testing, for example
by reference to an application standard.
11 Testing levels
Quality requirements for welded joints are mainly associated with the material, welding process and service
conditions. To accommodate all of these requirements, this International Standard specifies four testing levels
(A, B, C and D).
From testing level A to testing level C, an increased probability of detection will be achieved by an increased
test coverage, e.g. number of scans, surface dressing. Testing level D may be used for special applications,
using a written procedure which shall take into account the general requirements of this International Standard.
In general, the testing levels are related to quality levels (e.g. ISO 5817). The appropriate testing level may be
specified by standards for testing of welds (e.g. ISO 17635), application/product standards or other documents.
When ISO 17635 is specified, the testing levels given in Table 5 are recommended.
Table 5 — Recommended testing levels
Testing level Quality level in ISO 5817
A C
B B
C No recommended level — shall be specified
D Special application
Specific requirements for testing levels A to C for various types of joints are given in Annex A. It should be
noted that the joint types shown are ideal examples only and, where actual weld conditions or accessibility do
not conform exactly with those shown, the testing technique shall be modified to satisfy the general
requirements of this International Standard and the specific testing level required. For these cases, a written
test procedure shall be prepared.
12 Testing technique
12.1 General
Ultrasonic testing shall be performed in accordance with EN 583-1 and 12.2 to 12.4.
12.2 Manual scan path
During angle probe scanning (as illustrated in Figure 1), a slight swivelling movement up to an angle of 10° on
either side of the nominal beam direction may be applied to the probe.
8 © ISO 2005 – All rights reserved
Copyright International Organization for Standardization
Reproduced by IHS under license with ISO
No reproduction or networking permitted without license from IHS Not for Resale
---`,,`,`,,`,,`-`-`,``,,`--ISO 17640:2005(E)
Key
1 origin
Figure 2 — Coordinate system for defining the location of indications
12.3 Testing for imperfections perpendicular to the test surface
Subsurface planar imperfections oriented perpendicular to the test surface are difficult to detect with single
angle probe techniques. For such imperfections, alternative or supplementary testing techniques should be
considered, particularly for welds in thicker materials. Use of these testing techniques shall be specified for
example by reference to an application standard.
12.4 Location of indications
The location of all indications shall be defined by reference to a coordinate system, e.g. as shown in Figure 2.
A point on the test surface shall be selected as the origin for these measurements.
When ultrasonic testing is carried out from more than one surface, reference points shall be established on
each surface. In this case, care shall be taken to establish a positional relationship between all reference
points used so that the absolute location of all indications can be established from any nominated reference
point.
In the case of circumferential welds, this may require the establishment of the inner and outer reference points
prior to assembly for welding.
12.5 Evaluation of indications
12.5.1 General
All indications above the evaluation level shall be assessed in accordance with 12.5.2 to 12.5.4.
12.5.2 Maximum echo amplitude
The echo amplitude shall be maximized by probe movement and recorded in relation to the reference level
(see 10.2).
© ISO 2005 – All rights reserved 9
Copyright International Organization for Standardization
Reproduced by IHS under license with ISO
No reproduction or networking permitted without license from IHS Not for Resale
---`,,`,`,,`,,`-`-`,``,,`--ISO 17640:2005(E)
12.5.3 Indication length
The length of the indication, in either the longitudinal or transverse direction, shall, where possible, be
determined using the technique specified in the acceptance level standard or the 6 dB drop tip location
technique, unless otherwise specified.
12.5.4 Indication height
Indication height measurement shall only be carried out if specified, for example by reference to an application
standard. If the height of the indications is to be measured, the following method shall be used.
Where possible, for imperfections which generate more than one distinct peak in the received signal when
scanned in the through-thickness direction, the height, h, shall be measured by a probe movement technique.
It is recommended that, when an indication has a measured height of 3 mm or above, the indication height is
recorded. However, other higher threshold heights for recording may be specified.
12.5.5 Characterization of imperfections
Imperfections shall only be characterized if specified, for example by reference to an application standard, or
to meet the requirements of the specified acceptance levels.
Indications shall be considered to be either longitudinal or transverse, depending on the direction of their
major dimension with respect to the weld axis, x, in accordance with Figure 2.
13 Test report
13.1 General
The test report shall include a reference to this International Standard and give, as a minimum, the information
listed in 13.2 to 13.5.
13.2 General data
a) Identification of the object under test:
material and product form,
dimensions,
location of weld/welded joint tested,
sketch showing geometrical configuration (if necessary),
reference to the welding procedure, specification and heat treatment,
state of manufacture,
surface conditions,
temperature of the object, if outside the range 0 °C to 40 °C;
b) any additional requirements;
c) place and date of testing;
d) identification of testing organizations and identification and certification of operator;
e) identification of testing authority.
--`,,``,`-`-`,,`,,`,`,,`---
10 © ISO 2005 – All rights reserved
Copyright International Organization for Standardization
Reproduced by IHS under license with ISO
No reproduction or networking permitted without license from IHS Not for ResaleISO 17640:2005(E)
13.3 Information relating to equipment
a) Make and type of ultrasonic instrument, with identification number, if required;
b) make, type, nominal frequency and actual angle of incidence of probes used, with identification number, if
required;
c) identification of reference blocks used, with a sketch, if necessary;
d) coupling medium.
13.4 Information relating to testing technique
a) Testing level(s) and reference to written procedure when used;
b) extent of testing;
c) location of the scanning areas;
d) reference points and details of the coordinate system used, as specified in 12.4;
e) identification of probe positions as specified in Annex A, either in writing or by use of a sketch;
f) time base range;
g) method and values used for sensitivity setting (gain setting for reference levels and values used for
transfer corrections);
h) reference levels;
i) result of the parent material testing;
j) standard used for acceptance levels;
k) deviations from this International Standard or additional requirements.
13.5 Results of testing
Tabular summary (or sketches) providing the following information for recorded indications:
a) coordinates of the indication, as specified in 12.4, with details of associated probes and corresponding
probe positions;
b) maximum echo amplitude as specified in 12.5.2 and information, if required, on the type and size of
indication;
c) lengths of indications as specified in 12.5.3;
d) results of the evaluation according to specified acceptance levels.
© ISO 2005 – All rights reserved 11
Copyright International Organization for Standardization
Reproduced by IHS under license with ISO
No reproduction or networking permitted without license from IHS Not for Resale
---`,,`,`,,`,,`-`-`,``,,`--ISO 17640:2005(E)
Annex A
(normative)
Testing levels for various types of welded joint
The testing levels for the joints given in Figures A.1 to A.7 are given in Tables A.1 to A.7, respectively.
Key to tables
L-scan scan for longitudinal indications using angle beam probes
N-scan scan using straight beam probe
T-scan scan for transverse indications using angle beam probes
p full skip distance
SZW scanning zone width
Key
1 side 1
2 top view
3 side 2
4 side view
5 scanning zone width (SZW) related to skip distance, p
A, B, C, D, E. F, G, H, W, X, Y, Z: probe positions
Whenever possible, all scans shall be carried out from both sides (1 and 2).
Figure A.1 — Butt joints in plates and pipes
12 © ISO 2005 – All rights reserved
Copyright International Organization for Standardization
Reproduced by IHS under license with ISO
No reproduction or networking permitted without license from IHS Not for Resale
---`,,`,`,,`,,`-`-`,``,,`--ISO 17640:2005(E)
© ISO 2005 – All rights reserved 13
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--`,,``,`-`-`,,`,,`,`,,`---
Copyright International Organization for Standardization
Reproduced by IHS under license with ISO
No reproduction or networking permitted without license from IHS Not for ResaleISO 17640:2005(E)
Key
1 component 1
2 component 2
3 end view
4 side view
A, B, C, D, E, F, G, W, X, Y, Z: probe positions
Scanning zone widths are indicated by the letters a, b, c, d, e, f and g.
Figure A.2 — Structural T-joints
--`,,``,`-`-`,,`,,`,`,,`---
14 © ISO 2005 – All rights reserved
Copyright International Organization for Standardization
Reproduced by IHS under license with ISO
No reproduction or networking permitted without license from IHS Not for ResaleISO 17640:2005(E)
© ISO 2005 – All rights reserved 15
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Copyright International Organization for Standardization
Reproduced by IHS under license with ISO
No reproduction or networking permitted without license from IHS Not for Resale
--`,,``,`-`-`,,`,,`,`,,`---ISO 17640:2005(E)
Key
1 cross-section
2 top view
3 component 1: cylindrical shell/flat plate
4 component 2: nozzle
A, B, C, D, E, F, U, V, W, X, Y, Z: probe positions
Scanning zone widths are indicated by the letters a, b, c, d, e and x.
Figure A.3 — Set-through nozzle joints
16 © ISO 2005 – All rights reserved
Copyright International Organization for Standardization
Reproduced by IHS under license with ISO
No reproduction or networking permitted without license from IHS Not for Resale
--`,,``,`-`-`,,`,,`,`,,`---ISO 17640:2005(E)
© ISO 2005 – All rights reserved 17
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Copyright International Organization for Standardization
Reproduced by IHS under license with ISO
No reproduction or networking permitted without license from IHS Not for Resale
---`,,`,`,,`,,`-`-`,``,,`--ISO 17640:2005(E)
Key
1 cross-section
2 end view
3 component 1
4 component 2
A, B, C, D, E, F, G, H, X, Y: probe positions
Scanning zone widths are indicated by the letters a, b and c.
Figure A.4 — Structural L-joints
18 © ISO 2005 – All rights reserved
Copyright International Organization for Standardization
Reproduced by IHS under license with ISO
No reproduction or networking permitted without license from IHS Not for Resale
---`,,`,`,,`,,`-`-`,``,,`--ISO 17640:2005(E)
© ISO 2005 – All rights reserved 19
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Copyright International Organization for Standardization
Reproduced by IHS under license with ISO
No reproduction or networking permitted without license from IHS Not for Resale
--`,,``,`-`-`,,`,,`,`,,`---ISO 17640:2005(E)
Key
1 cross-section
2 top view
3 component 1: nozzle
4 component 2: shell
5 normal probe
A, B, C, D, X, Y: probe positions
Scanning zone widths are indicated by the letters a, b, c, d and x.
Figure A.5 — Set-on nozzle joints
20 © ISO 2005 – All rights reserved
Copyright International Organization for Standardization
Reproduced by IHS under license with ISO
No reproduction or networking permitted without license from IHS Not for Resale
--`,,``,`-`-`,,`,,`,`,,`---ISO 17640:2005(E)
© ISO 2005 – All rights reserved 21
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--`,,``,`-`-`,,`,,`,`,,`---
Copyright International Organization for Standardization
Reproduced by IHS under license with ISO
No reproduction or networking permitted without license from IHS Not for ResaleISO 17640:2005(E)
Key
1 cross-section
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Scanning zone widths are indicated by the letters a, b, c, d, e, f, g and h.
Figure A.6 — Cruciform joints
--`,,``,`-`-`,,`,,`,`,,`---
22 © ISO 2005 – All rights reserved
Copyright International Organization for Standardization
Reproduced by IHS under license with ISO
No reproduction or networking permitted without license from IHS Not for ResaleISO 17640:2005(E)
© ISO 2005 – All rights reserved 23
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--`,,``,`-`-`,,`,,`,`,,`---
Copyright International Organization for Standardization
Reproduced by IHS under license with ISO
No reproduction or networking permitted without license from IHS Not for ResaleISO 17640:2005(E)
Key
1 component 1: main pipe
2 component 2: branch pipe
D, E, F, G, H, X, Y: probe positions
Scanning zone widths are indicated by the letters d, e, f, g and h.
Figure A.7 — Node joints in tubular structures
--`,,``,`-`-`,,`,,`,`,,`---
24 © ISO 2005 – All rights reserved
Copyright International Organization for Standardization
Reproduced by IHS under license with ISO
No reproduction or networking permitted without license from IHS Not for ResaleISO 17640:2005(E)
© ISO 2005 – All rights reserved 25
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Copyright International Organization for Standardization
Reproduced by IHS under license with ISO
No reproduction or networking permitted without license from IHS Not for Resale
--`,,``,`-`-`,,`,,`,`,,`---ISO 17640:2005(E)
Bibliography
[1] ISO 5817, Welding — Fusion-welded joints in steel, nickel, titanium and their alloys (beam welding
excluded) — Quality levels for imperfections
[2] ISO 9712, Non-destructive testing — Qualification and certification of personnel
[3] ISO 17637, Non-destructive testing of welds — Visual testing of fusion-welded joints
[4] EN 1712, Non-destructive examination of welds — Ultrasonic examination of welded joints —
Acceptance levels
[5] EN 1713, Non-destructive examination of welds — Ultrasonic examination — Characterization of
indications in welds
26 © ISO 2005 – All rights reserved
Copyright International Organization for Standardization
Reproduced by IHS under license with ISO
No reproduction or networking permitted without license from IHS Not for Resale
--`,,``,`-`-`,,`,,`,`,,`-----`,,``,`-`-`,,`,,`,`,,`---
Copyright International Organization for Standardization
Reproduced by IHS under license with ISO
No reproduction or networking permitted without license from IHS Not for ResaleISO 17640:2005(E)
ICS 25.160.40
Price based on 26 pages
--`,,``,`-`-`,,`,,`,`,,`---
© ISO 2005 – All rights reserved
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No reproduction or networking permitted without license from IHS Not for Resale
|
7198.pdf
|
IS : 7198 - 1874
Indian Standard
CQDE OF PRACTICE FOR
DAMP-PROOFING USING BITUMEN MASTIC
(
Second Reprint JULY 1995 )
UDC 699’82 : 691’165 : 69’001’3
0 Copyright 1974
BUREAU OF INDIAN STANDARDS
MANAK BHAVAN. 9 BAHADUR SHAH WPAR MARO
NEW DELI31 110002
Gr 3 Rugust 1974IS : 7198- 1974
lndian Standard
CODE OF PRACTICE FOR
DAMP-PROOFING USING BITUMEN MASTIC
Waterproofing and Damp-proofing Sectional Committee, BDC 41
Chairman Representing
SHRI L. G. SELVAM Housing B; Urban Development Corporation,
New Delhi
Members
SHRI A. K. DA~GUPTA Public Works Department, Government of West
Bengal
SHR~ F. K. DAVAR Buildings & Communications Department, Govern-
ment of Maharashtra
SHRI G. B. NAIK ( Alternare )
DIVISIONAL ENG!NEEX, CHIITA- Ministry of Railways
RANJAN LOCOMOTIVE WORKS,
CHIITARANJAN
ASSISTANTT OWN ENGINEER! Alfernafe j
EXECUTIVE ENGiNEER ( BUILDING PUShC Works Department, Government of
CEX‘ITRED IVISICN ) Tamii Nadu
EXCLITIV~ ENGINEZR ( SI'E-
CIAL BL'ILDING DlVISION~i) ( /IlIef'n2)t e
SIIRID . S. GHCMMAN Roofrite Private Ltd, New De!hi
SHf\i K. K. LAL ( Alternate )
SHRI M. R. MALYA Burmah-She11 Oil Storage & Distributing Co of
India Ltd, Bombay
DR B. S. BASSI ( Alfernafe )
SHRI Y. K. MEHT~. Associated Cement Companies L:d, Bombay
SHY.IS . RAMASWAMY ( Alternate )
SHRI G. C. MOIWANI Union Carbide India Ltd, Calcutta
SHFJ S. H. CHICKARMANE (/;lrernate)
SHRI 0. P. PARTI Gladstone Lyall & Co Ltd, New Delhi
SHRI G. PHILLIP Shalimar Tar Products ( 1935 ) Ltd, Calcutta
SHARSI . RAhiAN ( Alfernafe )
SHRI R. P. PUNJ Lloyd Bitumen Products, Calcutta
SHRI M. M. MATHAI ( Alternate )
SHRI S. G. PU~HLI Jawaharlal Nehru University, New Delhi
SHRI K. D. BHATIA ( Ahernate )
SHRI R. D. RAJE Hindustan Steel Limited, Ranchi
SHRI E.K. RAMACHANDRAN National Test House, Calcutta
LALA G. C. DAS ( Alternate )
( Continued on puge 2 J
@ Copyrighr 1974
BURE.4U OF INDIAN. STANDARDS
This publication is protected under the Imdiun 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 : 7198- 1974
( Confinued from page 1 )
Members Representing
SHRI J.S. SHARMA Central Building Research Institute (CSIR), Roorkee
SHRI AKWN Doss ( Alhrnate )
PROF M. S. SHETTV Engineer-in-Chief’s Branch, Army Headquarters
MAI K. M. S. SAHA~I( Alrernnre )
SHR: K. N. SINHA Engineers India Limited, New Delhi
SHh! K.. S. SRINIVASAN National Buildings Organization, New Delhi
SHRIJ . P. SHARMA( Alternate )
SUPERINTENDING SURVEYOR OF Central Public Works Department, New Delhi
WORKS ( NDZ )
PROF c. G. SWAMINATHAN Central Road Research Institute (CSIR), New Delhi
SHRI B. C. MAZLJMDAR ( Alternate )
SHRI K. N. VADERA The Empire Dyeing & Manufacturing Co Pvt Ltd
( Gar!ick Engineering Division ), Bombay
SHRI J. R. GUNGWANI ( Alternate )
SHRI D. AJITHA SIhrHa. Director General, ISI ( Es-officio Member )
Director (Civ Engg )
Secrefary
SHRI VINOD KIJMAR
Deputy Director (Civ Engg ), IS1IS : 7198- 1974
Indian Standard
CODE OF PRACTICE FOR
DAMP-PROOFING USING BITU_MEN R/fASTIC
0. FOREWORD
0.1 This Indian Standard was adopted by the Indian Standards Institution
on 8 February 1974, after the draft finalized by the Waterproofing and
Damp-proofing Sectional Committee had been approved by the Civil
Engineering Division Council.
0.2 Bitumen mastic has proved to be successful waterproofing and damp-
proofing material and is being used extensively in buildings. This standard
lays down methcd of providing pro+ ,,tion by an impervious membrane to
provide a continucus waterproof lining to walls, floors and foundations of
structures below ground le?‘el or to prevent rising of moisture through
capillary to walls and floors constructed above ground.
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 deriving assistance from BSCP
102: 1963 Protection of Buildings Against Water from the Ground published
by British Standards Institution.
0.4 For the purpose of deciding whether a particular requirement of this
standard is complied with: the final value, observed or calculated,
expressing the result of a test or analysis, shall be rounded off in accordance
with IS : 2-1960*. The number of significant places retained in the rounded
off value should be the same as that of the specified value in this standard.
1. SCOPE
1.1 This standard lays down the procedure for applying bitumen mastic for
damp-proofing to:
a) portion of buildings below ground in order to exclude visible
penetration of water and provide a vapour seal against hydrostatic
pressure, and
b) walls and floors above ground level in order to prevent rising of
water through capillary action.
*Rules for rounding off numerical values ( revised ).
3IS : 7198- 1974
1.2 The type of structure to which this type of treatment will be effective
may be constructed of reinforced concrete, prestressed concrete, in special
cases, plain concrete, dense concrete, blockwork, plastered brick or stone
masonry or structural steel in conjunction with other materials.
2. NECESSARY INFORhlATION FOR DESlGN AND CONSTRUC-
TION \+‘OKK 1:OR D:\hIP-PROOFING
2.1 For efficient design and construction, the design shall have all the basic
information as prescribed in 2 of IS : 3067-1966*.
3. MATERIAL
3.1 Bitumen mastic shall conform to the requirement of IS : 5871-19701.
4. ALLOWABLE LOADS
4.1 When bitumen mastic has not been properly compacted to prevent
extrusion, the maximum design load should not exceed 6.5 kgf/cm? at
maximum atmospheric temperature.
5. LOCATION OF DAMP-PROOFING TREATMENT
5.1 In case of building below ground level the damp-proofing shall be
applied either externally or internally as required.
5.2 In case of walls and floors above ground level the damp-proof course
shall be applied up to at least 150 mm above ground level.
6. PREPARATION OF SURFACE AND SITE FOR DAMP-PROOFING
6.1 In order to ensure that the structure provides a satisfactory base on
which to lay bitumen mastic attention may be given to the aspects stated
under 6.1.1 to 6.1.4.
6.1.1 General Considerations
6.1.1.1 Unless a screed is applied on the surface on which the mastic is
to be laid, care shall be taken in laying the concrete base so that any undue
ridges, indentations and irregularities are avoided to ensure uniformity in
the membrane. In case the treatment to be applied on a masonry wall, a
smooth coai of plaster shall be applied over it to prepare :a recsive the
treatment.
6.1.1.2 The surface on which asphalt is to be laid shall be cleaned of
dirt and dust to receive bitumen mastic.
*Code of practice for general design details and preparatory work for damp-proofing
and waterproofing of buildings.
tSpeci!?cation for bitumen mastic for tanking and damp-proofing.
4Is : 7198- 1974
6.1.1.3 Laying of the treatment shall not be started as long as perco-
lation of water from any source is visible through the surface of the base.
6.1.1.4 The surface of the structure should permit the laying of
bitumen mastic in complete continuity up to 150 mm above ground level.
6.1.1.5 In order to ensure continuity of the tanking, the provisions of
openings for service or the pipes, cables, etc, in walls or floors which are to
be tanked should be avoided wherever’ possible. Where, however, it is
essential to provide such openings, special treatment shall be given as
shown in Fig. 1 around the openings.
FIG. 1 TYPICAL ARRANGEMENTO F DAMP-PROOFINGA ROUND
A PIPE THROUGH AN OPENING
6.1.1.6 The surface shall be kept dry while laying. All measures as
laid down in IS: 3067-1966* shall be taken while laying the damp-proofing.
Dewatering shali be continued while the layers of the bitumen mastic are in
progress and unti! all these have hardened and the structure has developed
sufficient strength to resist full hydrostatic pressure.
6.1.1.7 The surface on which the bitumen mastic has to be laid shall
be first sprayed with bitumen primer conforming to IS : 3384-19657.
*Code of practice for general design details and preparatory work for damp-proofing
and waterproofing of buildings.
tSpecification for bitumen primer for use in waterproofing and damp-proofing.1$:7198-1974
6.1.2 For Walls and Floors Above Ground - The damp-proofing treat-
ment shall be laid across the full thickness of the walls excluding plaster or
each of the base of tbe cavity walls and shall not be set back for pointing.
The damp-proofing in the wall shall be continuous with the layer of
bitumen mastic in the adjacent floors and where necessary, a vertical damp-
proof course shall be provided on the inner surface of the wall as shown in
Fig. 2.
PERIPHERY WALL
FLOOR CONCRETE
817UMEN MASIIC
CONCRETE
FIG. 2 TYPICAL ARRANGEMENTO F CONTINUOUSD AMP-PRICING
IN WALL AND ADJACENTF LOOR
6.1.3 Externally Applied Tanking -- The following points shall be kept in
view for externally applied tanking:
4 The working space outside the walls may be not less than 0.6 m.
b) _4 structurally sound base of at least 100 mm shall be provided
with an even thickness. The base shall be extended at least
150 mm beyond the edges of the wall to permit the angle fillet to
form between horizontal and vertical waterproofing ( see Fig. 3 ).
cl As soon as the laying of the horizontal mastic asphalt has been
completed, it should be covered to prevent damage by a screed of
cement and sand 50 mm in thickness. The horizontal loading coat
of structural slab should be placed as quickly as possible. The
150 mm bitumen mastic set off provided for angle fillet should
also be protected by application of 50 mm‘screed of cement and
sand over building paper to be removed later on.
d) Immediately after laying of vertical damp-proofing, the outside of
the wall shall be protected against damage by the erection of a
brick wall.
6Is : 7198 - 1974
IO cm BRICK
BITUMEN MASlIC
STRUCTURAL
RUBBLE SOLING, RAMMED EARlH,ElC
FIG. 3 EXTERNALLY APPLIED TANKING
61.4 Internally Applied Tanking - The following precautions shall be
taken before applying bitumen mastic:
a! A space of 300 mm outside the wa!l shall be provided as far as
possible during excavation to keep the wall dry at the time of
laying of bitumen mastic.
b) The base slab shall be provided with an even surface to receive
the damp-proofing course. Walls shall be built up to the full
height of the tanking before the mastic asphalt coat is
commenced.
4 The outside wall shall be kept clear of earth. Earth shall not be
filled until the three coats of vertical mastic have been applied
and loading coats have been hardened as shown in Fig. 4.
d) As soon as the horizontal mastic has been laid and the angle
fillets completed, a protecting screed of cement and sand ( mixed
in the ratio of 1:4 respectively ) of 50 mm thick to be applied to
prevent damage to bitumen mastic. The protective screed shall
be followed by the laying of structural floor and walls.
7. METHOD OF MIXING AND REMELTING
7.1 Method of Mixing - Method of mixing shall be same as specified in
IS : 587I-1970*.
*Specification for bitumen mastic for tanking and damp-proofing.
7STRUClURAL FORM
5 cm 1HlCK CEMENl SAND
PROTECllVE SCREED
LEAN BASE
CONCRETE
&AR0 WORKING PLATFORM SUCH
AS RUBBLE SOLING, RAMMED EARlH.ElC
FIG. 4 INTERNALLY APPLIED TANKING
7.2 Method of Remelting -Remelting shall be carried out at the site of
works in a mechanical mixer. The type of remelting plant selected for
use shall be governed by the site conditions and the area to be covered.
Blocks of bitumen mastic conforming to IS : 5871-1970* broken into pieces
and then stocked in layers, first round the sides of the mixer and then in-
wards towards the centre. The charge in the mechanical mixer shall be
gradually heated to about 200°C and when the bitumen mastic has attained
a melted condition, it shall be agitated continuously to ensure a uniform
consistency. During remelting the temperature of bitumen mastic shall
not exceed 200°C. Whether the bitumen mastic is transferred to the site
in a molten cbndition or remelted on site, the total duration of heating and
the type of plant used shall be such that the properties of the bitumen
mastic shall not be impaired.
8. THICKNESS AND METHOD OF LAYING
8.1 Thickness of Treatment - Bitumen mastic shall be applied in one or
three coats as stated below to all surfaces, whether horizontal, sloping or
vertical. The thickness shall be as follows:
a) For walls and floors above ground level the bitumen mastic shall
be laid in one coat minimum of 10 mm thickness.
b) For vertical surfaces and surfaces steeper than 30” to the horizon-
tal below the ground level the bitumen mastic shall be applied in
three coats to a total thickness of not less than 20 mm.
*Specification for bitumen mastic for tanking and damp-proofing.
8IS : 7198 - 1974
c) For horizontal surfaces and sloping surfaces not steeper than 30”
to the horizontal below the ground level, the bitumen mastic
shall be applied in three coats to a total thickness of not less than
30 mm.
8.2 Method of Laying-Bitumen mastic when applied in three coals on
vertical, horizontal or sloping surfaces, the first coat should be applied
thinly such that it acts as an adhesive layer and also prevents blowing.
While laying on the horizontal surface each coat should be spread with a
float evenly and uniformly over tlie previously prepared surface to the
recommended thickness. For laying on the vertical surface the first coat
may be plastered with a metal trowel as evenly and uniformly as possible.
The second and subsequent coats may be applied with a wooden float to a
uniform thickness. The second and third coats of mastic asphalt shall be
applied as soon as possible after the preceding coat as to prevent the
accumulation of dust or dirt between layers which would impair the
adhesion.
8.2.1 Blows in each coat formed by entrapped air or moisture during
the laying shall be punctured and repaired while the asphalt is warm and
before the next coat is applied.
8.2.2 Joints in successive coats of bitumen mastic shall be staggered
at least 150 mm for horizontal and 15 mm for vertical work.
8.3 Chases -The top of the vertical bitumen mastic shall be turned into a
chase not less than 25 x25 mm unless it is being continued horizon-
tally.
8.4 Angle Fillet - Angle fillet not less than 50 mm wide shall be applied
in two coats at the junction of two planes forming an internal angle.
8.5 Construction Joints -Edges of the mastic already laid should be
warmed with hot asphalt and then cut out with a metal trowel to remove
any dust or dirt that may have collected. The fresh mastic is to be poured
before the warmed up surface of the joint cools off.
9BUREAU OF INDIAN STANDARDS
Headquarters;
Manak Bhavan, 9 Bahadur Shah Zafar Marg, NEW DELHI 110002
Talephones : 331 01 31, 331 13 75 Telegrams : Manaksanrtha
( Common to all offices 1
Regional Omces; Telephones
Central : Manak Bhavan, 9 Bahadur Shah Zafar Marg, 331 01 31
NEW DELHI-1 10002 I 331 1375
lE astern : l/14 C.I.T. Scheme VII M, V. I. P. Road. 36 24 99
Maniktola, CALCUTTA 700054
Northorn : SC0 445-446, Sector 35-C, 21843
CHANDIGARH 160036 [ 31641
41 24 42
Southern : C. I. T. Campus, MADRAS 600113 41 25 19
{ 41 29 16
rWestern : Manakalaya, E9 MIDC, Marol, Andheri (East), 6 32 92 96
BOMBAY 400093
Branch Oftlces:
‘Pushpak’ Nurmohamed Shaikh Marg, Khanpur, 26346
AHMEDABAD 38.0001 1 2 63 49
tPeenya Industrial Area, 1 st Stags, Bangalore Tumkur Road 38 49 55
BANGALORE 560058 1 38 49 56
Gangotri Complex, 5th Floor, Bhadbhada Road, 1. T. Aagrr. 66718
BHOPAL 462003
Plot No. 82/83, Lewis Road, BHUBANESHWAR 751002 5 36 27
6315. Ward No. 29, R. G. Barua Road, 5th Byelane, 3 31 77
GUWAHATI 781003
6-8-56C L. N. Gupta Marg ( Nampally Statlon Road ), 231083
HYDERABAD 500001
63471
R14 Yudhister Marg, C Scheme, JAIPUR 302005
E6 98 32
21 68 76
117/418 B Sarvodaya Nagar, KANPUR 208006
[ 21 82 92
Patliputra Industrial Estate, PATNA 800013 62305
T.C. No. 14/l 421, University P.0 , Palayam 6 21 04
TRIVANDRUM 695035 [ 621 17
inspection Office (With Sale Point)
Pushpanjali, 1st Floor, 205-A West High Court Road. 2 51 71
Shankar Nagar Square, NAGPUR 440010
Institution of Engineers ( India ) Building. 1332 Shivail Nagar, 52436
PUNE 411005
lS sles Offh in Calcutta Is at 5 Chowrlnghee Approach, p.0. PrlnceP 27 83 00
Street, Calcutta 700072
*Sales Offkx in Bombay Is at Novelty Chambers. Grant Road, 8s 65 25
Bombay 400007
&Sales Office in Bangalore Is at Unlty Bulldlng, Narasimharala Square 22 36 11
Iangalore 560002
PrInted at Slmco Prlntlno PrHo. Dolhl. lnalr
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4839_3.pdf
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IS 4839-( Part 3 j : 1992
lndian Standard
CODE OF PRACTICE FOR
MAINTENANCE OF CANALS
PART 3 CANAL STRUCTURES, DRAINS, OUTLETS, JUNGLE, CLEARANCE,
PLANTATION AND REGULATION
Second Revision)
f
UDC 62614: 626.8623: 006*76
@ BIS 1992
BUREAU OF INDIAN STANDARDS
MANAK BHAVAN, 9 BAHADUR SHAH ZAFAR MARG
NEW DELHI 110002
July 1992 Price Group 2Irrigation Canals and Canal Linings Sectional Committee, RVD 13
FOREWORD
This Indian Standard (Second Revision) was adopted by the Bureau of Indian Standards, after the draft
finalized by the Irrigation Canals and Canal Linings Sectional Committee had been approved by the
River Valley Division Council.
This standard ( Part 3 ) gives necessary guidance regarding the maintenance of a canal for the assistance
of engineers m field. However, it is not possible to cover all types .of contingencies in this standard and
the discretion of the Engineer-in-charge would be required in such cases. Part 1 and Part 2 of this
standard covers the maintenance of unlined and lined canals respectively.
This standard ( Part 3 ) was first published in 1969 and revised in 1979. This second revision has been
taken up to incorporate certain changes found necessary in the standard in the light of comments
received from the users..The salient changes that have been incorporated in this revision are listed
below:
a) Slight improvements have been made under maintenance of canals.
b) In lined canals closure after a period of 3-4 years have been recommended.
c) Register to be maintained to evaluate working of outlets.
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 4839 ( Part 3 ) : 1992
Indian Standard
CODEOFPRACTICEFOR
MAINTENANCEOFCANALS
PART 3 CANAL STRUCTURES, DRAINS, OUTLETS, JUNGLE -CLEARANCE,
\
PLANTATION AND REGULATION
( Second Revision )
1 SCOPE boulders should be provided. Protection by
launching apron should be provided only in a
This standard ( Part 3 ) covers maintenance of length so as~to cover maximum scour in a slope
canal structures, drains, outlets, jungle clear- of 2 : 1. Dumping of boulders/brick bats should
ance, plantation and regulation of canals. not be above bed level. Embankments should be
protecting by pitching on the side slope with
2 REFERENCE
bricks/stones. Bricks/stones left out protruding
The Indian Standard IS 7784 ( Part 2/Set 3 ) : in a staggered fashion will be helpful in dissipa-
1981 Code of practice for design of cross drain- tion of energy. However, if this provision does
age works: Part 2 Specific requirements, Section not improve the situation, the cause should be
3 Canal syphons’ is a necessary adjunct to this investigated and suitable energy dissipating
standard. device provided downstream of the canal struc-
tures. Scour charts showing the depth and
3 CANAL STRUCTURES extent of scour should be maintained for all
major canal structures where this tendency
3.1 All masonry works should be inspected and persists. The charts should be replotted and
soundings taken in the vicinity and repairs revised at least once a year after the annual
carried out during the closure period. A register closure.
of masonry works for main canals should be
maintamed and updated from time to time when 4 OUTLETS
improvements are affected. It is proposed that
in addition to the register the drawmgs of all 4.1 All outlets should be regularly checked and
. the masonry structures are maintained on set right, if found defective, in accordance with
tracing-cloth and remodelling or repairs, etc, the detailed instructions issued by the depart-
carried out from time to time, are marked in ment.
different colours and note to this effect is given
on the tracing cloth itself, so that the relevant 4.2 Outlet pipes should not be left lying about
case and the document could he linked. the canal. They should be carried to the nearest
inspection house as soon as change in outlet has
3.1.1 All masonry structures should be main- taken place and pipes are found surplus. They
tained through proper repairs in a sound should be stacked neatly.
condition. Any damage noticed in these works
should be speedily rectified. Care should be 4.3 Water courses should have culverts/siphons
taken to -ensure proper curing of repair work. wherever needed and should be properly main-
tained to avoid wastage of water.
3.2 No grass should be allowed to grow near
the parapets or wings of canal structure which 4.4 Register should be maintained and head of
should be kept scrupulously neat and tidy. wa,ter ( H ) of each outlet i. e. the~difference
between the water level in the canal and the
3.3 Metalling over bridges and earthwork in centre line of the outlet at its exit end, when
both cart road and driving road ramps should the canal is running at full supply level should
be complete and wall consolidated everywhere. be measured every month. It will be of great
help for ensuring that the outlets draw their
3.4 Ramps for the bridges over canal should be
authorised share of canal water. The outlets
maintained in proper condition so as to ensure
should be so fixed that these draw their propor-
that the canal bank is, not encroached upon.
tionate share of supplies/silt when compared to
3.5 All drainage and crossing, downstream of the supply in the parent channel. The working
canal structures where significant erosion of the outlets can be evalauted from the register
persists due to turbulence of wave action, and these can be adjusted suitably during the
dumped rip rap consisting of brick bats or month of April and October.
ITS 4839 ( Part 3 ) : 1992
-5 -GATES AND PLANKS/RARRZES/NEEDLES 6.6 Discharge of drains in high floods should be
observed each year at suitable points and
5.1 Mechanical gates should be oiled, greased recorded m a register,
and kept in perfect working order. Exposed
surfaces should be kept properly painted to pre- 6.7 Any slipped pitching, etc, of the drain cross
vent rusting and date of painting marked on section should be made good patticularly before
them. Exposed surfaces which have been recent- monsoon.
ly painted should be periodically examined and
any patches of rust found should be removed
7 JUNGLE CLEARANCE
and surface painted.
5.1.1 The lifting gear should be properly lubri- 7.1 All vegetative growth on canal banks should
cated to keep it in an easy operating condition be cleared-from 1.5 m beyond the outer edge of
and to prevent rusting and all lifting gears the road on the inspection bank and 3 m beyond
should be properly lubricated once a month. the shade line on the other bank. Where the full
supply level of the canal is more than one metre
5.1.2 The gates’and their embedded parts should above the ground level jungle clearance should
be inspected during closure. They should be be done from toe to toe of the outer slopes of
repaired, painted and lubricated, wherever nece- the banks.
ssary.
7.2 All vegetative growth on distributaries and
5.1.3 Gates, etc, should be periodically operated minors should be cleared from toe to toe of the
to the extent possible to see that these are in outer slopes of the banks. Shrubs, iarge grass
proper upkeep. such as Kans, Jhunds and small trees, espe-
cially Dhak should be dug out by the roots.
5.2 PlankslKarrieslNeedles at regular heads Stumps of trees that have been standing should
should be kept in good condition. These should be cut down to at least below the ground. Ant
.be painted/coal tarred once a year to -keep them hills shall he dug out and levelled off.
in good condttion.
7.3 All vegetative growth on escapes and drains
5.2.1 Planks/Karries/Needles should always be should be cleared from the outer edge of the
kept near the works for which they are needed. riding bank to the inner edge of the opposite
They should be stacked on edge of masonry bank.
walls built in shade if possible, and occasionally
turned upside down to prevent their getting 7.4 The surroundings of~chainage stones should
warped or destroyed by white ants. be kept clear of jungle, grass or any other
rubbish to enable them to be seen from a dis-
6 DRAINS tance.
6.1 The inspection bank should be maintained
-7.5 Grass and jungle should never be allowed to
in good condition.
grow on masonry works; it should be dug out by
6.2 Silt cleared from the bed of a drain should the roots, and the masonry then pointed or
be used to fill up holes and ruts on the inspec- plastered. Grass growing against masonry work
tion bank. This silt should not be thrown up in should not be scrapped off. as the masonry may
heaps in such a way as to interfere with the get damaged in the process. No trees, tall grass,
ingress of drainage. The silt should also not be nor jungle of any kind should be allowed within
disposed off on the inner slopes of the drain to 10 m of a masonry work. No big trees such as
safeguard against its re-entrance into the drains Pipal, Gular, Pilkhan, and Bargad should be
during rains. allowed to grow within 25 m of an important
masonry work, as the roots of these trees may
,6.3 Toe drain should be provided according extend up to the-joints and damage the masonry.
to IS 7784 ( Part 2Sec 3 ) : 1981. Toe drain pro-
vided to intercept seepage water should be 7.6 Slime and moss, which often coat masonry
cleared of weeds before the sowing of the crop should be carefully scrapped off, care being
in that region, to keep down the spring level. taken not to injure the mortar or plaster in do-
ing so.
6.4 Trees should not be allowed to grow on the
inner slopes of drains. The dead branches and 7.7 When a tree is to be felled, a hollow should
rubbish that may have accumulated in the drains be dug round the base, and the trunk cut
should be cleared before the monsoon breaks. through as low down as possible, the hollow
should be then filled up to cover the root.
6.5 Bunds should not be permitted in drains
and should be removed if found existing before 7.7.1 Shade line trees should not be felled with-
monsoon breaks. out special sanction.
0
3IS 4839 ( Part 3 ) : 1992
7.7.2 Pruning of trees, if done at all, should not by their being rather too large for transplanting
be carried out with axes. The branch should than to undertake the nursing of small seedlings
first be sawn about half through, on the under- in the shade line.
side and then completely through from the top,
so that the bank may not be torn off. It should 8.8 All large roots found in the plantations
be done preferably in February just before the should be taken out during the rains and burnt
sap begins to rise. into charcoal when dry.
8.9 All newly planted trees and also those which
-8 PLANTATION
are less than 2 m in height should be properly
8.1 Acquired land width of canal should be protected by suitable tree guards.
demarcated by planting suitable species of trees
at suitable intervals. 8.9.1T he old tree guards should be repaired
properly where necessary and all grass, jungle
8.2 Sowing seed or plantation should commence
and large grass such as KANS weeded out.
in June and be finished by the middle of the
month; so as to get the full benefit of the rains. 8.10 Small trees should be all erect and not
reclining sideways. Where necessary, a prop
8.3 In low ground liable to flooding, seeds
should be used for the purpose.
should be sown on ridges.
8.4 The roots of seedlings should not be cut 8.11 Newly planted trees should be watered
nor broken when transplanting. They should be regularly but not in excess and the top soil
dug out with a good ball of earth adhering and loosened soon after watering. Established plants
so carried to the new site. If grown in pots like which have only been less than two years on the
eucalyptus, the rootsare sure to be -pot-bound. shade line require to be given similar treatment
In such cases the pot should be carried to the though not so often.
new site and the seedling roots bare of earth
and straightened down into the holes dug for 8.12 Large trees are well able to look after their
them. This greatly facilitates their subsequent own nourishment. A good heavy watering of 5
growth. or 6 bucketfulls about once a month only in the
very hot weather is about all that is necessary
8.5 The parasitic plants such as AMARBEL and for trees of medium growth; and even so the
BANDA should be removed, carried to an open very big and established trees do not even need
space and burnt. If the tree is completely this attention
covered -by the parasite, it is recommended to
cut it down and burn the parasitic plant at
812.1 Watering of trees should be given in ring
once. trenches made away from the trunk. As the tree
grows the trench should be taken further away
8.6 Branches and twigs overhanging a bank or
from the tree, so as to lie over the root cleve-
roadway should be sawn or looped off sufficient-
lopment where the water is required as shown
ly to give a clear headway of 4 m above the road
in Fig. 1.
or bank.
8.7 Young plants should not be put out in the 8.13 All trees should, however, be carefully
shade line until they have attained a height of watched and any bad effect noticed should be
.at least l-25 m. It is better to lose a few plants immediately attended to.
WATERING TRENCH AROUND RING TRENCH FOR WATERING
TRUNK (WRONG MmoD) OVER ROOT (CORRECT MIHOD)
FIG. 1 WATERING OF TREES
3IS 4839 ( Part 3 ) : 1992
9 REGULATION 9.4 Standing regulation orders for all important
main canals and branches and critical works
9.1 No leakage should be permitted through the
there on should be framed and observed to
heads of canals that have been closed, as a little
ensure safety of works and proper utilization of.
water dribbling down a canal promotes the
water. These regulation orders should be action
growth of grass and weeds in the bed.
oriented specifying the duties of various cate-
9.2 When a canal is first opened after clearances gories of staff connected with the regulation
a low supply should be run, for a few hours and work and should be in possession of all the
the gauge then gradually raised according to concerned staff looking after the maintenance.
requirements.
9.5 No regulator should be planked up higher
9.2.1 The gates at the cross regulators should than is necessary for regulation, or kept planked
be lowered only after the parent channel has up after the necessity no longer exists.
been run for sometime. The lowering of gates
9.6 The staff-in-charge of a canal regulator or-
should be to the~extent necessary to create the
distributary head should always have written
designed pond level. The down stream of the
instructions about the gauges to be run, the
parent channel should not be kept dry with full
maximum and minimum permissible being,
pond level upstream of the regulator unless
clearly stated therein:
conditions require the same and the structure is
designed for it.
9.7 A line marking the full supply Jevel should
9.3 For regulating supplies into distributaries be painted on the upstream face of every strut--
the discharge through each bay should be more ture. If there is no structure in a considerably
or less equal when the number of bays is more long reach, the full supply level should be mark-
than one. Suitable silt control measure should ed on profile walls specially constructed for this.
be introduced where excessive silt is likely to be purpose such that it is conveniently visible from
drawn by a distributary. the inspection bank.
4-standard Mark
The use of the Standard Mark is governed by the provisions of the Bureau of Indian
Stan&r& 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 BXSa nd 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 Iodiaa Standards
BIS is a statutory institution established under the Bureau of Indian Stanah& Act, 2986 to promote
harmonious development of the activities of standardization, marking and quality certification of goods
and attending to connected matters in the country.
Copyright
BIS has the co yright of all its publications. No part of these publications may be reproduced in any
form without t E e prior permission in writing of BIS. This does not preclude the free use, in the course of
implementing the standard, of necessary details, such as symbols and sizes, type or grade designations.
Enquiries relating to copyright be addressed to the Director ( Publications ), BIS.
Revision of Indian Standards
Indian Standards are reviewed periodically and revised, when necessary and amendments, if any, are
issued from time to time. Users of Indian Standards should ascertain that they are in possession of the
latest amendments or edition. Comments on this Indian Standard may be sent to BIS giving the
following reference:
Dot : No RVD 13 ( 10 )
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 87 86 62
CALCUTTA 700054
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BOMBAY 400093
Branches : AHMADABAD. BANGALORE. BHOPAL. BHUBANESHWAR.
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JAIPUR. . LUCKNOW. PATNA. THIRUVANANTHAPURAM.
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5317.pdf
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Indian Standard
PITCH-MASTIC FOR BRIDGE DECKING
AND ROADS — SPECIFICATION
(Second Revision)
ICS 93.040;93.080.20
IQBIS2002
BUREAU OF INDIAN STANDARDS
MANAK BHAVAN, 9 BAHADUR SHAH ZAFAR MARG
NEW DELHI 110002
September 2002
Price Group 3Flooring, Wall Finishing and Roofing Sectional Committee, CED 5
FOREWORD
This Indian Standard (Second Revision) wasadoptedbytheBureauofIndian Standards, afterthedraft finalized
by theFlooring, Wall Finishing andRoofing Sectional Committee hadbeen approved bythe Civil Engineering
Division Council.
Pitch-mastic hasproved tobeasuitable surfacing material forbridge decks, bus stopsand roads. The ability of
pitch-mastic toabsorb shocks and vibrations, to self-heal cracks and toprevent bleeding, makes itsuitable for
selection asasurfacing material. Butinplaceswhere abundant fueloildrippings areexpected, theuseofpitch-
mastic as a surfacing material is not desirable. This standard was first published in 1969. In this revision,
Table 1hasbeen revised inview ofbetter suitability ofharder grade bitt!men for use inpitch-mastic surfacing
specially where pavement temperature exceeds 50”Cin summer months.
Inthisrevisionbesidescertaineditorialchanges,theanti-skidproperties ofpitch-mastic havebeenstrengthened.
The composition of the Committee responsible for formulation of this standard isgiven at Amex B.
For thepurpose of deciding whether aparticular requirement ofthis standard iscomplied with, the final value,
observed or calculated, expressing the result of a test or analysis, shall be rounded off in accordance with
1S2:1960 ‘Rules for rounding off numerical values (rewked)’. The number of significant places retained in
the rounded off value should bethe sameasthat ofthe specified value inthis standard.p
T
IS 5317:2002
Indian Standard
PITCH-MASTIC FOR BRIDGE DECKING
AND ROADS — SPECIFICATION
(Second Revision )
1SCOPE determined in accordance with the method specified
inAnnex Cof IS 1195.
Thisstandardcoverstherequirements ofpitch-mastic
usedasasurfacingmaterialforbridgedecksandroads.
4.3 Aggregates
2REFERENCES The aggregates shallbe ofthe following two types:
The Indian Standards given at Annex A contain
a) Fine aggregate, and
provisions which through reference in this text,
b) Coarse aggregate.
constitute provisions of this standard. At the time of
\
publication. the editions indicated were valid. All 4.3.1 Fine Aggregate
standards are subject to revision, and parties to
Thefineaggregateshallconsistsofnaturallyoccurring
agreements based on this standard are encouraged to
investigate thepossibility ofapplying themostrecent sand and crushed lime stone, or crushed hard-rock.
editions of the standards indicated atAnnex A. The grading of the fine aggregates inclusive of the
filler isgiven inTable 2, for guidance.
3 TERMINOLOGY
Forthepurpose ofthisstandardtheterminology given Table 2 Grading of Fine Aggregate
in IS 334 shall apply.
sl Passing Retained orI Percent byksa
4MATERIALS No. ISSieve IS Sieve F A T
Minimum Maximum
4.1 Bitumen (1) (2) (3) (4) (5)
Thephysicalproperties ofbitumen usedshallconform i) 75-micron - 0 5
ii) 212-micron 75-micron 10 20
tothosespecifiedinTable 1whentestedinaccordance iii) 600-microrr 212-micswr 5 35
with the method of tests specified therein. iv) 2.36 mm 600-micron o 25
Table 1Physical Properties of Bitumen
4.3.2 Coarse Aggregate
.$1 Characteristic Requirement Method ofTest, The coarse aggregate shall consist of hard durable
No. Ref to IS No. crushed rock having aggregate impact value of not
(1) (2) (3) more than 20 and abrasion value not more than 40
i) Softening point 50-90”C 1205 when tested inaccordance with the method specified
(ring and ball method)
in IS 2386(Part 4).
i!) Penetration at25°C in loto40 ,1203
1/100 cm
iii) Ductility at27°C, Min, cm 3 1208 5MANUFACTURE AND COMPOSITION
iv) Loss ofheating, percent, 1 1212
Max Themanufactureofpitch-mastic consists oftwo stages.
v) Volubility incarbon 99 1216 The first stage shall be mixing of filler and fine
disulphide, percent, &fin
aggregates and then heating the mixture to a
NOTE —Paving bitumen ofGrade S35conforming toIS73and temperature of 170 to 205”C. Required quantity of
industrial bitumen ofGrade 85/25 conforming toIS702,aretwo
bitumen shallbeheated to 170to 180°Candadded to
typica! examples ofbinder which willsatisfy therequirements of
thistable. the aggregate. They shall be mixed and cooked in
mechanically agitated mixer called mastic cooker for
4.2 Filler 2 to 3 h until the materials are thoroughly mixed.
The filler shall be lime stone powder passing During mixing, care shall be taken to ensure that the
75micronISSieveandshallhaveacalciumcarbonate contents in the cooker are at no time heated to a
content of not less than 80 percent by weight when temperature exceeding 205”C.
1Is 5317:2002 .
5.1.1 In cases where the material isnot required for 6 HARDNESS NUMBER
immediate use, it shall be cast into blocks weighing
6.1 The pitch-mastic whose composition is given in
about 25.kg. Table 3before the mixing of coarse aggregate, shall
have hardness number of 60 to 80 at 25“C.
5.2 If required to be verified, the mastic block shall
show on analysis a composition within the limits set 6.2After theaddition ofthecoarse aggregate asgiven
in Table 3. The analysis of the pitch-mastic shall be in 5.3, the pitch-mastic composition shall have
done in accordance with the method specified in hardness number between 10and 20 at 25 “C.
Annex Dof IS 1195. NOTE —Therangeofhardnesnsumber Values given under 6,1
and6.2 areonly suggestive and actual hardness number desired
Table 3 Composition of Pitch-Mastic maybedecided based onthe~pe binder used andthe pavement
temperature.
(Without Coarse Aggregates)
(Clauses 5.2 and 6.1) 6.3 The hardness number shall be determined in
accordance with the method specified in Annex E of
SI Requirements Percent byMass IS 1195.
No. ofMastic Without
Coarse Aggregates 7 SAMPLING AND CRITERIA FOR
CONFORMITY
Minimum Mtzximum
(1) (2) (3) (4) 7.1 During Discharge from Mixer
O Bitumen 14 17
ii) Passing 75-micron IS Sieve 25 45 Three ormore separate portions ofnotmore than 5kg
iii) Passing 212-micron IS Sieve and 8 18 each ofpitch-mastic shall betaken atintervals during
retained on 75-micron IS Sieve
thedischarge ofthemixer. The specimen shallinclude
iv) Passing 600-micron 1SSieve and 4 30
retained on212-micron ISSieve portions taken atbeginning or atthe end of discharge
v) Passing 236 micron IS Sieve and O 22 except incases where the practice ofreturning to the
retained on 600-micron ISSieve mixer, the first and last portions discharged, is
followed. Theportions shallthenbethoroughly mixed
5.3 The second stageshallconsist oftheincorporation atatemperature of 150to205“C.Themixeddischarge
of the coarse aggregates. When the pitch-mastic isto shall be floated out on an iron plate with the aid of a
be transported directly to the site ofwork, aquantity wooden floattoathickness notlessthan25mm. While
of coarse aggregate 6 to 20 mm normal size to form still warm the specimen shall be loosened from the
plate and arepresentative portions weighing not less
not lessthan 30 percent andnotmore than 50percent
than 5kg ifungritted (without coarse aggregate) and
by mass of the final mixture shall be added and
not lessthan 10kg if gritted (with coarse aggregate)
thoroughly incorporated withthemastic inthecooker.
shall be forwarded to the laboratory for examination
The actual percentage of the coarse aggregates to be
with full particulars as given in 7.3.
added shall be specified according to design
requirements. When the material has been cast into 7.2 Blocks
blocks, these shall be reheated in the cooker to a
Material in block form shall be sampled by taking
temperature ofnot lessthan 170”Candnotmore than approximately equal amounts in pieces from not less
205°C and the coarse aggregate asmentioned before than 6blocks taken atrandom. The total specimen of
shalibe thoroughly incorporated inthe mastic. not lessthan 5kg ifungritted and not lessthan 10kg
if gritted shall be forwarded to the laboratory for
5.3.1 As an anti-skid measure, the pitch-mastic after
examination with fill particulars as given in 6.3.
spreading and while still hot and in plastic condition
shall be covered with a layer of coarse/Carborundum 7.3 Labelling
aggregate 12to20mm sizedepending onthickness of
The specimen shall be adequately identified and the
mastic layerattherateofabout2to 13kg/m2orabout identification shallprovide forreference toascheduIe
0.15to0.2m2per 100m2.Anti-skidpropertiesofnewly which shall be sent giving the appropriate items for
laid mastic shall be ensured by running a pump the following:
integrator. The coarse aggregate prior to application
a) Name and address of authority giving
shall be coated with 2 to 3 percent by weight of
instructions for the examination to be
S95or S65grade ofpaving bitumen and2to3percent carried out;
tiller. Thecoarseaggregate shallberolled orotherwise
b) Sample numbe~
pressed intothe surface ofmastic layer.
c) Type ofmateriaI;
I IF;
T
Is 5317:2002
d) Typeofbinder; 7.4 Criteria for Conformity
e) Typeofaggregates; The pitch-mastic shall be considered as conforming
o Specification with which the material is to this specification if the requirements given
intended to comply; in5.2,6.1 and 6.2 are satisfied.
!3) Name and location ofmixing plant
8 MARKING
h) Sample taken before or after laying;
j) Date of mixing, ifknown; 8.1 If cast into blocks for storage, the date of
manufacture and name of the manufacturer shall be
k) Date of laying, ifknown;
indicated suitably.
m) Date of sampling;
n) Sitewhere laid; 8.2 BIS Certification Marking
P) Position from which sample was taken; The pitch-mastic may also be marked with the
q) Number and nominal thickness of course; Standard Mark.
r) Nature of foundation;
8.2.1 The use of the Standard Mark is governed by
s) Nature of surface treatment (if any); and
the provisions of the Bureau of Indian Standards
t) Test to be made, or information sought. Act, 1986 and the Rules and Regulations made
7.3.1 To facilitate testing and interpretation of test thereunder. The details of conditions under which a
results, it is essential that as much information as licence for the use of the Standard Mark may be
possible shall be given tothe laboratory. grantedtomanufacturers orproducersmaybe obtained
from the Bureau of Indian Standards.
ANNEX A
(Clause 2)
LIST OF REFERRED INDIAN STANDARDS
ISNo. Title ISNo. Title
73:1992 Specification for paving bitumen
1205:1978 Determination of softening point
(second revision)
1208:1978 Determination of ductility
334:1982 Glossaryoftermsrelatingtobitumen
1212:1978 Determination of loss on heating
and tar (second revision)
1216:1978 Determinationofvolubilityincarbon
702:1998 Specification for industrial bitumen
disulphide trichloroethylene
(second revision)
2386 (Part 4): Methods of test for aggregates for
1195:2002 Bitumen mastic for flooring
1963 concrete: Part 4 Mechanical
(third revision)
properties
1203:1,978 Determination of penetration
3IS 5317:2002
ANNEX B
:,
,/
(Foreword) .
COMMITTEE COMPOSITION
Flooring, Wall Finishing and Roofing Sectional Cornrnittee, CED 5 !
Organization Representative(s)
InPersonal Capacity (A-39/8, DDA Flats, Munirka, NewDelhi 110067) SHRIP.B.VrrAY(Chairman)
AllIndiaBrick &TileManufacture Federation, New Delhi SHIUS.P.BANSAL ,,! .; :,
Bhor Industries Limited, Mumbai SHSOK.L.SHAH ,, “:
SHRIR.K.PATSL(Alternate)
Builder’s Association ofIndi~ Mumbai SHRIW.R.TALWAR i’
SHIUPAWANTALWAR(Alternate) I
Building Materials andTechnology Promotion Council, New Delhi StnuJ.SaNGWTA
CEAT Limited, Hyderabad .SHFsJ.SONDRAM
SHRIIhmosrtPAL (Alternate)
Central Building Research Institute, Roorkee SHRILAmtnuJ,uamorJ
SrrraS.K.MrrrAL(Alternate)
Central Public Works Department, New Delhi “CmEFENOINSSR(CSQ)
Engineer-in-Chief’s Branch, Army Headquarters, NewDelhi SHtuhfKunrrmsRKAoR
SmrrMAnRIVODMAHINDR(AUlternate)
Hindustan Zinc Limited, Udaipur SHRIC.S.MSHTA
IndiaMeteorological Department, New Delhi SruuA.V.R K.RAO
SHIUS.C.GGYAL(Alternate)
InPersonal Capacity (C-474B, Sushant Lok Phase I,Gurgaon, Haryana) sHRto.P.R41RA
InPersonal Capacity (5-9-1OJLJ,IstFloor, Public Garden Road, SruuMWARAU KHAN
Hyderabad 50000~Andhra Pradesh)
Indian Institute ofTechnology, Kharagpur Msk AHUIA
Institution ofEngineers (India) Limi@ Kolkata %rop.B.VtJAY
Maharashtra Engineering Research Institute, Naaik CIDSFENGINEER&DI~R
Scmwwrc RESEARCHOFFICER(Alternate)
Ministry ofRailways (RDSO), Lucknow Exmrrtvs ENGtNEE(PR&D-II)
EXECUTIVEENGtNEE(PR8tD-1)(Alternate)
Modem Tiles &Marble, New Delhi sHRIA.C.KAF’COR
SHSUSUBHASHKAPOOR(Alternate)
National TestHouse, Kolkata SHIOD.K.Kmnmoo
SrrRIR.KAPOOR(Alternate)
Prodorite Anti-Corrosives Limitedj Chennai SHRIM.ANNAMALAI
DRP.SACHINDRAP(,A4fLternate)
Projects &Development IndiaLimite4 Sindri DRP.K.JAISWAL
SHSUA.K.PAL(Alternate)
Public Works Department, Chennai SUPmnmmrmiENGtNEE(PR&D)
Exsmrrvs ENGINEE(ARlternate)
Rashtnya Pariyojna Nirman Nigarn Limited, New Delhi SHRIR.C.KEHRAM
SHRIB.B.KANWAR(Alternate)
SteelAuthority ofIndiaLimited, Ranchi %0 s.SAH
SHRIRAVSIXAMN.W(Alternate)
STP Limited, Kolkata SHRtT.K.ROY
SHMB.B.BANERJE(EAlternate)
BIS Directorate General SHtGS.K.JMN,Director andHead (Civ Engg)
[Representing Director General (Ex-Oflcio)]
Member Secretary
SHSJR K.GUFTA
Joint Director (Civ Engg), BIS
(Continued onpage 5
1’1p;
-7
Is 5317:2002
(Corrtirrued~rom page 4)
Bituminous Flooring, Wall Covering And Roofing Subcommittee, CED 5:5
Organization Representative(s)
InPersonal Capaci~ (B-190, Sector 55,Noido 201301, UttarPradesh) SmrrR.S.SrnrKLA(Convener)
Bharat Petroleum Corporation Limited, Mumbai SSSRPS.C.SIUVASTAVA
SriraJ.A.JANAS(Afterrrde)
Building Materials andTechnology Promotion Council, New Delhl SHTOJ.%NGLJPTA
Central Building Research Institute, Roorkee SrmrM.AMAM
DRR.S.sRrvAsTAvA(.41ter?rate)
Central Road Research Institute, New Delhi thO @XIISK$pAWMSNS )
SsssuSAIFNLWItKUMMt(Afte-)
Prodorite Anti-Corrosive Limited, Chennai Sr+ruR SrssravASAN
SrauM.ANNAMASA(Alternate)
Engineer-in-Chief’s Branch, Army Headquarters, New Delhi cOLs.K.l-&mA
.%rrsuwmUsmoEUKAun(Alternate)
Engineers IndiaLimited, New Delhi SSUUJ.K.BHAocsMNomr
SrrraS.DAS(Alternate)
Hindustarr Petroleum Corporation Limitedj Mumbai SmuS.K.BIWNAGAR
SSUUC.V.RAMASWAM(YAlternate)
Indian 011Corporation Limited, New Delhi sHruK.v.GuswswAMv
LightRoofing L}mited,Chennai SHUA.FSZEUJL~
SrnuV.SrVARU(Afternate)
Lloyd Insulation (India) Prk’ate Limited, New Delhi StsruMOrSITKHMWW
SmuK.K.MnnA(Aknate)
S.N.Industries, New Delhi SriruD.N.ROY
SrrruB.MorrM (Alternate)
STPLimited, Kolkata &iraT.K.RoY
Wasterwork Chemicals Private Limited, Mumbai SmuN. Vzmtm.wr
SmuG.R.PARAM@SWAR(AANlternate)
5
!’!,
Bureau of Indian Standards
BIS is a statutory institution established under the Bureau of Indian Standards Act, 1986 to promote
harmonious development of the activities of standardization, marking and quality certification of goods
and attending to connected matters inthe country.
Copyright
BIS has the copyright of all its publications. No part of these publications may be reproduced in any form
without the prior permission in writing of BIS. This does not preclude the free use, in the course of
implementing the standard, of necessary details, such as symbols and sizes, type or grade designations,
Enquiries re}atingto copyright be addressed to the Director (Publications), BIS.
Review of Indian Standards
Amendments are issued to standards asthe need arises onthe basis of comments. Standards are also reviewed
periodically; a standard along with amendments isreaffied when suchreview indicates that no changes are
needed; if the review indicates that changes are needed, it istaken up for revision. Users of Indian Standards
should ascertain that they areinpossession ofthelatestamendments oredition byreferring tothe latest issueof
‘BIS Catalogue’ and ‘Standards: Monthly Additions’.
This Indian Standard has been developed from Doc :No. CED 5(5405)
Amendments Issued Since Publication
Amend No. Date ofIssue TextAffected
BUREAUOFINDIAN STANDARDS
Headquarters :
Manak Bhavan, 9Bahadur Shah Zafar Marg,New Delhi 110002 Telegrams :Manaksanstha
Telephones :3230131,3233375,3239402 (Common toalloffices)
Regional OffIces: Telephone
Central : Manak Bhavan, 9 Bahadur Shah Zafar Marg 3237617
NEW DELHI 110002 3233841
{
Eastern : 1/14C.1.T.SchemeVIIM,V,I.P.Road,Kankurgachi 3378499,3378561
KOLKATA700054 { 3378626,3379120
Northern : SCO 335-336, Sector34-A, CHANDIGARH 160022 603843
602025
{
Southern : C.I.T, Campus, IVCrossRoad,CHENNAI 600113 2541216,2541442
2542519,2541315
{
Western : Manakalaya, E9 MlDC, Marol, Andheri (East) 8329295, 8327858
MUMBAI 400093 { 8327891,8327892
Branches : AHMEDABAD. BANGALORE.BHOPAL.BHUBANESHWAR. COIMBATORE. FARIDABAD.
GHAZIABAD. GUWAHATI. HYDERABAD. JAIPUR. KANPUR. LUCKNOW. NAGPUR.
NALAGARH. PATNA. PUNE. RAJKOT. THIRUVANANTHAPURAM. VISAKHAPATNAM
Reprography Unit, BIS, New Delhi, India
~.l
|
13519.pdf
|
lndian Standard
INSPECTION OF FIXED STEEL OFFSHORE
STRUCTURES DURING FABRICATION AND
INSTALLATION - GUIDELINES
UDC 622~242.422
0 BIS 1992
BUREAU OF INDIAN STANDARDS
MANAK BHAVAN, 9 BAHADUR SHAH ZAFAR MARG
NEW DELHI 110002
September 1992 Price Group 3Offshore Installations Sectional Committee, CED 49
FOREWORD
This Indian Standard was adopted by the Bureau of Indian Standards, after the draft finalized
by the Offshore Installations Sectional Committee had been approved by the Civil Engineering
Division Council.
Inspection and quality control is performed to ensure adherence to codes, specifications and
to achieve a desired quality and service in the finished product. The most effective code of
practice for inspection and quality control sha!l be the one which prevents the defects or
deviations rather than identify them after they occure.
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 OB 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.*_
P
IS 13519 : 1992
Indian Standard
INSPECTION OF FIXED STEEL OFFSHORE
STRUCTURES DURING FABRICATION AND
INSTALLATION - GUIDELINES
1 SCOPE 3 INSPECTION PERSONNEL
1.1 This standard covers recommended proce- 3.1 The personnel deployed for inspection shall
dures for the inspections of fixed offshore have the necessary technical qualifications and
structures during fabrications and installation. experience with sound knowledge on inspec-
It covers only the structural component and tion techniques and general areas of welding
does not include equipment and equipment technology, fabrication methods, NDT and
related systems on decks/modules. other test procedures.
1.2 This guideline is not limited to any specific 4 QUALITY ASSURANCE
procedure or method of fabrication or installa-
tion but is intended to be a general guide 4.1 Every fabrication yard/contractor shall
based on which detail procedures should be have an adequate quality assurance system
prepared. modelled on standards meant for such system
( such as IS 14000 Series ) with defined proce-
1.3 This, guideline does not stipulate any dures covering all aspects for tender/contract
acceptance standard. These shall be as per stage to final installation. This shall include
governing specifications relevant to design detail quality control procedures and quality
criteria and related requirements mutually plans for bought-out materials/services, inhouse
agreed. fabrication and installation at offshore. The
system shall be suitably documented into a
2 REFERENCES manual which shall be referred to as Quality
Manual.
2.1 The following Indian Standards are
necessary adjuncts to this standard: 4.2 At the start of a particular contract the
Quality Manual as modified for the contract
IS No. Title under consideration shall be submitted for
review by the purchaser and the inspection/
822 : 1970 Code of procedure for inspe- certification organization appointed by them.
ction of welds
Particular attention shall be paid to all proce-
1278 : 1972 Specification for filler rods dures affecting Quality Plans shall be marked
and wires for gas welding up to indicate the Hold/Witness/Review Points
( second revision ) and the organization responsible for them
( Purchase/Certification/Fabrication ).
5206 : 1983 Specification for covered
electrodes for manual metal 4.3 The yard/contractor thereafter shall effe-
arc welding of stainless steel ctively implement the Quality Plan on the
and other similar high alloy contract work.
steel (first revision )
5 RESPONSIBILITY OF FABRICATOR/
7280 : 1974 Specification for barewire CONTRACTOR
electrodes for submerged arc
welding of structural steels 5.1 Through an effective quality management
system, the contractor shall ensure that the
7307 Approval tests for welding
Quality Manual is strictly adhered to through-
( Part 1) : 1974 procedures: Part 1 Fusion
out purchase ( of material and services ),
welding of steel
design, fabrication, transporatation ( load-out )
and installation work.
2.2 In specific situations, not covered by Indian
standards, other relevant international standards 5.2 Due notice ( the period and mode of which
may be used. shall be mutually agreed at the start of
Icontract ) shall be given by the contractor to 7.2.2 Steel used for secondary structure shall
organization responsible for iuspection/wit- be identified against mill certificates.
nessinglclearing the hold points.
7.2.3 Records of steel used for primary and
5.3 Contractor shall ensure that Quality stages secondary structure shall be suitably
maintained.
are properly recorded and endorsed for accep-
tance by authorized personnel.
7.2.4 Sub- assemblies/fabricated components
shall carry appropriate documentation includ-
5.4 Documentation indicating materials used
ing inspection certificates or release notes
( referring to quality and certification where
prior to acceptance.
appropriate ) stage/type of inspection/testing
and results thereof together with welding data
7.3 Fabrication Sequence
( welding procedure and welder/operator
identification ) including record of approval 7.3.1 Fabrication sequence procedures includ-
by the concerned organization shall be main- ing mode of distribution of loads for heavy
tained by the contractor. These shall be lifts and their transportation/installation, etc,
presented for verification and/or review by shall be reviewed by the purchaser and Inspec-
the organization responsible for inspection/ tion/Certifying Organization to safequard
certification and made available as each against undue strain.
assembly ( or subassembly ) is completed unless
otherwise mutually agreed.
7.4 Welding
6 ACCESSABILITY TO WORK 7.4.1 All welding performed for fabricating
the structure shall be in accordance with
6.1 Inpection/Certification organization shall requirements of ‘Code of Practice for Structural
have free access to all fabrication installation Welding for Offshore Structures, Dot : CED 49
work that is being carried out by the yard/ ( 5093 ) ( under preparation )’ to previously
contractor, sub-contact if any at all places and qualified welding procedures by qualified
all times in order that they are satisfied that the welders/welding operators and approved welding
required quality of workmanship is achieved consumables.
during the fabrication/installation work.
7.4.2 Welding procedure specification, quali-
7 STAGES OF INSPECTION fication record and test data shall be approved
by the Inspection/Certification organisation
7.1 The yard contractor while preparing the prior to use for fabrication. Each such record
Quality Plan shall lay down various stages of shall have a unique identity.
quality control and inspection hold points
during fabrication and installation work in 7.4.3 Welding Consumables
order to achieve the desired quality.
All welding consumables used for procedure
7.2 Identification of Material qualification and subsequently during fabri-
cation should conform to the requirements of
All material before use on fabrication of
IS 1278 : 1972, IS 5206 : 1983 or IS 7280 : 1974.
structure shall be properly identified against
mill certificates duly approved by the Inspec- 7.4.4 Welders and Welding Operators
tion/Certifying Organization as complying with
specified requirements. Mill Certificates or All the welders and welding operators assigned
other relevant certificates wherever required for welding to fabricate the structure shall
shall be produced to identify the material. have successfully passed the performance tests
for type of welding to be employed and the
7.2.1 All steel used for the primary structure as procedures as applicable [see IS 7307 (Part 1 ) :
identified in the design, shall be certified at the 1974 1. Each welder/welding operator shall
mill by the Inspection/Certification Organiza- be assigned a unique symbol which shall be
tion ( or other appropriate organizations used for identifying welding performed by a
recognised for such work in addition to mill particular welder/operator.
certification.
7.5 Fit Ups
7.2.1.1 Steel for primary stucture shall also be
subjected to supplementary requirements such All fit ups and assemblies shall be examined
as through thickness, strength, notch tough- for conformity with the approved drawings,
ness, lamination check, etc as appropriate by specification and code requirements before
design requirements, at the steel mill. proceeding with the welding work.
2P
IS 13519 : 1992
7.6 Dimensional and Alignment Check 7.9.2 These dimensions shall be reviewed to
ensure satisfactory installation offshore.
7.6.1 Dimensional checks shall be carried out
at various phases of fabrication as required 7.10 Cathodic Protection
andalso alignment checks carried out as per
the agreed plan for conformity with specjfica- 7.10.1 Anodes shall be inspected at the manu-
tion and drawing requirements. The alignment facturer’s works by the Inspection/Certifying
of riser clamps should be checked by a suitable organisation to ensure conformance to speci-
means. fication requirements.
7.7 Weld Inspection 7.10.2 The installation of anodes, including
their location and atta.chment welds, shall be
The completed welds shall be examined visua-
examined for conformance to approved
lly to identify defective/incomplete welds
drawings.
profile defects, unfused welds, surface cracks
under cuts, surface porosity, damages to the
7.10.3 The continuity check shall be carried
parent metal etc as per IS 822 : 1970. Any
out on the anodes as well as on any cabling of
non-destructive examination to be carried out
the cathodic potential measuring system, if
on welds shall only be carried out after the
installed.
weld has been visually accepted.
7.11 Testing
7.8 Non-Destructive Tests
7.8.1 The type and extent of NDT to be carried 7.11.1 Hydrostatic Test
out shall be decided after considering critica-
Grout lines or any oiher pressure pipe lines
lity of the weld joint from design aspects,
relevant for safe installation of the structure
access and suitability of the mode to be
deployed in consultation with the Inspection/ shall be hydrostatically tested for the duration
and pressure as required by specification and
Certification Organisations.
drawings.
NOTE - The type and extent of NDT can only be
decided prior to award of contract if the design is 7.11.2 Air Test
finalized before the award of contract.
7.8.2 Procedures for various non-destructive All jacket legs top and bottom chords of launch
tests shall conform to relevant specifications truss ( if any ) are preinstalled coductors shall
or other applicable codes and approved by the be air tested for the duration and pressure as
Inspection/ Certification Organizations. required by the specification and drawings.
If any buoyancys tanks are envisaged these
7.8.3 All non-destructive tests operators shall also should be air tested for leakage.
be qualified as per relevant codes before
deployment on the production work. 7.12 Protective Coating
7.8.4 All non-destructive tests on the product- 7.12.1 Surface preparation before application
ion work shall be carried out as per approved of any protective coating shall be checked for
procedures and s!lall be witnessed/reviewed by its profile and finish.
the Inspection/Certification Organization as
per agreed plans. 7.12.2 Application of protective coating shall
be carried out as per the approved procedure
7.9 As Built Dimensions and shall be checked for final dry film thichness
and finish.
7.9.1 Critical as built dimensions shall be mea-
sured on completion of fabrication in yard and
7.13 Load Out of Structure
recorded. These shall include, but not be
limited to: Load out shall be carried out as per the appro-
ved procedure and witnessed by the Inspection/
4 Jacket leg alignment,
Certification organization.
b) Skirt piles alignment,
cl Jacket leg spacing, 7.14 Tie Down of Structure on Barge
d) Main deck leg spacing, 7.14.1 All materials including Saddles, Pipes,
4 Helideck Ieg stabbing points, Sections, etc, shall be verified for conformance
f) Boat landing, and to approved drawings by the Inspection/Certi-
g> Barge bumbers. fication organisation.
3IS 13519 : 1992
7.14.2 All welding for the down of structure 8.3.7 Non-Destructive Tests
shall be checked visually for correct fillet sizes
and non-destructive tests if stipulated shall For non-destructive testing and checking proce-
be witnessed as per the approved specification dure explained in 7.8 shall be followed.
and drawings.
8.4 Piling
8 Installation Offshore
8.4.1 Before starting of piling work, mud mat
8.1 The requirement stipulated in proceeding
survey shall be carried out and the diver report
paragraphs shall be applicable for installation
is to be reviewed to verify that the sea bed
at offshore ( para 4, 5, 6 generally and 7.1, 7.2,
does not contain debris, troughs and hollows
7.3,7.4, 7.5, 7.7 and 7.8 in particular ).
that could adversely affect the pilling
operations.
8.2 Visual Examination
82.1 Structure on barge on arrival at site shall 8.4.2 Level markings, lengths and thickness of
be visually examiner for apparent damages, if each section of the piles make-up shall be
any that might have occurred during verified on barge against approved drawings,
transportation. unless this has been veried on shore, by
Inpection/Certifying organization and duly
8.2.2 Pre-IaunchinglStabbin Inspection documented.
The structure shall be examined for readiness
8.4.3 Piling operation shall be checked for
before prelaunching/stabbing operation.
conformity with the approved procedure,
8.3 Launching/Lifting/Setting Operations make ups and sectionalisation scheme. Records
detailing hammer used ( Power/Stroke ) blows
8.3.1. The operation shall be witnessed by the per metre, stoppages, time etc shall be made
Inspection/Certifying organizations to ensure as each pile section is driven.
that the same is carried out as per the approved
procedure. Any unusual occurance or devia- 8.4.4 Tiit to the jacket during the piling opera-
tion from the approved procedure shall be tion shall be measures at suitable intervals and
carefully studied for any possible harmful remedial measured taken to limit level within
effects and appropriate action taken. stipulated tolerances.
8.3.2 Location and orientation of structure as
8.4.5 Each pile shall be driven to its design
set on the sea bed shall be checked to ensure
penetration without damage to the pile.
conformity with coordinates and orientation
stipulated.
8.4.6 If any pile meet with refusal before
achieving the design penetration, contractor
8.3.3 Welding Procedures
shall propose plans to overcome the refusal or
For welding, procedure explained in 7.4.1 alternate methods of remedial measures. These
to 7.4.3 shall be followed. shall meet design criteria and require approval
by purchaser and Inspection/Certifying
8.3.4 Fit Ups organization.
All fit ups and assemblies shall be examined
8.5 Grouting
for conformity with specification and code
requirements before proceeding with the
8.5.1 Before commencing the grouting opera-
welding work.
tion, flushing of grout lines shall be witnessed
8.3.5 Alignment and Levelling to ensure free passage for the grout. During
the grouting operation usage of appropriate
All alignment and levelling shall be verified to grouting equipment and the grouting procedure
meet the requisite tolerances. shall be checked and continuous grout flow
shall be ensured until the annulus is filled.
8.3.6 Weld Inspection
The completed welds shall be examined visually 8.5.2 During grouting operation sampling
for defective incomplete welds profile defects, should be drawn from the batch and the
unfused welds, surface cracks, under cuts, density with the help of grout balance shall be
profile defects, surface porosity, damages to measured to ensure the density of grout is as
stipulated in the approved procedure.
the parent metal etc.
4IS 13519 : 1992
8.5.3 Testing of Grout 10 DOCUMENTATION
10.1 Records of the following, duly approved
Grout samples as per specification requirements
by the Inspection/Certification organisation,
shall be drawn and compression tests as called
shall be maintained.
for are to be checked. Each sample shall be
marked to indicate the annulus it pertains to.
10.1.1 As built drawings.
10.1.2 Materials used, as indicated in 7.2.3.
9 POST INSTALLATION CHECKS
10.1.3 Welding procedure qualification.
9.1 Levels at the top of the jacket should be
recorded and compared with the designed/ 10.1.3.1 Welder/Welding Operator performance
stipulated levels. In case due to field condi- qualification.
tions the level has changed significantly,
necessary correction shall be made in the 10.1.3.2 Welding data ( Procedure, welder/
transition pieces. operator, N. D. T. method and result ) for all
joints made in primary and secondary steel.
9.2 Elevation of the main deck particularly
where seatings of bridges or other connecting 10.1.4 N. D. T. procedures employed.
structures or pipelines are planned shall be
established for interfacing and corrections. 10.1.4.1 N. D. T. operators qualifications
records.
9.3 Distances between adjoining structure
which are planned to be interconnected shall 10.1.4.2 N. D. T. reports on welds inspected.
be measured to establish, interfacing and
10.1.5 Piling records as indicated in 8.4.2
correction.
and 8.4.3.
9.4 Diyer survey shall be carried out to ensure
10.1.6 Grouting records.
that all anodes, riser clamps etc; fixed earlier
have not undergone any damage during
10.1.6.1 Grout strength test results.
installation.
10.1.7 Post installation reports indicated
9.5 Any debris laying on the structure or
in 9.4.
seabed shall be lifted to the surface and suit-
ably dealt with.
10.2 Copies of or summarized records of the
9.6 All cables installed in the jacket for catho- above, as mutually agreed, shall be furnished
dic protection system shall be checked to to the purchaser and Inspection/Certifying
ensure continuity. organisation.
5.
Standard Mark
The use of the Standard Mark is governed by the provisions of the Bureau of the Indian
Standards, Act, 1986 and the Rules and Regulations made thereunder. The Standard Mark on
products covered by an Indian Standard conveys the assurance that they have been produced
to comply with the requirements of that standard under a well defined system of inspection,
testing and quality control which is devised and supervised by BIS and operated by the pro-
ducer. Standard marked products are also continuously checked by BIS for conformity to
that standard as a further safeguard. Details of conditions under which a licence for the use
of the Standard Mark may be granted to manufacturers or producers may be obtained from
the Bureau of Indian Standards.Bureau of Indian Standards
BIS is a statutory institution established under the Bureau of Indian Standards Act, 1986 to
promote harmonious development of the activities of standardization, marking and quality
certificatio? 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 Standntds
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 49 ( 4841 )
Amendments Issued Since Publication
Amend No. Date of Issue Text Affected
BUREAU OF INDIAN STANDARDS
Headquarters:
Manak Bhavan, 9 Bahadur Shah Zafar Marg, New Delhi 110002
Telephones : 331 01 31, 331 13 75 Telegrams : Manaksanstha
( Common to all Offices )
Regional Offices : Telephone
Central : Manak Bhavan, 9 Bahadur Shah Zafar Marg 331 01 31
NEW DELHI 110002 ( 331 13 75
Eastern : l/14 C. I. T. Scheme VII M, V. I. P. Road, Maniktola 37 84 99, 37 85 61,
CALCUTTA 700054 t 37 86 26, 37 86 62
53 38 43, 53 16 40,
Northern : SC0 445-446, Sector 35-C, CHANDIGARH 160036
I 53 23 84
235 02 16, 235 04 42,
Southern :C . I.T . Campus, IV Cross Road, MADRAS 600113
i 235 15 19, 235 23 15
Western : Manakalaya, E9 MIDC, Marol, Andheri ( East ) 632 92 95, 632 78 58,
BOMBAY 400093 632 78 91, 632 78 92
Branches : AHMADABAD, BANGALORE, BHOPAL, BHUBANESHWAR, COIMBATORE,
FARIDABAD, GHAZIABAD, GUWAHATI, HYDERABAD, JAIPUR, KANPUR,
LUCKNOW, PATNA, THIRUVANANTHAPURAM.
Printed at Printwell Printers. Aligarh. India
|
808.pdf
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IS 808 : 1989
(Reaffirmed1999)
Edition4.1
(1992-07)
Indian Standard
DIMENSIONS FOR HOT ROLLED STEEL
BEAM, COLUMN, CHANNEL AND
ANGLE SECTIONS
( Third Revision )
(Incorporating Amendment No.1)
UDC 669.14-423.2-122.4:006.78
©BIS2002
B U R E A U O F I N D I A N S T A N D A R D S
MANAK BHAVAN, 9 BAHADUR SHAH ZAFAR MARG
NEW DELHI 110002
Price Group 7Structural Sections Sectional Committee, SMDC 6
FOREWORD
This Indian Standard (Third Revision) was adopted by the Bureau of Indian Standards
on6April1989, after the draft finalized by the Structural Sections Sectional Committee had been
approved by the Structural and Metals Division Council.
Under the steel economy programme, a rational, efficient and economical series of Indian
Standards on beam sections, channel sections and angle sections was evolved in 1957 and
IS808:1957 was published covering junior, light weight, medium weight, wide flange and heavy
weight beam sections; junior, light weight and medium weight channel sections and equal and
unequal leg angle sections. This standard was revised in 1964.
In the second revision of this standard, parts relating to medium weight beam sections — MB
series, column sections — SC series, channel sections — MC and MCP series and equal and
unequal leg angles were revised and published as Parts 1, 2, 3, 5 and 6 of IS 808, respectively.
Sections not covered in these parts, however continued in IS 808:1964.
In the present revision, the Sectional Committee felt it convenient to merge all the five parts into
one standard. The sections which were retained in IS 808:1964 subsequent to its second revision
in five parts are included in this standard with a view that these sections although not being rolled
in the country at present may in future be rolled owing to their efficiency and resultant economy in
the use of steel. However, the designers are advised to check from JPC/producers regarding
availability of such sections.
Following additional modifications have been affected in this revision:
a)Medium weight beam sections MB 100 having the flange width and web thickness of 70mm
and 4.5mm, respectively, has been modified to 50mm flange width and 4.7mm web
thickness;
b)Two sections, namely, BFB 150 and RSJ 200 which are mainly used in railway electrification
have been included as SC 150 and WB 200, respectively;
c)Additional equal leg angles 60 60×4, 100 100×7 (in place of 100 100×6.5), and 130 130×9
have been included in the supplimentary list;
d)Amendments issued so far to the various parts of the standard and to IS 808:1964 have been
incorporated; and
e)Mass, area and other sectional properties have been expressed in three significant places.
This edition 4.1 incorporates Amendment No. 1 (July 1992). Side bar indicates modification of the
text as the result of incorporation of the amendment.IS 808 : 1989
Indian Standard
DIMENSIONS FOR HOT ROLLED STEEL
BEAM, COLUMN, CHANNEL AND
ANGLE SECTIONS
( Third Revision )
1 SCOPE
B = flange width of beam, column or
channel sections;
This standard covers the nominal dimensions,
mass and sectional properties of hot rolled D = depth of beam, column or channel
sloping flange beam and column sections, section;
sloping and parallel flange channel sections
R = radius at fillet or root;
and equal and unequal leg angle sections. 1
R = radius at toe;
2
2 REFERENCES
t = thickness of web of beam, column or
The Indian Standard IS 1852:1985 ‘Rolled and channel section; thickness of leg of
cutting tolerances for hot rolled steel products angle section; and
(fourth revision)’ is a necessary adjunct to this
T = thickness of flange of beam, column
standard.
or channel section.
SECTION 1 GENERAL
4.2.2 Symbols for Sectional Properties
3 TERMINOLOGY a = sectional area,
3.1 Y-Y Axis C (with subscripts x, y, u or v)
A line parallel to the axis of the web of the = distance of centre of gravity,
section (in the case of beams and channels) or
C = A – e ,
parallel to the axis of the longer flange (in the x x
case of unequal angles) or either flange (in the C y = B – e y,
case of equal angles) and passing through the
e = distance of extreme fibre from X-X
x
centre of gravity of the profile of the section.
axis,
3.2 X-X Axis e = distance of extreme fibre from Y-Y
y
axis,
A line passing through the centre of gravity of
the profile of the section, and at right angles to I = moment of inertia about X-X axis,
x
the Y-Y axis.
I = moment of inertia about Y-Y axis,
y
3.3 U-U and V-V Axes
I = moment of inertia ( Max ) about U-U
u
Lines passing through the centre of gravity of axis,
the profile of the section, representing the
I = moment of inertia ( Min ) about V-V
v
principal axes of angle sections.
axis,
4 SYMBOLS M = mass of the section per metre length,
4.1 Letter symbols used in this standard have I
been indicated appropriately in Sections 2 to 6. Z x =
e---x--
=
m axo id s,ulus of section about X-X
More explicit definitions for certain symbols, x
used in the figures and tables of Sections 2 to 6
I
are given in 4.1.1 and 4.1.2. Z = ---y-- = modulus of section about Y-Y
y e axis,
y
4.1.1 Symbols for Dimensions
I radius of gyration about X-X
A, B = the longer and the shorter leg length r x = ---x-- = axis,
of angle section, respectively; a
1IS 808 : 1989
Indian Standard sections mentioned in 5.1:
I radius of gyration about Y-Y
r y = ---y-- = axis, Section Classification Abbreviated
a Reference
Symbol
r u = I -- a-u-- =r aa xd isi ,us of gyration about U-U Beams II SS LJB
B
LJB
B
ISMB MB
I radius of gyration about V-V ISWB WB
r v = ---v-- = axis, Columns/heavy ISSC SC
a
beams ISHB HB
α = angle between U-U and X-X axes of Channels ISJC JC
angle section; slope of flange in the case ISLC LC
of beam, column or channel. ISMC MC
ISMCP MCP
5 CLASSIFICATION Angles ISA ∠
5.1 Beam, column, channel and angle sections 6 DESIGNATION
are classified as follows:
6.1Beam, columns and channel sections shall
5.1.1 Beams be designated by the respective abbreviated
reference symbols followed by the depth of the
a)Indian Standard junior beams (ISJB)
section, for example:
b)Indian Standard light weight beams a)MB 200 — for a medium weight beam of
(ISLB) depth 200mm,
c)Indian Standard medium weight beams b)SC 200 — for a column section of depth
(ISMB) 200mm,
d)Indian Standard wide flange beams c)MC 200 — for medium weight channel of
(ISWB) depth 200mm, and
d)MCP 200 — for a medium weight parallel
5.1.2 Columns/Heavy Weight Beams
flange channel of depth 200mm.
a)Indian Standard column sections (ISSC) 6.2Equal and unequal leg angles shall be
b)Indian Standard heavy weight beam designated by the abbreviated reference
(ISHB) symbols (∠) followed by the dimensions A, B
and t. For example, 200100×10 represents
5.1.3 Channels unequal leg angle of dimensions 200mm,
100mm and thickness 10mm.
a)Indian Standard junior channels (ISJC)
7 DIMENSIONS, MASS AND
b)Indian Standard light weight channels
TOLERANCES
(ISLC)
7.1Nominal dimensions and mass of beam,
c)Indian Standard medium weight channels
column, channel and equal and unequal angles
(ISMC)
shall conform to the values given in Sections 2,
d)Indian Standard medium weight parallel 3, 4, 5 and 6, respectively of the standard.
flange channels (ISMCP)
7.2Dimensional and mass tolerances of the
various sections shall conform to the
5.1.4 Angles
appropriate values stipulated in IS 1852:1985.
a)Indian Standard equal leg angles (ISA)
8 SECTIONAL PROPERTIES
b)Indian Standard unequal leg angles (ISA)
Sectional properties of the beams, columns,
5.2The following abbreviated reference channel and equal and unequal leg angles are
symbols have been used in designating the given in Sections 2 to 6 for information.
23
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808
:
1989
SECTION 2 BEAM SECTIONS
Table 2.1 Nominal Dimensions, Mass and Sectional Properties of Indian Standard Medium Flange Beams
Designation Mass Sectional Dimensions SectionalProperties
M Area, a
D B t T Flange R R I I r r Z Z
1 2 x y x y x y
Slope, Max
kg/m cm2 mm mm mm mm α, deg mm mm cm4 cm4 cm cm cm3 cm3
(1) (2) (3) (4) (5) (6) (7) (8) (9) (10) (11) (12) (13) (14) (15) (16)
MB 100 8.9 11.4 100 50 4.7 7.0 98.0 9.0 4.5 183 12.9 4.00 1.05 36.6 5.16
MB 125 13.3 17.0 125 70 5.0 8.0 98.0 9.0 4.5 445 38.5 5.16 1.51 71.2 11.0
MB 150 15.0 19.1 150 75 5.0 8.0 98.0 9.0 4.5 718 46.8 6.13 1.57 95.7 12.5
MB 175 19.6 25.0 175 85 5.8 9.0 98.0 10.0 5.0 1260 76.7 7.13 1.76 144 18.0
MB 200 24.2 30.8 200 100 5.7 10.0 98.0 11.0 5.5 2120 137 8.29 2.11 212 27.4
MB 225 31.1 39.7 225 110 6.5 11.8 98.0 12.0 6.0 3440 218 9.31 2.34 306 39.7
MB 250 37.3 47.5 250 125 6.9 12.5 98.0 13.0 6.5 5130 335 10.4 2.65 410 53.5
MB 300 46.0 58.6 300 140 7.7 13.1 98.0 14.0 7.0 8990 486 12.4 2.86 599 69.5
3A
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808
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1989
Table 2.1 (Concluded)
Designation Mass Sectional Dimensions SectionalProperties
M Area, a
D B t T Flange R R I I r r Z Z
1 2 x y x y x y
Slope, Max
kg/m cm2 mm mm mm mm α, deg mm mm cm4 cm4 cm cm cm3 cm3
(1) (2) (3) (4) (5) (6) (7) (8) (9) (10) (11) (12) (13) (14) (15) (16)
MB 350 52.4 66.7 350 140 8.1 14.2 98.0 14.0 7.0 13600 538 14.3 2.84 779 76.8
MB 400 61.5 78.4 400 140 8.9 16.0 98.0 14.0 7.0 20500 622 16.2 2.82 1020 88.9
MB 450 72.4 92.2 450 150 9.4 17.4 98.0 15.0 7.5 30400 834 18.2 3.01 1350 111
MB 500 86.9 111 500 180 10.2 17.2 98.0 17.0 8.5 45200 1370 20.2 3.52 1810 152
MB 550 104 132 550 190 11.2 19.3 98.0 18.0 9.0 64900 1830 22.2 3.73 2360 193
MB 600 123 156 600 210 12.0 20.3 98.0 20.0 10.0 91 800 2650 24.2 4.12 3 060 252
4
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808
:
1989
Table 2.2 Nominal Dimensions, Mass and Sectional Properties of Indian Standard Junior and Light Weight Beams
(Figure same as given in Table 2.1)
Designation Mass Sectional Dimensions SectionalProperties
M Area, a
D B t T Flange R R I I r r Z Z
1 2 x y x y x y
Slope, Max
kg/m cm2 mm mm mm mm α, deg mm mm cm4 cm4 cm cm cm3 cm3
(1) (2) (3) (4) (5) (6) (7) (8) (9) (10) (11) (12) (13) (14) (15) (16)
Junior Beams
JB 150 7.1 9.01 150 50 3.0 4.6 91.5 5.0 1.5 322 9.20 5.98 1.01 42.9 3.7
JB 175 8.1 10.3 175 50 3.2 4.8 91.5 5.0 1.5 479 9.70 6.83 0.97 54.8 3.9
JB 200 9.9 12.6 200 60 3.4 5.0 91.5 5.0 1.5 781 17.3 7.86 1.17 78.1 5.8
JB 225 12.8 16.3 225 80 3.7 5.0 91.5 6.5 1.5 1310 40.5 8.97 1.58 116 10.1
Light Weight Beams
LB 75 6.1 7.71 75 50 3.7 5.0 91.5 6.5 2.0 72.7 10.0 3.07 1.14 19.4 4.0
LB 100 8.0 10.2 100 50 4.0 6.4 91.5 7.0 3.0 168 12.7 4.06 1.12 33.6 5.1
LB(P) 100 8.6 11.0 100 50 4.3 7.0 91.5 8.0 3.0 178 13.2 4.03 1.10 35.7 5.3
LB 125 11.9 15.1 125 75 4.4 6.5 91.5 8.0 3.0 407 43.4 5.19 1.69 65.1 11.6
LB 150 14.2 18.1 150 80 4.8 6.8 91.5 9.5 3.0 690 55.2 6.17 1.75 91.8 13.8
LB 175 16.7 21.3 175 90 5.1 6.9 91.5 9.5 3.0 1100 79.6 7.17 1.93 125 17.7
LB(P) 175 16.7 21.3 175 80 5.2 7.7 96.0 9.5 3.0 1070 57.3 7.09 1.64 123 14.3
LB 200 19.8 25.3 200 100 5.4 7.3 91.5 9.5 3.0 1700 115 8.19 2.13 170 23.1
LB(P) 200 21.1 26.9 200 100 5.6 8.0 96.0 9.5 3.0 1800 113 8.20 2.05 180 22.6
LB 225 23.5 29.9 225 100 5.8 8.6 98.0 12.0 6.0 2500 113 9.15 1.94 222 22.5
LB 250 27.9 35.5 250 125 6.1 8.2 98.0 13.0 6.5 3720 193 10.2 2.33 297 30.9
LB 275 33.0 42.0 275 140 6.4 8.8 98.0 14.0 7.0 5380 287 11.3 2.61 392 41.0
LB 300 37.7 48.1 300 150 6.7 9.4 98.0 15.0 7.5 7330 376 12.4 2.80 489 50.2
LB(P) 300 41.5 52.9 300 140 7.0 11.6 98.0 15.0 7.5 8130 414 12.4 2.80 542 59.2
LB 325 43.1 54.9 325 165 7.0 9.8 98.0 16.0 8.0 9870 511 13.4 3.05 608 61.9
LB 350 49.5 63.0 350 165 7.4 11.4 98.0 16.0 8.0 13200 632 14.5 3.17 752 76.6
LB 400 56.9 72.4 400 165 8.0 12.5 98.0 16.0 8.0 19300 716 16.3 3.15 965 86.8
LB 450 65.3 83.1 450 170 8.6 13.4 98.0 16.0 8.0 27500 853 18.2 3.20 1220 100
LB 500 75.0 95.5 500 180 9.2 4.1 98.0 17.0 8.5 38600 1060 20.1 3.34 1540 118
LB 550 86.3 110 550 190 9.9 15.0 98.0 18.0 9.0 53200 1340 22.0 3.48 1930 140
LB 600 99.5 127 600 210 10.5 15.5 98.0 20.0 10.0 72800 1820 24.0 3.79 2430 173
NOTE — (P) Stands for provisional section.
4A
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808
:
1989
Table 2.2 (Concluded)
Designation Mass Sectional Dimensions SectionalProperties
M Area, a
D B t T Flange R R I I r r Z Z
1 2 x y x y x y
Slope, Max
kg/m cm2 mm mm mm mm α, deg mm mm cm4 cm4 cm cm cm3 cm3
(1) (2) (3) (4) (5) (6) (7) (8) (9) (10) (11) (12) (13) (14) (15) (16)
Wide Flange Beams
WB 150 17.0 21.7 150 100 5.4 7.0 96.0 8.0 4.0 839 94.8 6.22 2.09 112 19.0
WB 175 22.1 28.1 175 125 5.8 7.4 96.0 8.0 4.0 1510 189 7.33 2.59 173 30.2
WB 200 28.8 36.7 200 140 6.1 9.0 96.0 9.0 4.5 2620 329 8.46 2.99 263 47.0
WB 200* 52.0 66.5 203 152 8.9 16.5 98.0 15.5 7.6 4790 814 8.48 3.54 471 107
WB 225 33.9 43.2 225 150 6.4 9.9 96.0 9.0 4.5 3920 449 9.52 3.22 349 59.8
WB 250 40.9 52.0 250 200 6.7 9.0 96.0 10.0 5.0 5940 858 10.7 4.06 475 85.7
WB 300 48.1 61.3 300 200 7.4 10.0 96.0 11.0 5.5 9820 990 12.7 4.02 655 99.0
WB 350 56.9 72.5 350 200 8.0 11.4 96.0 12.0 6.0 15500 1180 14.6 4.03 887 118
WB 400 66.7 85.0 400 200 8.6 13.0 96.0 13.0 6.5 23400 1390 16.6 4.04 1170 139
WB 450 79.4 101 450 200 9.2 15.4 96.0 15.0 7.0 35100 1710 18.6 4.11 1560 171
WB 500 95.2 121 500 250 9.9 14.7 96.0 15.0 7.5 52300 2990 20.8 4.96 2080 239
WB 550 112 143 550 250 10.5 17.6 96.0 16.0 8.0 74900 3740 22.9 5.11 2720 299
WB 600 134 170 600 250 11.2 21.3 96.0 17.0 8.5 106000 4700 25.0 5.24 3540 376
WB 600 145 185 600 250 11.8 23.6 96.0 18.0 9.0 116000 5300 25.0 5.35 3850 424
WB 200* (RSJ Section) is mainly used for railway electrification.
5
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1989
SECTION 3 COLUMN/HEAVY WEIGHT BEAM SECTIONS
Table 3.1 Nominal Dimensions, Mass and Sectional Properties of Indian Standard Columns and Heavy Weight Beams
Designation Mass Sectional Dimensions SectionalProperties
M Area, a
D B t T Flange R R I I r r Z Z
1 2 x y x y x y
Slope, α
kg/m cm2 mm mm mm mm deg mm mm cm4 cm4 cm cm cm3 cm3
(1) (2) (3) (4) (5) (6) (7) (8) (9) (10) (11) (12) (13) (14) (15) (16)
Column Sections
SC 100 20.0 25.5 100 100 6.0 10.0 98.0 12 6.0 436 136 4.13 2.31 87.2 27.2
SC 120 26.2 33.4 120 120 6.5 11.0 98.0 12 6.0 842 255 5.02 2.76 140 42.6
SC 140 33.3 42.4 140 140 7.0 12.0 98.0 12 6.0 1470 438 5.89 3.21 211 62.5
SC 150* 37.1 47.4 152 152 7.9 11.9 98.0 11.7 3.0 1970 700 6.45 3.84 259 91.9
SC 160 41.9 53.4 160 160 8.0 13.0 98.0 15 7.5 2420 695 6.74 3.61 303 86.8
SC 180 50.5 64.4 180 180 8.5 14.0 98.0 15 7.5 3740 1060 7.62 4.05 415 117
SC 200 60.3 76.8 200 200 9.0 15.0 98.0 18 9.0 5530 1530 8.48 4.46 553 153
SC 220 70.4 89.8 220 220 9.5 16.0 98.0 18 9.0 7880 2160 9.35 4.90 716 196
SC 250 85.6 109 250 250 10.0 17.0 98.0 23 11.5 12500 3260 10.7 5.46 997 260
SC 150* (BFB Section) is mainly used for railway electrification.
5A
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:
1989
Table 3.1 ( Concluded )
Designation Mass Sectional Dimensions SectionalProperties
M Area, a
D B t T Flange R R I I r r Z Z
1 2 x y x y x y Slope, α
kg/m cm2 mm mm mm mm deg mm mm cm4 cm4 cm cm cm3 cm3
(1) (2) (3) (4) (5) (6) (7) (8) (9) (10) (11) (12) (13) (14) (15) (16)
Heavy Weight Beams/Columns
HB 150 27.1 34.5 150 150 5.4 9.0 94.0 8.0 4.0 1460 432 6.50 3.54 194 57.6
HB 150* 30.6 39.0 150 150 8.4 9.0 94.0 8.0 4.0 1540 460 6.29 3.44 205 60.2
HB 150* 34.6 44.1 150 150 11.8 9.0 94.0 8.0 4.0 1640 495 6.09 3.35 218 63.2
HB 200 37.3 47.5 200 200 6.1 9.0 94.0 9.0 4.5 3600 967 8.71 4.51 361 96.7
HB 200* 40.0 50.9 200 200 7.8 9.0 94.0 9.0 4.5 3720 995 8.55 4.42 372 98.6
HB 225 43.1 54.9 225 225 6.5 9.1 94.0 10.0 5.0 5300 1350 9.80 4.96 469 120
HB 225* 46.8 59.7 225 225 8.6 9.1 94.0 10.0 5.0 5480 1400 9.58 4.84 487 123
HB 250 51.0 65.0 250 250 6.9 9.7 94.0 10.0 5.0 7740 1960 10.9 5.49 619 156
HB 250* 54.7 69.7 250 250 8.8 9.7 94.0 10.0 5.0 7980 2010 10.7 5.37 639 160
HB 300 58.8 74.8 300 250 7.6 10.6 94.0 11.0 5.5 12600 2200 13.0 5.41 836 175
HB 300* 63.0 80.2 300 250 9.4 10.6 94.0 11.0 5.5 13000 2250 12.7 5.29 863 178
HB 350 67.4 85.9 350 250 8.3 11.6 94.0 12.0 6.0 19200 2450 14.9 5.34 1090 196
HB 350* 72.4 92.2 350 250 10.1 11.6 94.0 12.0 6.0 19800 2510 14.7 5.22 1130 199
HB 400 77.4 98.7 400 250 9.1 12.7 94.0 14.0 7.0 28100 2730 16.9 5.26 1400 218
HB 400* 82.2 105 400 250 10.6 12.7 94.0 14.0 7.0 28800 2780 16.6 5.16 1440 221
HB 450 87.2 111 450 250 9.8 13.7 94.0 15.0 7.5 39200 3000 18.8 5.18 1740 239
HB450* 92.5 118 450 250 11.3 13.7 94.0 15.0 7.5 40300 3050 18.5 5.08 1790 242
NOTE — HB sections are also used as column sections.
*These heavier sections in each size are obtained from the same set of rolls as the lighter sections by spreading of the rolls. The width of flanges of these sections gets increased by
an amount equal to the difference between the thicknesses of the webs. Therefore, while ordering these heavier sections, mass should be mentioned.
6
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1989
SECTION 4 CHANNEL SECTIONS
Table 4.1 Dimensions, Mass and Sectional Properties of Sloping Flange Channels
Designation Mass Sectional Dimensions SectionalProperties
M Area, a
D B t T Flange R R C I I r r Z Z
1 2 y x y x y x y
Slope, α
kg/m cm2 mm mm mm mm deg mm mm mm cm4 cm4 cm cm cm3 cm3
(1) (2) (3) (4) (5) (6) (7) (8) (9) (10) (11) (12) (13) (14) (15) (16) (17)
Medium Weight Channels
MC 75 7.14 9.10 75 40 4.8 7.5 96 8.5 2.4 1.32 78.5 12.9 2.94 1.19 20.9 4.81
MC 100 9.56 12.2 100 50 5.0 7.7 96 9.0 2.4 1.54 192 26.7 3.97 1.48 33.5 7.71
MC 125 13.1 16.7 125 65 5.3 8.2 96 9.5 2.4 1.95 425 61.1 5.05 1.91 68.1 13.4
MC 125* 13.7 17.5 125 66 6.0 8.1 96 9.5 2.4 1.92 435 64.4 4.98 1.92 69.6 13.8
MC 150 16.8 21.3 150 75 5.7 9.0 96 10.0 2.4 2.20 788 103 6.08 2.20 105 19.5
MC 150* 17.7 22.6 150 76 6.5 9.0 96 10.0 2.4 2.17 813 110 6.00 2.20 108 20.2
MC 175 19.6 24.9 175 75 6.0 10.2 96 10.5 3.2 2.19 1240 122 7.04 2.21 141 23.0
MC 175* 22.7 27.6 175 76 7.5 10.2 96 10.5 3.2 2.14 1310 136 6.89 2.22 150 24.5
*The heavier sections in each size intended for use in wagon industry are to be obtained from same set of rolls as the corresponding lightest section in that size group, by raising
the rolls.
6A
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808
:
1989
Table 4.1 ( Concluded )
Designation Mass Sectional Dimensions SectionalProperties
M Area, a
D B t T Flange R R C I I r r Z Z
1 2 y x y x y x y
Slope, α
kg/m cm2 mm mm mm mm deg mm mm mm cm4 cm4 cm cm cm3 cm3
(1) (2) (3) (4) (5) (6) (7) (8) (9) (10) (11) (12) (13) (14) (15) (16) (17)
MC 200 22.3 28.5 200 75 6.2 11.4 96 11.0 3.2 2.20 1830 141 8.02 2.22 181 26.4
MC 200* 24.3 31.0 200 76 7.5 11.4 96 11.0 3.2 2.12 1910 151 7.85 2.21 191 27.5
MC 225 26.1 33.3 225 80 6.5 12.4 96 12.0 3.2 2.31 2710 188 9.02 2.37 241 33.0
MC 225* 30.7 39.0 225 82 9.0 12.4 96 12.0 3.2 2.22 2960 219 8.71 2.37 263 36.0
MC 250 30.6 39.0 250 80 7.2 14.1 96 12.0 3.2 2.30 3880 211 9.92 2.37 307 38.5
MC 250* 34.2 43.5 250 82 9.0 14.1 96 12.0 3.2 2.23 4080 244 9.68 2.37 326 40.9
MC 250* 38.1 48.5 250 83 11.0 14.1 96 12.0 3.2 2.19 4340 268 9.46 2.35 347 43.2
MC 300 36.3 46.3 300 90 7.8 13.6 96 13.0 3.2 2.35 6420 313 11.8 2.60 428 47.1
MC 300* 41.5 52.8 300 92 10.0 13.6 96 13.0 3.2 2.26 6900 345 11.4 2.56 460 49.8
MC 300* 46.2 58.8 300 93 12.0 13.6 96 13.0 3.2 2.22 7 350 375 11.2 2.52 490 52.2
MC 350 42.7 54.4 350 100 8.3 13.5 96 14.0 4.8 2.44 10000 434 13.6 2.82 576 57.3
MC 400 50.1 63.8 400 100 8.8 15.3 96 15.0 4.8 2.42 15200 508 15.4 2.82 760 67.0
*The heavier sections in each size intended for use in wagon industry are to be obtained from same set of rolls as the corresponding lightest section in that size group, by raising
the rolls.
Junior Channels
JC 100 5.80 7.41 100 45 3.0 5.1 91.5 6.0 2.0 1.40 124 14.9 4.09 1.42 24.8 4.80
JC 125 7.90 10.1 125 50 3.0 6.6 91.5 6.0 2.4 1.64 270 25.6 5.18 1.60 43.2 7.60
JC 150 9.90 12.7 150 55 3.6 6.9 91.5 7.0 2.4 1.67 472 37.9 6.10 1.73 62.9 9.90
JC 175 11.2 14.2 175 60 3.6 6.9 91.5 7.0 3.0 1.75 720 50.5 7.11 1.88 82.3 11.9
JC 200 14.0 17.8 200 70 4.1 7.1 91.5 8.0 3.2 1.97 1160 84.2 8.09 2.18 116 16.7
Light Weight Channels
LC 75 5.7 7.26 75 40 3.7 6.0 91.5 6.0 2.0 1.35 66.1 11.5 3.02 1.26 17.6 4.3
LC 100 7.9 10.0 100 50 4.0 6.4 91.5 6.0 2.0 1.62 165 24.8 4.06 1.57 32.9 7.3
LC 125 10.7 13.7 125 65 4.4 6.6 91.5 7.0 2.4 2.04 357 57.2 5.11 2.05 57.1 12.8
LC (P) 125 11.3 14.4 125 65 4.6 7.0 96 7.0 2.4 1.87 371 51.2 5.08 1.89 59.3 11.1
LC 150 14.4 18.4 150 75 4.8 7.8 91.5 8.0 2.4 2.39 699 103 6.16 2.37 93.1 20.2
LC (P) 150 15.6 19.9 150 75 5.0 8.7 96 8.0 2.4 2.24 752 97.2 6.15 2.21 100 18.5
LC 175 17.6 22.4 175 75 5.1 9.5 91.5 8.0 3.2 2.40 1050 126 7.16 2.37 131 24.8
LC 200 20.6 26.3 200 75 5.5 10.8 91.5 8.5 3.2 2.36 1730 147 8.11 2.36 173 28.5
LC (P) 200 21.5 27.4 200 75 5.7 11.4 96 8.5 3.2 2.23 1800 138 8.09 2.24 180 26.2
LC 225 24.0 30.6 225 90 5.8 10.2 96 11.0 3.2 2.47 2560 210 9.14 2.62 227 32.1
LC 250 28.0 35.7 250 100 6.1 10.7 96 11.0 3.2 2.71 3700 299 10.2 2.89 296 41.0
LC 300 33.1 42.2 300 100 6.7 11.6 96 12.0 3.2 2.56 6070 347 12.0 2.87 404 46.6
LC (P) 300 33.1 42.2 300 90 7.0 12.5 96 12.0 3.2 2.32 5930 285 11.9 2.60 395 40.7
LC 350 38.9 49.5 350 100 7.4 12.5 96 13.0 4.8 2.42 9330 396 13.7 2.83 533 52.2
LC 400 45.8 58.3 400 100 8.0 14.0 96 14.0 4.8 2.37 14000 462 15.5 2.81 701 60.5
NOTE — (P) stands for provisional section.
7
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1989
Table 4.2 Dimensions, Mass and Sectional Properties of Parallel Flange Channels
Designation Mass Sectional Dimensions SectionalProperties
M Area, a
D B t T R R C I I r r Z Z
1 2 y x y x y x y
kg/m cm2 mm mm mm mm mm mm mm cm4 cm4 cm cm cm3 cm3
(1) (2) (3) (4) (5) (6) (7) (8) (9) (10) (11) (12) (13) (14) (15) (16)
MCP 75 7.14 9.10 75 40 4.8 7.5 8.5 4.5 1.38 78.9 13.7 2.94 1.23 21.0 5.23
MCP 100 9.56 12.2 100 50 5.0 7.7 9.0 4.5 1.65 194 29.4 3.98 1.55 38.9 8.78
MCP 125 13.1 16.7 125 65 5.3 8.1 9.5 5.0 2.14 321 69.8 4.39 2.04 51.4 16.1
MCP 125* 13.7 17.5 125 66 6.0 8.1 9.5 5.0 2.11 437 74.1 5.00 2.05 69.9 16.5
MCP 150 16.8 21.3 150 75 5.7 9.0 10.0 5.0 2.46 794 120 6.10 2.37 106 23.8
MCP 150* 17.7 22.6 150 76 6.5 9.0 10.0 5.0 2.40 818 128 6.02 2.38 109 24.6
*The heavier sections in each size intended for use in wagon industry are to be obtained from the same set of rolls as the corresponding lightest section in that size group, by
raising the rolls.
7A
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808
:
1989
Table 4.2 ( Concluded )
Designation Mass Sectional Dimensions SectionalProperties
M Area, a
D B t T R R C I I r r Z Z
1 2 y x y x y x y
kg/m cm2 mm mm mm mm mm mm mm cm4 cm4 cm cm cm3 cm3
(1) (2) (3) (4) (5) (6) (7) (8) (9) (10) (11) (12) (13) (14) (15) (16)
MCP 175 19.6 24.9 175 75 6.0 10.2 10.5 6.0 2.39 1240 138 7.06 2.35 142 27.0
MCP 175* 21.7 27.6 175 77 7.5 10.2 10.5 6.0 2.32 1320 155 6.90 2.37 151 28.8
MCP 200 22.3 28.5 200 75 6.2 11.4 11.0 6.0 2.34 1840 156 8.03 2.34 184 30.2
MCP 200* 24.3 31.0 200 76 7.5 11.4 11.0 6.5 2.26 1920 166 7.80 2.31 192 31.1
MCP 225 26.1 33.3 225 80 6.5 12.4 12.0 6.5 2.48 2720 209 9.04 2.50 242 37.9
MCP 225* 30.7 39.0 225 83 9.0 12.4 12.0 7.0 2.37 2970 245 8.70 2.51 269 41.3
MCP 250 30.6 39.0 250 80 7.2 14.1 12.0 7.0 2.44 3840 240 9.90 2.48 307 43.2
MCP 250* 34.2 43.5 250 82 9.0 14.1 12.0 7.0 2.36 4080 268 9.70 2.48 326 44.0
MCP 250* 38.1 48.5 250 84 11.0 14.1 12.0 7.0 2.31 4350 295 9.47 2.47 348 48.4
MCP 300 36.3 46.5 300 90 7.8 13.6 13.0 7.0 2.54 6430 352 11.8 2.76 428 54.5
MCP 300* 41.5 52.8 300 92 10.0 13.6 13.0 7.0 2.42 6920 390 11.4 2.72 461 57.2
MCP 300* 46.2 58.8 300 94 12.0 13.6 13.0 7.0 2.36 7370 424 11.2 2.68 491 60.2
MCP 350 42.7 54.4 350 100 8.3 13.5 14.0 8.0 2.65 10100 497 13.6 3.02 577 67.6
MCP 400 50.1 63.8 400 100 8.8 15.3 15.0 8.0 2.60 15200 572 15.4 2.99 760 77.3
*The heavier sections in each size intended for use in wagon industry are to be obtained from the same set of rolls as the corresponding lightest section in that size group, by
raising the rolls.
8
IS
808
:
1989
SECTION 5 EQUAL LEG ANGLES
Table 5.1 Nominal Dimensions, Mass and Sectional Properties of Indian Standard Equal Leg Angles
Designation Mass Sectional Dimensions SectionalProperties
M area, a
A×B t R R C C I I I (Max) I (Min) r r r (Max) r (Min) Z Z
1 2 x y x y u v x y u v x y
Kg/m Cm2 mm×mm mm mm mm cm cm cm4 cm4 cm4 cm4 cm cm cm cm cm3 cm3
(1) (2) (3) (4) (5) (6) (7) (8) (9) (10) (11) (12) (13) (14) (15) (16) (17) (18) (19)
2020× 3 0.9 1.12 20×20 3.0 4.0
× 4 1.1 1.45 4.0
erauqs
ylbanoser
eb
dluohS
0.59 0.59 0.4 0.4 0.6 0.2 0.58 0.58 0.73 0.37 0.3 0.3
0.63 0.63 0.5 0.5 0.8 0.2 0.58 0.58 0.72 0.37 0.4 0.4
2525× 3 1.1 1.41 25×25 3.0 4.5 0.71 0.71 0.8 0.8 1.2 0.3 0.73 0.73 0.93 0.47 0.4 0.4
× 4 1.4 1.84 4.0 0.75 0.75 1.0 1.0 1.6 0.4 0.73 0.73 0.91 0.47 0.6 0.6
× 5 1.8 2.25 5.0 0.79 0.79 1.2 1.2 1.8 0.5 0.72 0.72 0.91 0.47 0.7 0.7
3030× 3 1.4 1.73 30×30 3.0 5.0 0.83 0.83 1.4 1.4 2.2 0.6 0.89 0.89 1.13 0.57 0.6 0.6
× 4 1.8 2.26 4.0 0.87 0.87 1.8 1.8 2.8 0.7 0.89 0.89 1.12 0.57 0.8 0.8
× 5 2.2 2.77 5.0 0.92 0.92 2.1 2.1 3.4 0.9 0.88 0.88 1.11 0.57 1.0 1.0
3535× 3 1.6 2.03 35×35 3.0 5.0 0.95 0.95 2.3 2.3 3.6 0.9 1.05 1.05 1.33 0.67 0.9 0.9
× 4 2.1 2.66 4.0 1.00 1.00 2.9 2.9 4.7 1.2 1.05 1.05 1.32 0.67 1.2 1.2
× 5 2.6 3.27 5.0 1.04 1.04 3.5 3.5 5.6 1.5 1.04 1.04 1.31 0.67 1.4 1.4
× 6 3.0 3.86 6.0 1.08 1.08 4.1 4.1 6.5 1.7 1.03 1.03 1.29 0.67 1.7 1.7
4040× 3 1.8 2.34 40×40 3.0 5.5 1.08 1.08 3.4 3.4 5.5 1.4 1.21 1.21 1.54 0.77 1.2 1.2
× 4 2.4 3.07 4.0 1.12 1.12 4.5 4.5 7.1 1.8 1.21 1.21 1.53 0.77 1.6 1.6
× 5 3.0 3.78 5.0 1.16 1.16 5.4 5.4 8.6 2.2 1.20 1.20 1.51 0.77 1.9 1.9
× 6 3.5 4.47 6.0 1.20 1.20 6.3 6.3 10.0 2.6 1.19 1.19 1.50 0.77 2.3 2.3
4545× 3 2.1 2.64 45×45 3.0 5.5 1.20 1.20 5.0 5.0 8.0 2.0 1.38 1.38 1.74 0.87 1.5 1.5
× 4 2.7 3.47 4.0 1.25 1.25 6.5 6.5 10.4 2.6 1.37 1.37 1.73 0.87 2.0 2.0
× 5 3.4 4.28 5.0 1.29 1.29 7.9 7.9 12.6 3.2 1.36 1.36 1.72 0.87 2.5 2.5
× 6 4.0 5.07 6.0 1.33 1.33 9.2 9.2 14.6 3.8 1.35 1.35 1.70 0.87 2.9 2.9
∠
∠
∠
∠
∠
∠8A
IS
808
:
1989
Table 5.1 (Continued)
Designation Mass Sectional Dimensions SectionalProperties
M area, a
A×B t R R C C I I I (Max) I (Min) r r r (Max) r (Min) Z Z 1 2 x y x y u v x y u v x y
Kg/m Cm2 mm×mm mm mm mm cm cm cm4 cm4 cm4 cm4 cm cm cm cm cm3 cm3
(1) (2) (3) (4) (5) (6) (7) (8) (9) (10) (11) (12) (13) (14) (15) (16) (17) (18) (19)
5050× 3 2.3 2.95 50×50 3.0 6.0
× 4 3.0 3.88 4.0
× 5 3.8 4.79 5.0
× 6 4.5 5.68 6.0
erauqs
ylbanoser
eb
dluohS
1.32 1.32 6.9 6.9 11.1 2.8 1.53 1.53 1.94 0.97 1.9 1.9
1.37 1.37 9.1 9.1 14.5 3.6 1.53 1.53 1.93 0.97 2.5 2.5
1.41 1.41 11.0 11.0 17.6 4.5 1.52 1.52 1.92 0.97 3.1 3.1
1.45 1.45 12.9 12.9 20.6 5.3 1.51 1.51 1.90 0.96 3.6 3.6
5555× 4 3.3 4.26 55×55 4.0 6.5 1.49 1.49 12.30 12.30 19.59 4.73 1.68 1.68 2.12 1.06 3.00 3.00
× 5 4.1 5.27 5.0 1.53 1.53 14.7 14.7 23.5 5.9 1.67 1.67 2.11 1.06 3.7 3.7
× 6 4.9 6.26 6.0 1.57 1.57 17.3 17.3 27.5 7.0 1.66 1.66 2.10 1.06 4.4 4.4
× 8 6.4 8.18 8.0 1.65 1.65 22.0 22.0 34.9 9.1 1.64 1.64 2.07 1.06 5.7 5.7
6060× 4 3.70 4.71 60×60 4.0 8.0 1.60 1.60 15.8 15.8 25.0 6.58 1.83 1.83 2.30 1.18 3.58 3.58
× 5 4.5 5.75 5.0 6.5 1.65 1.65 19.2 19.2 30.6 7.7 1.82 1.82 2.31 1.16 4.4 4.4
× 6 5.4 6.84 6.0 1.69 1.69 22.6 22.6 36.0 9.1 1.82 1.82 2.29 1.15 5.2 5.2
× 8 7.0 8.96 8.0 1.77 1.77 29.0 29.0 46.0 11.9 1.80 1.80 2.27 1.15 6.8 6.8
6565× 4 4.0 5.04 65×65 4.0 6.5 1.74 1.74 21.70 21.70 34.50 8.00 2.00 2.00 2.52 1.26 4.50 4.50
× 5 4.9 6.25 5.0 1.77 1.77 24.7 24.7 39.4 9.9 1.99 1.99 2.51 1.26 5.2 5.2
× 6 5.8 7.44 6.0 1.81 1.81 29.1 29.1 46.5 11.7 1.98 1.98 2.50 1.26 6.2 6.2
× 8 7.7 9.76 8.0 1.89 1.89 37.4 37.4 59.5 15.3 1.96 1.96 2.47 1.25 8.1 8.1
7070× 5 5.3 6.77 70×70 5.0 7.0 1.89 1.89 31.1 31.1 49.8 12.5 2.15 2.15 2.71 1.36 6.1 6.1
× 6 6.3 8.06 6.0 1.94 1.94 36.8 36.8 58.8 14.8 2.14 2.14 2.70 1.36 7.3 7.3
× 8 8.3 10.6 8.0 2.02 2.02 47.4 47.4 75.5 19.3 2.12 2.12 2.67 1.35 9.5 9.5
×10 10.2 13.0 10.0 2.10 2.10 57.2 57.2 90.7 23.7 2.10 2.10 2.64 1.35 11.7 11.7
7575× 5 5.7 7.27 75×75 5.0 7.0 2.02 2.02 38.7 38.7 61.9 15.5 2.31 2.31 2.92 1.46 7.1 7.1
× 6 6.8 8.66 6.0 2.06 2.06 45.7 45.7 73.1 18.4 2.30 2.30 2.91 1.46 8.4 8.4
× 8 8.9 11.4 8.0 2.14 2.14 59.0 59.0 94 1 24.0 2.28 2.28 2.88 1.45 11.0 11.0
×10 11.0 14.0 10.0 2.22 2.22 71.4 71.4 113 29.4 2.26 2.26 2.84 1.45 13.5 13.5
8080× 6 7.3 9.29 80×80 6.0 8.0 2.18 2.18 56.0 56.0 89.6 22.5 2.46 2.46 3.11 1.56 9.6 9.6
× 8 9.6 12.2 8.0 2.27 2.27 72.5 72.5 116 29.4 2.44 2.44 3.08 1.55 12.6 12.6
×10 11.8 15.0 10.0 2.34 2.34 87.7 87.7 139 36.0 2.41 2.41 3.04 1.55 15.5 15.5
×12 14.0 17.8 12.0 2.42 2.42 102 102 161 42.4 2.39 2.39 3.01 1.54 18.3 18.3
9090× 6 8.2 10.5 90×90 6.0 8.5 2.42 2.42 80.1 80.1 128 32.0 2.77 2.77 3.50 1.75 12.2 12.2
× 8 10.8 13.8 8.0 2.51 2.51 104 104 166 42.0 2.75 2.75 3.47 1.75 16.0 16.0
×10 13.4 17.0 10.0 2.59 2.59 127 127 202 51.6 2.73 2.73 3.44 1.74 19.8 19.8
×12 15.8 20.2 12.0 2.66 2.66 148 148 235 60.9 2.71 2.71 3.41 1.74 23.3 23.3
100100× 6 9.2 11.7 100×100 6.0 8.5 2.67 2.67 111 111 178 44.5 3.09 3.09 3.91 1.95 15.2 15.2
× 8 12.1 15.4 8.0 2.76 2.76 145 145 232 58.4 3.07 3.07 3.88 1.95 20.0 20.0
×10 14.9 19.0 10.0 2.84 2.84 177 177 282 71.8 3.05 3.05 3.85 1.94 24.7 24.7
×12 17.7 22.6 12.0 2.92 2.92 207 207 329 84.7 3.03 3.03 3.82 1.94 29.2 29.2
∠
∠
∠
∠
∠
∠
∠
∠
∠9
IS
808
:
1989
Table 5.1 ( Concluded )
Designation Mass Sectional Dimensions SectionalProperties
M area, a
A×B t R R C C I I I (Max) I (Min) r r r (Max) r (Min) Z Z
1 2 x y x y u v x y u v x y
Kg/m Cm2 mm×mm mm mm mm cm cm cm4 cm4 cm4 cm4 cm cm cm cm cm3 cm3
(1) (2) (3) (4) (5) (6) (7) (8) (9) (10) (11) (12) (13) (14) (15) (16) (17) (18) (19)
110110× 8 13.4 17.1 110×110 8.0 10.0 4.8 3.00 3.00 197 197 313 81.0 3.40 3.40 4.28 2.18 24.6 24.6
×10 16.6 21.1 10.0 3.09 3.09 240 240 381 98.9 3.37 3.37 4.25 2.16 30.4 30.4
×12 19.7 25.1 12.0 3.17 3.17 281 281 446 116 3.35 3.35 4.22 2.15 35.9 35.9
×16 25.7 32.8 16.0 3.32 3.32 357 357 560 150 3.30 3.30 4.15 2.14 46.5 46.5
130130× 8 15.9 20.3 130×130 8.0 10.0 4.8 3.50 3.50 331 331 526 136 4.04 4.04 5.10 2.59 34.9 34.9
×10 19.7 25.1 10.0 3.59 3.59 405 405 640 166 4.02 4.02 5.07 2.57 43.1 43.1
×12 23.5 29.9 12.0 3.67 3.67 476 476 757 196 3.99 3.99 5.03 2.56 51.0 51.0
×16 30.7 39.2 16.0 3.82 3.82 609 609 966 250 3.94 3.94 4.97 2.54 66.3 66.3
150150×10 22.9 29.2 150×150 10.0 12.0 4.8 4.08 4.08 634 634 1010 260 4.66 4.66 5.87 2.98 58.0 58.0
×12 27.3 34.8 12.0 4.16 4.16 746 746 1190 306 4.63 4.63 5.84 2.97 68.8 68.8
×16 35.8 45.6 16.0 4.31 4.31 959 959 1520 395 4.58 4.58 5.77 2.94 89.7 89.7
×20 44.1 56.2 20.0 4.46 4.46 1160 1160 1830 481 4.53 4.53 5.71 2.93 110 110
200200×12 36.9 46.9 200×200 12.0 15.0 4.8 5.39 5.39 1830 1830 2910 747 6.24 6.24 7.87 3.99 125 125
×16 48.5 61.8 16.0 5.56 5.56 2370 2370 3760 968 6.19 6.19 7.80 3.96 164 164
×20 60.0 76.4 20.0 5.71 5.71 2880 2880 4570 1180 6.14 6.14 7.73 3.93 201 201
×25 73.9 94.1 25.0 5.90 5.90 3470 3470 5500 1440 6.07 6.07 7.61 3.91 246 246
∠
∠
∠
∠10
IS
808
:
1989
Table 5.2 Supplementary List of Indian Standard Equal Leg Angles — Nominal Dimensions, Mass and Sectional Properties
Designation Mass Sectional Dimensions SectionalProperties
M Area, a
A×B t R R C C I I I I r r r r Z Z
1 2 x y x y u v x y u v x y
( Max ) ( Min ) ( Max ) ( Min )
Kg/m Cm2 mm×mm mm mm mm cm cm cm4 cm4 cm4 cm4 cm cm cm cm cm3 cm3
(1) (2) (3) (4) (5) (6) (7) (8) (9) (10) (11) (12) (13) (14) (15) (16) (17) (18) (19)
5050× 7 5.15 6.56 50×50 7.0 7.0
× 8 5.82 7.41 8.0
erauqS
ylbanosaer
eb
dluohS
1.49 1.49 14.6 14.6 23.1 6.10 1.49 1.49 1.88 0.96 4.16 4.16
1.52 1.52 16.3 16.3 25.7 6.87 1.48 1.48 1.86 0.96 4.68 4.68
5555×10 7.9 10.0 55×55 10.0 6.5 1.72 1.72 26.3 26.3 41.5 11.2 1.62 1.62 2.03 1.06 7.0 7.0
6060×10 8.6 11.0 60×60 10.0 6.5 1.85 1.85 34.8 34.8 54.9 14.6 1.78 1.78 2.23 1.15 8.4 8.4
6565×10 9.4 12.0 65×65 10.0 6.5 1.97 1.97 45.0 45.0 71.3 18.8 1.94 1.94 2.44 1.25 9.9 9.9
7070× 7 7.38 9.40 70×70 7.0 9.0 1.97 1.97 42.3 42.3 67.1 17.5 2.12 2.12 2.67 1.36 8.41 8.41
100100× 7 10.7 13.7 100×100 7.0 12.0 2.69 2.69 128 128 203 53.1 3.06 3.06 3.86 1.97 17.5 17.5
×15 21.9 27.9 15.0 3.02 3.02 249 249 393 104 2.98 2.98 3.75 1.93 35.6 35.6
120120× 8 14.7 18.7 120×120 8.0 13.0 4.8 3.23 3.23 255 255 405 105 3.69 3.69 4.65 2.37 29.1 29.1
×10 18.2 23.2 10.0 3.31 3.31 313 313 497 129 3.67 3.67 4.63 2.36 36.0 36.0
×12 21.6 27.5 12.0 3.40 3.40 368 368 584 151 3.65 3.65 4.60 2.35 42.7 42.7
×15 26.6 33.9 15.0 3.51 3.51 445 445 705 185 3.62 3.62 4.56 2.33 52.4 52.4
130130× 9 17.9 22.7 130×130 9.0 13.0 4.8 3.55 3.55 368 368 582 151 4.03 4.03 5.09 2.58 39.0 39.0
150150×15 33.8 43.0 150×150 15.0 16.0 4.8 4.25 4.25 898 898 1430 370 4.57 4.57 5.76 2.93 83.5 83.5
×18 40.1 51.0 18.0 4.37 4.37 1050 1050 1670 335 4.54 4.54 5.71 2.92 98.7 98.7
180180×15 40.9 52.1 180×180 15.0 18.0 4.8 4.98 4.98 1590 1590 2520 653 5.52 5.52 5.96 3.54 122 122
×18 48.6 61.9 18.0 5.10 5.10 1870 1870 2960 768 5.49 5.49 6.92 3.52 145 145
×20 53.7 68.3 20.0 5.18 5.18 2040 2040 3240 843 5.47 5.47 6.89 3.51 159 159
200200×24 71.1 90.6 200×200 24.0 18.0 4.8 5.84 5.84 3330 3330 5280 1380 6.06 6.06 7.64 3.90 235 235
∠
∠
∠
∠
∠
∠
∠
∠
∠
∠
∠11
IS
808
:
1989
SECTION 6 UNEQUAL LEG ANGLES
Table 6.1 Nominal Dimensions, Mass and Sectional Properties of Indian Standard Unequal Leg Angles
Designation Mass Sectional Dimensions SectionalProperties
M area, a
A×B t R R C C Tan α I I I I r r r r Z Z 1 2 x y x y u v x y u v x y
(Max) (Min) (Max) (Min)
Kg/m cm2 mm×mm mm mm mm cm cm cm4 cm4 cm4 cm4 cm cm cm cm cm3 cm3
(1) (2) (3) (4) (5) (6) (7) (8) (9) (10) (11) (12) (13) (14) (15) (16) (17) (18) (19) (20)
3020× 3 1.1 1.41 30×20 3.0 4.5
× 4 1.4 1.84 4.0
× 5 1.8 2.25 5.0
erauqs
ylbanosaer
eb
dluohS
0.98 0.49 0.43 1.2 0.4 1.4 0.2 0.92 0.54 0.99 0.41 0.6 0.3
1.02 0.53 0.42 1.5 0.5 1.8 0.3 0.92 054 0.98 0.41 8.0 0.4
1.06 0.57 0.41 1.9 0.6 2.1 0.4 0.91 0.53 0.97 0.41 1.0 0.4
4025× 3 1.5 1.88 40×25 3.0 5.0 1.30 0.57 0.38 3.0 0.9 3.3 0.5 1.25 0.68 1.33 0.52 1.1 0.5
× 4 1.9 2.46 4.0 1.35 0.62 0.38 3.8 1.1 4.3 0.7 1.25 0.68 1.32 0.52 1.4 0.6
× 5 2.4 3.02 5.0 1.39 0.66 0.37 4.6 1.4 5.1 0.8 1.24 0.67 1.31 0.52 1.8 0.7
× 6 2.8 3.56 6.0 1.43 0.69 0.37 5.4 1.6 5.9 1.0 1.23 0.66 1.29 0.52 2.1 0.9
4530× 3 1.7 2.18 45×30 3.0 5.0 1.42 0.69 0.44 4.4 1.5 5.0 0.9 1.42 0.84 1.52 0.63 1.4 0.7
× 4 2.2 2.86 4.0 1.47 0.73 0.43 5.7 2.0 6.5 1.1 1.41 0.84 1.51 0.63 1.9 0.9
× 5 2.8 3.52 5.0 1.51 0.77 0.43 6.9 2.4 7.9 1.4 1.40 0.83 1.50 0.63 2.3 1.1
× 6 3.3 4.16 6.0 1.55 0.81 0.42 8.0 2.8 9.2 1.7 1.39 0.82 1.49 0.63 2.7 1.3
5030× 3 1.8 2.34 50×30 3.0 5.5 1.63 0.66 0.36 5.9 1.6 6.5 1.0 1.59 0.83 1.67 0.65 1.7 0.7
× 4 2.4 3.07 4.0 1.68 0.70 0.36 7.7 2.1 8.5 1.2 1.58 0.82 1.66 0.63 2.3 0.9
× 5 3.0 3.78 5.0 1.72 0.74 0.35 9.3 2.5 10.3 1.5 1.57 0.81 1.65 0.63 2.8 1.1
× 6 3.5 4.47 6.0 1.76 0.78 0.35 10.9 2.9 11.9 1.8 1.56 0.80 1.64 0.63 3.4 1.3
6040× 5 3.7 4.76 60×40 5.0 6.0 1.95 0.96 0.44 16.9 6.0 19.5 3.4 1.89 1.12 2.02 0.85 4.2 2.0
× 6 4.4 5.65 6.0 1.99 1.00 0.43 19.9 7.0 22.3 4.0 1.88 1.11 2.01 0.85 5.0 2.3
× 8 5.8 7.37 8.0 2.07 1.08 0.42 25.4 8.8 29.0 5.2 1.86 1.10 1.98 0.84 6.5 3.0
∠
∠
∠
∠
∠11A
IS
808
:
1989
Table 6.1 ( Continued )
Designation Mass Sectional Dimensions SectionalProperties
M area, a A×B t R R C C Tan α I I I I r r r r Z Z
1 2 x y x y u v x y u v x y
( Max ) ( Min ) ( Max ) ( Min )
Kg/m cm2 mm×mm mm mm mm cm cm cm4 cm4 cm4 cm4 cm cm cm cm cm3 cm3
(1) (2) (3) (4) (5) (6) (7) (8) (9) (10) (11) (12) (13) (14) (15) (16) (17) (18) (19) (20)
6545× 5 4.1 5.26 65×45 5.0 6.0
× 6 4.9 6.25 6.0
× 8 6.4 8.17 8.0
erauqs
ylbanosaer
eb
dluohS
2.07 1.08 0.47 22.1 8.6 25.9 4.8 2.05 1.28 2.22 0.96 5.0 2.5
2.11 1.12 0.47 26.0 10.1 30.4 5.7 2.04 1.27 2.21 0.95 5.9 3.0
2.19 1.20 0.46 33.2 12.8 38.7 7.4 2.02 1.25 2.18 0.95 7.7 3.9
7045× 5 4.3 5.52 70×45 5.0 6.5 2.27 1.04 0.41 27.2 8.8 30.9 5.1 2.22 1.26 2.36 0.96 5.7 2.5
× 6 5.2 6.56 6.0 2.32 1.09 0.41 32.0 10.3 36.3 6.0 2.21 1.25 2.35 0.96 6.8 3.0
× 8 6.7 8.58 8.0 2.40 1.16 0.40 41.0 13.1 46.3 7.8 2.19 1.24 2.32 0.95 8.9 3.9
×10 8.3 10.5 10.0 2.48 1.24 0.39 49.3 15.6 55.4 9.5 2.16 1.22 2.29 0.95 10.9 4.8
7550× 5 4.7 6.02 75×50 5.0 6.5 2.39 1.16 0.44 34.1 12.2 39.4 6.9 2.38 1.42 2.56 1.07 6.7 3.2
× 6 5.6 7.16 6.0 2.44 1.20 0.44 40.3 14.3 46.4 8.2 2.37 1.41 2.55 1.07 8.0 3.8
× 8 7.4 9.38 8.0 2.52 1.28 0.42 51.8 18.3 59.4 10.6 2.85 1.40 2.52 1.06 10.4 4.9
×10 9.0 11.5 10.0 2.60 1.36 0.42 62.2 21.8 71.2 12.9 2.33 1.38 2.49 1.06 12.7 6.0
8050× 5 4.9 6.27 80×50 5.0 7.0 2.60 1.12 0.39 40.6 12.3 45.7 7.2 2.55 1.40 2.70 1.07 7.5 3.2
× 6 5.9 7.46 6.0 2.64 1.16 0.39 48.0 14.4 53.9 8.5 2.54 1.39 2.69 1.07 9.0 3.8
× 8 7.7 9.78 8.0 2.73 1.24 0.38 61.9 18.5 69.3 11.0 2.52 1.37 2.66 1.06 11.7 4.9
×10 9.4 12.0 10.0 2.81 1.32 0.38 74.7 22.1 83.3 13.5 2.49 1.36 2.63 1.06 14.4 6.0
9060× 6 6.8 8.65 90×60 6.0 7.5 2.87 1.39 0.44 70.6 25.2 81.5 14.3 2.86 1.71 3.07 1.28 11.5 5.5
× 8 8.9 11.4 8.0 2.96 1.48 0.44 91.5 32.4 105 18.6 2.84 1.69 3.04 1.28 15.1 7.2
×10 11.0 14.0 10.0 3.04 1.55 0.43 111 39.1 127 22.8 2.81 1.67 3.01 1.27 18.6 8.8
×12 13.0 16.6 12.0 3.12 1.63 0.42 129 45.2 148 26.8 2.79 1.65 2.98 1.27 22.0 10.3
10065× 6 7.5 9.55 100×65 6.0 8.0 3.19 1.47 0.42 96.7 32.4 111 18.6 3.18 1.84 3.40 1.39 14.2 6.4
× 8 9.9 12.6 8.0 3.28 1.55 0.42 126 41.9 144 24.2 3.16 1.83 3.38 1.39 18.7 8.5
×10 12.2 15.5 10.0 3.37 1.63 0.41 153 50.7 174 29.7 3.14 1.81 3.35 1.38 23.1 10.4
10075× 6 8.0 10.1 100×75 6.0 8.5 3.01 1.78 0.55 101 48.7 124 25.6 3.15 2.19 3.50 1.59 14.4 8.5
× 8 10.5 13.4 8.0 3.10 1.87 0.55 132 63.3 161 33.6 3.14 2.18 3.48 1.59 19.1 11.2
×10 13.0 16.5 10.0 3.19 1.95 0.55 160 76.9 196 41.2 3.12 2.16 3.45 1.58 23.6 13.0
×12 15.4 19.6 12.0 3.27 2.03 0.54 188 89.5 228 48.6 3.10 2.14 3.42 1.58 27.9 16.3
12575× 6 9.2 11.7 125×75 6.0 9.0 4.05 1.59 0.37 188 51.6 209 30.5 4.01 2.10 4.23 1.62 22.2 8.7
× 8 12.1 15.4 8.0 4.15 1.68 0.36 246 67.2 273 40.0 4.00 2.09 4.21 1.61 29.4 11.5
×10 14.9 19.0 10.0 4.24 1.76 0.36 300 81.6 333 49.1 3.97 2.07 4.18 1.61 36.5 14.2
∠
∠
∠
∠
∠
∠
∠
∠12
IS
808
:
1989
Table 6.1 ( Concluded )
Designation Mass Sectional Dimensions SectionalProperties
M area, a
A×B t R R C C Tan α I I I I r r r r Z Z
1 2 x y x y u v x y u v x y
( Max ) ( Min ) ( Max ) ( Min )
Kg/m cm2 mm×mm mm mm mm cm cm cm4 cm4 cm4 cm4 cm cm cm cm cm3 cm3
(1) (2) (3) (4) (5) (6) (7) (8) (9) (10) (11) (12) (13) (14) (15) (16) (17) (18) (19) (20)
12595× 6 10.1 12.9 125×95 6.0 9.0 4.8 3.72 2.24 0.57 205 103 254 55.1 3.99 2.83 4.43 2.07 23.4 14.3
× 8 13.4 17.0 8.0 3.80 2.32 0.57 268 135 331 71.7 3.97 2.81 4.41 2.05 30.9 18.8
×10 16.5 21.1 10.0 3.89 2.40 0.56 328 164 404 87.6 3.95 2.79 4.38 2.04 38.1 23.1
×12 19.7 25.0 12.0 3.97 2.48 0.56 385 192 474 103 3.92 2.77 4.35 2.03 45.1 27.3
15075× 8 13.7 17.5 150×75 8.0 10.0 4.8 5.24 1.54 0.26 410 71.1 436 45.7 4.88 2.02 4.99 1.62 42.0 11.9
×10 17.0 21.6 10.0 5.33 1.62 0.28 502 86.3 533 55.7 4.82 2.00 4.96 1.61 51.9 14.7
×12 20.2 25.7 12.0 5.42 1.70 0.26 590 100 625 66.4 4.79 1.98 4.93 1.60 61.6 17.3
150115× 8 16.3 20.7 150×115 8.0 11.0 4.8 4.48 2.76 0.58 474 244 590 129 4.78 3.45 5.33 2.50 45.1 28.0
×10 20.1 25.7 10.0 4.57 2.84 0.58 582 299 723 158 4.76 3.41 5.31 2.48 55.8 34.5
×12 24.0 30.5 12.0 4.65 2.92 0.57 685 351 849 186 4.74 3.39 5.28 2.47 66.2 40.8
×16 31.4 40.0 16.0 4.81 3.07 0.57 878 447 1090 239 4.69 3.34 5.21 2.44 86.2 53.0
200100× 10 22.9 29.2 200×100 10.0 12.0 4.8 6.98 2.03 0.27 1230 215 1300 138 6.48 2.71 6.68 2.17 94.3 26.9
× 12 27.3 34.8 12.0 7.07 2.11 0.26 1450 251 1540 162 6.46 2.69 6.65 2.16 112 31.9
× 16 35.8 45.7 16.0 7.23 2.27 0.26 1870 320 1980 208 6.40 2.66 6.59 2.13 147 41.3
200150×10 26.9 34.3 200×150 10.0 13.5 4.8 6.02 3.55 0.56 1410 689 1730 368 6.41 4.48 7.10 3.28 101 60.2
×12 32.1 40.9 12.0 6.11 3.63 0.55 1670 812 2040 434 6.39 4.46 7.07 3.26 120 71.4
×16 42.2 53.7 16.0 6.27 3.79 0.55 2150 1040 2640 561 6.33 4.41 7.01 3.23 157 93.2
×20 52.0 66.3 20.0 6.42 3.94 0.55 2620 1260 3180 683 6.28 4.36 6.94 3.21 193 114
∠
∠
∠
∠
∠13
IS
808
:
1989
Table 6.2 Supplementary List of Indian Standard Unequal Leg Angles — Nominal Dimensions, Mass and Sectional Properties
Designation Mass Sectional Dimensions SectionalProperties
M Area, a
A×B t R R C C Tan α I I I I r r r r Z Z
1 2 x y x y u v x y u v x y
(Max) (Min) (Max) (Min)
Kg/m cm2 mm×mm mm mm mm cm cm cm4 cm4 cm4 cm4 cm cm cm cm cm3 cm3
(1) (2) (3) (4) (5) (6) (7) (8) (9) (10) (11) (12) (13) (14) (15) (16) (17) (18) (19) (20)
4020× 3 1.36 1.73 40×20 3.0 4.0
× 4 1.77 2.26 4.0
× 5 2.17 2.77 5.0
erauqs
ylbanosaer
eb
dluohS
1.42 0.44 0.257 2.80 0.47 2.96 0.31 1.27 0.52 1.31 0.42 1.09 0.30
1.47 0.48 0.252 3.59 0.60 3.80 0.39 1.26 0.51 1.30 0.42 1.42 0.39
1.51 0.52 0.245 4.32 0.71 4.55 0.48 1.25 0.51 1.28 0.42 1.73 0.48
6030× 5 3.37 4.29 60×30 5.0 6.0 2.15 0.68 0.256 15.6 2.60 16.5 1.69 1.90 0.78 1.96 0.63 4.04 1.12
× 6 3.99 5.08 6.0 2.20 0.72 0.252 18.2 3.02 19.2 1.99 1.89 0.77 1.95 0.63 4.78 1.32
6040× 7 5.14 6.55 60×40 7.0 6.0 2.04 1.05 0.427 22.9 8.07 26.3 4.75 1.87 1.11 2.00 0.85 5.79 2.74
6550× 5 4.35 5.54 65×50 5.0 6.0 1.99 1.25 0.577 23.2 11.9 28.8 6.32 2.05 1.47 2.28 1.07 5.14 2.19
× 6 5.16 6.58 6.0 2.04 1.29 0.575 27.2 14.0 33.8 7.43 2.03 1.46 2.27 1.06 6.10 3.77
× 7 5.96 7.60 7.0 2.08 1.33 0.572 31.1 15.9 38.5 8.51 2.02 1.45 2.25 1.06 7.03 4.34
× 8 6.75 8.60 8.0 2.11 1.37 0.569 4.8 17.7 43.0 9.57 2.01 1.44 2.23 1.05 7.93 4.85
7050× 5 4.54 5.79 70×50 5.0 6.0 2.20 1.21 0.499 28.5 12.2 33.9 6.76 2.22 1.45 2.42 1.08 5.90 3.21
× 6 5.40 6.88 6.0 2.24 1.25 0.497 33.5 14.3 39.9 7.94 2.21 1.44 2.41 1.07 7.04 3.01
× 7 6.24 7.95 7.0 2.28 1.29 0.495 38.3 16.2 45.5 9.10 2.20 1.43 2.39 1.07 8.12 4.28
× 8 7.06 9.00 8.0 2.32 1.33 0.491 42.9 18.1 50.8 10.2 2.18 1.42 2.38 1.07 9.17 4.93
7550× 7 6.53 8.31 75×50 7.0 7.0 2.48 1.25 0.433 46.4 16.5 53.3 9.57 2.36 1.41 2.53 1.07 9.24 4.39
8040× 5 4.56 5.80 80×40 5.0 7.0 2.81 0.84 0.360 38.2 6.49 40.5 4.19 2.56 1.06 2.64 0.85 7.35 2.06
× 6 5.41 6.89 6.0 2.85 0.88 0.258 44.9 7.59 47.6 4.92 2.55 1.05 2.63 0.85 8.73 2.44
× 7 6.25 7.96 7.0 2.90 0.92 0.256 51.4 8.63 54.4 5.64 2.54 1.04 2.61 0.84 10.1 2.81
× 8 7.07 9.01 8.0 2.94 0.96 0.253 57.6 9.61 60.9 6.33 2.53 1.03 2.60 0.84 11.4 3.15
8060× 6 6.37 8.11 80×60 6.0 8.0 2.47 1.48 0.547 51.4 24.8 62.8 13.4 2.52 1.75 2.78 1.29 9.29 5.49
× 7 7.36 9.38 7.0 2.51 1.52 0.546 59.0 28.4 72.0 15.4 2.51 1.74 2.77 1.28 10.7 6.34
× 8 8.34 10.6 8.0 2.55 1.56 0.544 66.3 31.8 80.8 17.3 2.50 1.73 2.76 1.28 12.2 7.16
9065× 6 7.07 9.01 90×65 6.0 8.0 2.79 1.56 0.510 73.4 32.3 87.9 17.8 2.85 1.89 3.12 1.41 11.8 6.53
× 7 8.19 10.4 7.0 2.83 1.60 0.509 84.3 37.0 101 20.4 2.84 1.88 3.11 1.40 13.7 7.55
× 8 9.29 11.8 8.0 2.88 1.64 0.507 94.9 41.5 113 23.0 2.83 1.87 3.10 1.39 15.5 8.54
×10 11.4 14.6 10.0 2.96 1.72 0.503 115 49.9 137 27.9 2.81 1.85 3.07 1.38 19.0 10.4
10050× 6 6.85 8.73 100×50 6.0 9.0 3.49 1.04 0.260 89.7 15.3 95.1 9.85 3.21 1.32 3.30 1.06 13.8 3.88
× 7 7.93 10.1 7.0 3.54 1.08 0.259 103 17.4 109 11.3 3.20 1.31 3.29 1.06 16.0 4.44
× 8 8.99 11.4 8.0 3.59 1.12 0.257 116 19.5 123 12.7 3.18 1.31 3.28 1.05 18.1 5.03
×10 11.1 14.1 10.0 3.67 1.20 0.253 141 23.4 149 15.4 3.16 1.29 3.25 1.05 22.2 6.17
10065× 7 8.77 11.2 100×65 7.0 10 3.23 1.51 0.415 113 37.6 128 22.0 3.17 1.83 3.39 1.40 16.6 7.53
12080× 8 12.2 15.5 120×80 8.0 11 3.83 1.87 0.437 226 80.8 260 46.6 3.82 2.28 4.10 1.73 27.6 13.2
×10 15.0 19.1 10.0 3.92 1.95 0.435 276 98.1 317 56.8 3.80 2.26 4.07 1.72 34.1 16.2
×12 17.8 22.7 12.0 4.00 2.03 0.432 323 114 371 66.6 3.77 2.24 4.04 1.71 40.4 19.1
12575×12 17.8 22.7 125×75 12.0 11 4.31 1.84 0.353 354 95.5 391 58.8 3.95 2.05 4.15 1.61 43.2 16.9
∠
∠
∠
∠
∠
∠
∠
∠
∠
∠
∠
∠
∠13A
IS
808
:
1989
Table 6.2 ( Concluded )
Designation Mass Sectional Dimensions SectionalProperties
M Area, a
A×B t R R C C Tan α I I I I r r r r Z Z
1 2 x y x y u v x y u v x y
( Max ) ( Min ) ( Max ) ( Min )
Kg/m cm2 mm×mm mm mm mm cm cm cm4 cm4 cm4 cm4 cm cm cm cm cm3 cm3
(1) (2) (3) (4) (5) (6) (7) (8) (9) (10) (11) (12) (13) (14) (15) (16) (17) (18) (19) (20)
13565× 8 11.8 15.1 135×65 8.0 11 4.8 4.56 1.37 0.261 263 44.8 278 28.9 4.17 1.72 4.30 1.38 31.1 8.72
×10 14.6 18.6 10.0 4.65 1.45 0.258 320 54.2 339 35.2 4.15 1.71 4.27 1.37 38.4 10.7
×12 17.3 22.1 12.0 4.74 1.53 0.255 375 63.0 397 41.2 4.12 1.69 4.24 1.57 45.4 12.7
15075× 9 15.4 19.6 150×75 9.0 11 4.8 5.27 1.57 0.264 456 78.3 484 50.0 4.83 2.00 4.98 1.60 46.9 13.2
×15 24.8 31.5 15.0 5.53 1.81 0.254 713 120 754 78.8 4.75 1.94 4.88 1.58 75.3 21.0
15090×10 18.2 23.3 150×90 10.0 12 4.8 5.00 2.04 0.360 533 146 591 88.3 4.80 2.51 5.05 1.95 53.3 21.0
×12 21.6 27.5 12.0 5.08 2.12 0.358 627 171 694 104 4.77 2.49 5.02 1.94 63.3 24.8
×15 26.6 33.9 15.0 5.21 2.23 0.354 761 205 841 126 4.74 2.46 4.98 1.93 77.7 30.4
200100×15 33.7 43.0 200×100 15.0 15 4.8 7.16 2.22 0.259 1760 299 1860 194 6.40 2.64 6.58 2.13 137 38.4
200150×15 39.6 50.5 200×150 15.0 15 4.8 6.21 3.73 0.550 2020 979 2480 527 6.33 4.40 7.00 3.23 147 86.9
×18 47.1 60.0 18.0 6.33 3.85 0.548 2380 1150 2900 620 6.29 4.37 6.95 3.21 174 103
∠
∠
∠
∠
∠Bureau of Indian Standards
BIS is a statutory institution established under the Bureau of Indian Standards Act, 1986 to promote
harmonious development of the activities of standardization, marking and quality certification of goods and
attending to connected matters in the country.
Copyright
BIS has the copyright of all its publications. No part of these publications may be reproduced in any form
without the prior permission in writing of BIS. This does not preclude the free use, in the course of
implementing the standard, of necessary details, such as symbols and sizes, type or grade designations.
Enquiries relating to copyright be addressed to the Director (Publications), BIS.
Review of Indian Standards
Amendments are issued to standards as the need arises on the basis of comments. Standards are also
reviewed periodically; a standard along with amendments is reaffirmed when such review indicates that no
changes are needed; if the review indicates that changes are needed, it is taken up for revision. Users of
Indian Standards should ascertain that they are in possession of the latest amendments or edition by
referring to the latest issue of ‘BIS Catalogue’ and ‘Standards:Monthly Additions’.
This Indian Standard has been developed from Doc:No. SMDC 6 ( 3156 ) and amended by CED 8
Amendments Issued Since Publication
Amend No. Date of Issue
Amd. No. 1 July 1992
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|
6598.pdf
|
IS: 6598 - 1972
hdiarz Starldard
SPECIFICATION FOR CELLULAR
CONCRETE FOR THERMAL INSULATION
Thermal Insulation Materials Sectional Committee, CDC 37
Chairman Refiresen ting
SHJII T. D. BANSAL National Physical Laboratorv ( CSIR ), New Delhi
Members
Srrnr M. BALI SIJBRAMANIAX BASF India Ltd, Bombay
DR B. K. BANLRJEE Fertilizer Corporation of India Ltd, New Delhi
DR H. C. ROY ( Alternate )
SHRI M. B. L. BHATNA~AR Insulation Manufacturers’, Distributors’ and
Contractprg’ Association Ltd, Bqmbay
SHRIA. K. CHATTERJI Cen~o~rk~lldmg Research Institute ( CSIR ),
DR K. R. RAO (Alternate)
CHEWIST 6r METALLURQIST--I I, Railway Board ( Ministry of Railways )
RDSO, LUCXNOW
sHR1 hf. H. GAJBNDRADKAR Hindustan Steel Ltd, Ranchi
S~lrr S. K. MUKHERXEE ( Altematc)
SHRI G. K. KABRA Hydcrabad Allwyn Metal Works Ltd, Hyderabad
SHRIS. R. KHAXNA . Directorate General of Technical Development,
New Delhi
SERI R. ~PARIESRIT ( Alkmutc )
SHRI M. G. KUTTY Hindustan Shipyard Ltd, Visakhapatnam
SHRI Ii. B. MISTRY ( Alternate)
SRRI S. K. NAYAX Indian Oil Corporation Ltd ( Refineries and Pipe-
line Division ), New Delhi
SHRI J. D. CHOUDHURY (Alternate)
SHRI R. P. PIJNJ Punj Sons Private Ltd, New Delhi
SHRI Y. P. PUNJ (Alternate)
DR B. C. RAYCRAUDHURI Central Mechanical Engineering Research Institute
( CSIR), Durgapur
SRRI S. B. SARIKAR Ministry of Petroleum and Chemicals & Mines and
Metals, New Delhi
c
SHRI N. R. SAWBNEP National Insulation Manufacturers’ Association,
New Delhi
SHRI B.L. SEN Indian Oxygen Ltd, Calcutta
S~nr D. S. MADAN ( Alternate)
DR S. P. SIJXHATYE Indian Institute of Technology, Bombay
SHRI V. A. SURA Newkem Products Corporation, Bombay
SRRI P. K. AYIN (Alternate )
( Continued on page 2 )
BUREAU OF INDIAN STANDARDS
MANAK BHAVAN, 9 BAHADUR SHAH ZAFAR MARG
NEW DELHI 110002IS : 6598 - 1972
.We:nbcrs Representing
I>R A. VASrTnEV Fibreglass Pilkington Ltd, Bombay
SHRI 11. sH.4RIB ( ~~ker,LCt~ )
SRRI D. Das GUPTA, Director Gmrral, BIS( I%oficio Membw )
Dirrctor ( Chem )
SHRX P. S. ARORA
.4ssistant Director ( Chem ), BIS
Par+ For Cast and Moulded Thermal Insulation Products, CDC 37 : P4
convener
SRRI N, K. D. CIIOTJDITURY Central Building Research Institute ( CSIR ),
Roorkee
Members
SHRI B. CHATTERJEE Fertilizer Corporation of India Ltd, New Delhi
DR H. C. ROY ( Alternntt )
SHRI C. L. KASLIWAL Hindustan Housing Factory Ltd, New Delhi
SRKT v. A. St-R.4 ~ Ncwkcm Products Corporation, Bombay
LIS : 65%. 1972
Inditin Standard
SPECIFICATION FOR CELLULAR
CONCRETE FOR THERMAL INSULATION
0. FOREWORD
0.1 This Indian Standard was adopted by the Indian Standards Institution
on 30 June 1972, after the draft finalized by the Thermal Insulation
Materials Sectional Committee had been approved by the Chemical
Division Council.
0.2 Cellular concrete is a versatile thermal insulation material on account
of its light weight and high thermal insulation. Its versatility is due to
its resistance to sulphate action, resistance to alternate cooling and thawing
( when high pressure steam cured ) and due to its resistance to penetration
of water.
0.3 When cast in-situ, it can be applied over flat roofs as thermal insula-
tion material.
0.4 For the purpose of deciding whether a particular requirement of this
standard is complied with, the final value, observed or calculated, express-
ing the result of a test or analysis, shall be rounded off in accordance
with IS : 2-1960*. The number of significant places retained in the
rounded off value should be the same as that of the specified value in this
standard.
1. SCOPE
1.1 This standard prescribes the requirements and the methods of samp-
. ^ _. _
ling and test for cellular concrete for thermal insulation.
2. TYPES AND GRADES
2.1 Types - There shall be two types of the ~material depending on the
manner of manufacture, namely:
Type I - High pressure steam cured ( autoclaved j material in the
form of precast blocks.
3IS: 6598 - 1972
T_V/JC2 --- Materials cured under natural conditions i that is, under
ambient pressure and temperature ) by water. The material
may be either cast itz-&N or may be in the form of precast
blocks.
2.2 Grades - Each of these two types of the material shall have three
grades, namely:
Grade A - Light weight cellular concrete;
Grade B - Medium weight cellular concrete; and
Grade C - Heavy weight cellular concrete.
3. MATERIALS
3.1 Aggregate - A variety of silicious fines, such as ground quartz, sand,
shale, fly ash and granulated slag may be used in the manufacture of
cellular concrete.
3.2 Binders - Portland cement conforming to IS : !?69-1967* or lime shall
be used.
3.3 Gassing Agents - Organic foaming agents based on resin soap, glue,
surface active agents, or fine aluminium powder, zinc, dust, calcium
carbide, calcium hypochlorite, etc, may be used for gassing the concrete.
3.4 Water - The water used fqr making the concrete shall be clean and
free from any matter injurious to the durability of cellular concrete.
4. REQUIREMENTS.
4.1 Description - Cellular concrete is a light weight concrete formed
by producing gas or air bubbles in a cement slurry or a cement-sand
slurry.
4.2 Density - The ayerage bulk density of the three grades of the mate-
rial shall be as given below when tested in accordance with the method
prescribed in 4 of IS : 5658-1970~: L
Grade Density
;I Up ~10 300 kg/m3
u 30 1 -to 400 kg/m3
C 401 to 500 kg/m3
‘Specification for ordinary, rapid-hardening and low heat Portland cement ( second
rrvirion ) .
fMethod of test for preformed block-type and pipe covrriug-type thermal insulation.
4IS : 6598 - 19’12
4.3 Crushing Strength - The crushing strength of dry cellular concrete
shall be as given below when tested in accordance with the method as
prescribed in 6 of IS : 5688-1970*:
Grade Strength, kg/&
p.-.----h-_--~
Type f Type 2
7.0 4.5
; 6.0
C 2 9.0
4.4 Capil!ary Absorption- The capillary absorption shall not exceed
20 percent in case of Type 1 cellular concrete when tested in accordance
with the method prescribed in Appendix A.
4.5 Thermal Conductivity -The thermal conductivity of the material
shall be as given below when determined in accordance with the method
prescribed in IS : 3346-19664:
Grade Thermal Conductivity in mWlcm deg
at 50°C Mean Temperature, Max
A 0.7
B 0.85
C 1.0
4.6 Dimensions - The dimensions of the Type 1 and Type 2 precast
cellular concrete blocks shall be either 50 or 60 cm in length; 20, 25 or 30
cm in width; and 7.5, 10, 15, 25 or 40 cm in thickness.
4.6.1 A tolerance of f 3 percent shall be allowed on width and height
and f 1 percent on thickness.
5. MARKING
5.1 Each block shall be marked with the manufacturer’s identification
mark or initials and the type and grade of the material.
5.1.1 Each block may also be marked with the Standard Mark,.
NOTE - The use of the Standard Mark is governed by the provisions of the
Bureau of Indian Standards Act, 1986 and the Rules and Regulations made there.
under. The Standard Mark ou products covered by an Indian Standard conveys
the assurance that they have been produced to comply with the requirements of that c
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.
*Methods of test for preformed block-type and pipe-covering type thermal insulation.
thlethod for the determination of thermal conductivity of thermal insulation materials
t\\n slat), guarded hoc-lWe method ).
5IS : 6598 - 1972
6. SAMPLING
6.1 -l‘he method of sampling shall be as prescribed in Appendix B.
-APPENDIX A
( Clause4 .4 )
CAPILLARY ABSORPTION TEST
A-I. TEST SPECIMENS
A-I.1 Three test specimens 4 x 4 cm base and 16 cm height shall be
prepared.
A-2. PROCEDURE
A-2.1 Dry the specimens in an oven at 105 f 5°C and weigh them. Place
them on their bases in a water-bath with the water level 1 cm above the
base of the specimen. The specimen shall be weighed a few times during
the test. Allow them to stand for 48 hours in the water and determine
their masses.
A-3. CALCULATION
Capillary absorption, percent by mass = G x 100
where
w = increase in mass in g of the specimen, and
W = mass in goof the specimen after drying.
APPENDIX B
( Clause 6.1 )
SAMPLING OF CELLULAR CONCRETE BLOCKS
B-l. LOT
B-l.1 In a consignment, cellular concrete of the same type and grade and
manufactured approximately in the same period shall be grouped to form
a lot. If it is in the form of blocks, a lot shall be mnrle up ol’ Ilot more
6IS : 65YS - 1972
than 1 000 blocks. If the material is in-sib, not --more than 10 tonnes of
material shall constitute a lot. If the material is transported in lorries
and received as such, the material in a lorry ( or vehicle ) load may
conveniently be termed as a lot.
B-2. SCALE OF SAMPLING
B-2.1 Each lot shall be tested for all the requirements of this specification.
B-2.2 If the material is received in bulk, samples shall be drawn from
different portions so as to be representative of the lot. It is recommended
that at least 20 increments, peach weighing about 1 kg be taken from the
bulk and kept for conducting various tests.
B-2.3 If the lot is made up of precast blocks, the number of blocks to be
sampled depends upon the size of the lot and shall be in accordance with
co1 1 and 2 of Table l.
B-2.3.1 The sample blocks shall be selected at random with the help
of random number ,tables. For guidance IS : 4905-1968* may be referred.
TABLE 1 SCALE OF SAMPLING FOR CELLULAR CONCRETE BLOdKS
( Clause B-2.3 )
IdOT SIZP: SAMPLE SIZE PERMISSIBLE No. OF
( &JOCKS TO BE DEFECTIVES ( VISUAL AND
SAMPLED ) DI~IENSIONAL REQUIREMENTS )
N n a
(1) (2) (3)
up to 100 5 0
101 to 300 8 0
301 ), 500 13 0
501 )) 1 000 20 1
B-3. NUMBER OF TESTS AND CRITERIA FOR CONFORMITY
B-3.1 Visual and Dimensional Requirements - In respect of visual
and dimensional characteristics ( 4.6 ), the sample blocks selected accord-
ing to B-2 shall be examined. The lot shall be accepted only if the
number of defective blocks in the sample does not exceed the permissible
number (a) given in co1 3 of Table 1.
B-3.2 Preparation of Samples for Other Tests - In case of the
material in bulk form, the increments shall be grouped into four portions
______
‘Mcthodr for random sampling.
7IS : 6598 - 1972
and the material in each portion shall be combined thoroughly to pi\;c a
test sample. There will thus be four test samples to be used for different
tests. In the case of precast blocks four test samples shall be prepared
from the sample blocks selected under B-2.
B-3.3 Density and Crushing Strength - Four tests shall be con&cted
for each of the two characteristics on test samples or blocks mentioned
in B-3.2. No failure shall occur if the lot is to be accepted.
B-3.4 Thermal Conductivity - One test shall be conducted for this
characteristics on test samples prepared under B-3.2. The test shall not
fail for acceptance of the lot.
B-3.5 Capillary Absorption - One test shall be conducted on any one
of the test samples and the lot shall be accepted if the test result complies
with the requirement in 4.4.
8AMENDMENTN O. 1 AUGUST1 981
TO
IS:6598-1972S PECIFICATIOFNOR CELLULAR
CONCRETE FOR THERMAL INSULATION
Alterations
-B-m--
(Page 4, clause 4.2) - Substitute the following
for the existing clause:
'4.2 Density - The average bulk density of the three
gradeso?the material shall be as given below when
tested in accordance with the method prescribed in 4
of Is:5688-lg~ot:
Grade DensiQj,k g/m3
A Up to 323
B 321 to 400
C 401.t o 500 '
(Page 5, clause 4.3) - Substitute the following
for the existing clause:
'4.3 cr@ifl& Strength - The crushing strength of
dry cellular c&&cte shall be as given below when
tested in accordance with the method prescribed in
6 of Is:5688+qo*:
G2wde Strength, Min,kq/d
Type1 Type 2
A 7.0 2.5
C 20.0 8.0 '
(CDC 37)
Reprography Unit, ISI, New Delhi, IndiaAMENDMENT NO. 2 AUGUST 2000
TO
IS 6598:1972 SPECIFICATIONFORCELLULAR
CONCRETEFORTHERMALINSULATION
[ Page 4, clause 4.2 ( see also Amendment No. 1 ) ]- Substitute the
following for the existing clause:
‘4.2 Density - The average bulk density of the material shall be as given
below when tested in accordance with the method prescribed in 4 of IS 5688 :
1982t :
Grade Density, kgfm’
A Minimum 320
B 321 to 400
C 401 to 500’
( Page 4, footnote marked t ) - Substitute the following for the existing
footnote:
‘TMethods of test for preformed block-type and pipe covering type thermal insulation (first
revision >.’
[ Page 5, clause 4.3 ( see nlso Amendment No. 1, line 3 ) ] - Substitute
‘5658 : 1982*‘for ‘IS : 5688 - 1970*‘.
(Page 5, footnote marked ‘*’ ) - Substitute the following for the existing
footnote:
‘*Methods of test for preformed block-type and pipe covering type thermal insulation (first
revisim ),’
( CHD 27)
Reprography Unit, BIS, New Delhi, India
|
4410_6.pdf
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IStrHlOfPart6)-1983
Indian Standard
GLOSSARY OF TERMS RELATING TO
RIVER VALLEY PROJECTS
PART 6 RESERVOIRS
Revision /
(First
First Reprint NOVEMBER 1988
UDC 001.4:627.81
@ Copyright1 984
BUREAU OF INDIAN STANDARDS
MANAK BHAVAN, 9 BdHADUR SHAH ZAFAR MARO
NEW DELHI 110002
Gr 4 April 1984IS : 4410 ( Part 6 ) - 1983
Indian Standard
GLOSSARY OF TERMS RELATING TO
RIVER VALLEY PROJECTS
PART 6 RESERVOIRS
(First Revision )
Terminology Relating to River Valley Projects Sectional
Committee, BDC 46
Chairman Refiresenting
&RI K. K. FRA~JI Consulting Engineering Services ( India ) Private
Limited, New Delhi
Members
SHRI P. ANANTHARAX Engineer-in-Chief’s Branch, Army Headquarters
MAJ G. S. B~JAJ ( Aflernate )
CHIEF ENQXNEER( IRRIQATION ) Public Works Department, Government of Tamil
Nadu
SENIOR DEPUTY CHIEF ENGINEER
( IRRIQAT~ON) ( Alternate )
CHIEF ENOINEER ( TDD ) Irrigation Works, Government of Punjab,
Chandigarh
DIRECTOR SPK ( TDO ) ( Alternate )
SHRI S. M. DEB Irrigation and Water Works Department Govern-
ment of West Bengal. Calcutta
DIRECTOR Irrigation Departmen;, Government of Maha-
rashtra, Bombay
DIRECTOR, CDO Irrigation Department, Government of Madhya
Pradesh, Bhopal
DIRECTOR ( Allenrate )
DIRECTOR ( HYDROLOGY-I ) Central Water Commission, New Delhi
DEPUTY DIRECTOR
( HYDAOLO~Y-I ) ( Alternate )
SHRI N. K. DWIVEDI Irrigation Department, Government of Uttar
Pradesh, Lucknow
JOINT COMHIBSIONER Ministry of Agriculture
SERI K. V. KRISHNAMURTHY Hydro-Consult International Pvt Ltd, New Delhi
SHRI P. N. KUMRA ( Alternate )
MZ~BER ( IRRITATION ) Bhakra Beas Management Board, Chandigarh
SHRI J. K. BHALLA ( Alter&e )
( Continued on page 2
0 Copyright 1984
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:441O(Part6)-1963
( Continued from page 1 )
Members Repesentiag
PROOFP . NATARAJAN Indian Institute of Technology, New Delhi
&RI G. s. OBEItOI Survey of India, Dehra Dun
SHRI K. N. SAXENA ( Allernars )
SHRI G. PANT Geological Survey of India, Calcutta
SHRI R. P. SINGH ( Alternate )
SHRI DAMODAR SAHU Irrigation and Power Department, Government
of Orissa
Dn P. P. SEHCJAL University of Roorkeq, Roorkee
SHRI G. RAMAN, Director General, BIS ( Ex-o&cio Member )
Director ( Civ Engg )
SHRI S. K. CEAUDEURI
Deputy Director ( Civ Engg ), BIS
Panel for Glossary of Terms Relating to River Valley Projects :
Reservoirs, BDC 46 : P16
Convener
SHRI K. K. DHRUVE Irrigation Department, Government of Madhya
Pradesh, Bhopal
Members
SHRI S. M. DEB Irrigation 8s Waterways Department, Government
of West Bengal, Calcutta
SHRI P.A. KAPOOR Bhakra Beas Management Board, Chandigarh
SHRI S. K. GAXQ ( Alfemute )IS : 4410 ( Part 6 ) - 1983
Indian Standard
GLOSSARY OF TERMS RELATING TO
RIVER VALLEY PROJECTS
PART 0 RESERVOIRS
( First Revision )
0. FOREWORD
0.1 This Indian Standard (First Revision ) was adopted by the Indian
Standards Institution on 30 November 1983, after the draft finalized by
the Terminology Relating to River Valley Projects Sectional Committee
had been approved by the Civil Engineering Division Council.
0.2 A number of Indian Standards have already been published covering
various aspects of River Valley Projects and a large number of similar
standards are in the process of formulation. These standards include
technical terms and precise definitions of terms which are required to avoid
ambiguity in their interpretation. To achieve this end, the Sectional
Committee on Termiuology Relating to River Valley Projects is bringing
out ‘Glossary of terms relating to River Valley Projects ’ which is being
published in parts. This ( Part VI ) contains definitions of terms relating to
reservoirs and to its various components.
0.3 This standard was first published in 1968. The revision of the stan-
dard has been taken up in the light of the experience gained during the
last few years in the use of this standard. Some terms have been 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. This has been met by deriving assistance from the
following publications:
UNITED NATIONS. ECONOMIC COMMISSION FOR ASIA
AND THE FAR EAST. Glossary of hydrologic terms used in
Asia and Far East. 1956. Bangkok
INDIA. INTERNATIONAL COMMISSION ON IRRIGATION
AND DRAINA&%. Multilingual technical dictionary in
irr@a&3n an& drainage. I967.
3IS : 4410 ( Part 6 ) - 1983
INDIA. CENTRAL BOARD OF IRRIGATION AND POWER.
Glossary of irrigation and hydro-electric terms and standard
notations used in India. 1954. Manager of Publications,
Delhi.
Nomenclature for hydraulics. 1962, American Society of Civil
Engineers, New York.
0.4.1 All the definitions taken from c Multilingual technical dictionary
on irrigation and drainage ’ are acknowledged by asterisk ( * ) in the
standard.
1. SCOPE
1.1 This standard ( Part 6 ) contains definitions of terms relating to the
various types of reservoirs, storage and sedimentation in reservoirs and
evaporation losses from reservoirs, but does not contain definitions of terms
relating to sub-surface or ground water reservoirs.
2. RESERVOIRS
2.1 A pond, lake, basin or other space, either natural in its origin or
created in whole or in part by building of engineering structures, which
issued for storage, regulation and control of water. Small reservoirs are
also called tanks.
3. TYPES OF RESERVOIRS
3.1 Auxiliary or Compensatdry Reservoir - A reservoir which
supplements and absorbs the spill of a main reservoir.
3.2 Balancing Reservoir - A reservoir down stream of ( or subsidiary
to ) the main reservoir for hoIding water let down from the main reservoir
in excess’ of that required for irrigation, power generation or other
purposes.
3.3 Conservation Reservoir/Conservation Storage Capacity - A
reservoir impounding water for useful purposes, such as irrigation, power
generation, recreation, domestic, industrial and municipal supply, etc.
3.4 Detention Reservoir - A reservoir wherein water is stored For a
relatively brief period of time, part of it being retained until the stream
can safely carry the ordinary flow plus the released water. Such reservoirs
usually have outlets without control gates and are used for flood regulation;
also called ‘ Flood Control Reservoir ’ or ‘ Retarding Reservoir ‘.
3.5 Distribution Reservoir - A reservoir connected with distribution
system of a water supply project, used primarily to care for fluctuations in
demand which occur over short periods and also as local storage in case of
emergency. ( Such as a break in a main supply line failure of pumping
plant. )
4I
1S:4410 ( Part 6 ) - 19=
3.6 Flood Control Reservoir — Sce3.4.
3.7 Grit Reservoir — A reservoir used for storage of turbid water for the
purpose. of sedimentation, aim called ‘ Settling Reservoir ‘ or <Silting
Reservoir ‘.
3.8 Imp~ding Reservoir — A reservoir with gate-controlled outlets
wherein” surface water may be retained for a considerable period of time
and released for use at a time when the normal flow .of the~stream is
insufficient to satisfy requirements; also called ‘ Storage Reservoir ‘.
3.9 bfu-ltipu~se Reservoir — A reservoir constructed and equipped to
provide storage and release of water for two or more purposes such as
irrigation, flood control, power generation, navigation, pollution abate-
i ment, domestic and industrial water supply, fish culture and recreation; also
calIed ‘ Multiuse Reservoir ‘.
- ------
4 3,1O M@i~e Reservoir — See3.?.
r
3J1 Natural Reservoirs — Reservoirs created by natural means. Also
called ‘ Lakes ‘. 1
I
3.12 Retardiag Reservoir — See3.4 /
%13 Settling Reservoir — See3.7. I
I
3.14 Silting Reservoir - See3.7.
J.
3.15 Storage Reservoir — Se-e3.8. 1
I
I
4. TERMS RELATING TO STORAGE IN RESERVOIRS
4.1 Active Capacity — The storage available for project purpose, usually
the storage between the lowest allowable level of release ( mi “mum draw
I
i down level ) and the highest controlled water surface ( staric full pool
level ); also called ‘ Effective Capacity ‘ or ‘ Useful Capacity ‘, ‘ Active
.
Storage Capacity ‘, ‘Effective St&ag~ Capacity ‘, ‘Usef~l St&age Capa-
city ‘ or ‘Usable Storage Capacity ‘ The active capacity is thus the
difference.of gross storage capacity and the sum of dead storage capacity
and inactwe capacity.
4.1.1 ActivePowerStorageCafiacip[Effective PowerStorageCapacity— It is
the storage capacity -available for hydro power generation and is the
difference of gross storage capacity and the sum of dead storage capacity
and inactive capacity for hydro power generation,
4.2 Annual Storage* /Within the Year Storage — The diiTerence
between the maximum and minimum volufnes in storage in a reservoir
over a year of reservoir operation.
-—’ISr4410(Part6)-1983
4.3 Bank Storage - Water absorbed and stored in the bed and banks of
a stream, lake or reservoir, and returned in whole or in part as the level of
the surface of the water body falls.
4.4 Capacity/Storage Capacity - Space available in a reservoir between
specified levels whether actually occupied by water or empty.
4.5 Carry-over Storage* - Storage collected during surplus years for
making up deficiencies in dry or lean year. It is the minimum storage
during the year over and above the inactive storage capacity usable for
the relevant purpose. Also called ‘ Over-Year Storage ‘.
4.6 Coefficient of Storage - A coefficient to express the relation of
live storage capacity in a reservoir, to the mean annual inflow in the
reservoir; also called ‘ Reservoir Factor ‘. When expressed as percentage
it is also termed, ‘ Tank Percentage ‘.
4.7 Conservation Storage Capacity
1) Water impounded for release purposes, such as domestic and
industrial supply, power generation and irrigation.
2) Capacity between the highest of the various minimum draw down
level and the top of conservation pool.
4.8 Controlled Storage Capacity -- Reservoir storage capacity subject
to control by operation of gates or other control devices is the capacity
available between dead storage level and highest controlled water level.
4.9 Dead Storage - Storage of a reservoir not susceptible to release by
the in-built outlet means.
4.10 Effective Capacity/Effective Storage Capacity - See 4.1.
4.11 Elevation Area Capacity Curve - The graphs of area of water
spread and the storage volume of reservoir each as function of assumed
horizontal water surface with the water spread at specified reference time
( see Fig. 1 ).
4.12 Flood Control Storage Capacity/Exclusive Flood Control
Storage Capacity - Capacity reserved for storage of water during floods
to be released later. This represents the capacity between top of conser-
vation pool and to the highest controlled level. Also called ‘ Effective
Flood Control Storage ‘.
4.13 Flowage Line - A reservoir contour corresponding to a definite
water level ( maximum, mean, low, spillway, crest, etc ) generally used in
connection with acquisition of rights to flood land for storage purposes.
6IS : 4410 ( Part 6 ) - 1983
-CAPACITY IN 10brn3
80 70 60 50 LO 30 20 10 0
180
t
E 175
z
g 170
F
3
y 165
W
160
0 5 10 15
AREA IN 106rn2-
FIG. 1 AREA CAPACITY CURVE
4.14 Full Reservoir Level ( F. R. L. )/Static Full Pool Level/Static
Full Reservoir Level/Permanent Water Level or Full Supply
Level - The highest reservoir level that can be maintained without spill-
way discharge or without passing water downstream through sluice-ways.
It does not include any depth of surcharge.
4.15 Highest Controlled Water Level - The highest reservoir level
up to which the outflow from the reservoir is planned to be controlled by
operation of gates and outlets. For reservoir not having included
surcharge operation, this corresponds to ‘ Full Reservoir Level ‘.
4.16 Highest Flood Level - See 4.23.
4.17 Inactive Capacity - Storage capacity, exclusive of dead storage,
below which evacuation is not contemplated because of minimum irrigation
and power load requirements or of operating agreements not to draw the
reservoir below a given capacity or elevation for the relevant purposes.
4.18 Induced Surcharge Capacity - Capacity which is assigned to
flood control purpose certain period of the year and to conservation pur-
poses during other period of the year that is capacity available between the
highest controlled water level and full reservoir level.
4.19 Joint Use Capacity ( Flood Control and Conservation ) -
Capacity between the lowest of the seasonally fluctuating maximum rule
curve level and the top of conservation pool level.IS : 4410 ( Part 6 ) - 1983
4.20 Live Capacity / Live Storage, Capacity - Capacity available
between dead storage level and full reservoir level.
4.21 Live Storage - Volume of water actually available at any time
between dead storage level and the lower of actual water level and full
reservoir level.
4.22 Maximum Rule Curve Level -- The level up to which the storage
accumulation for conservational purposes is allowed. This level can
fluctuate seasonally and the highest of these seasonal levels will correspond
to the top of conservation pool.
4.23 Maximum Water LeSel ( M. W. L. ) - The maximum water level
likely to be attained in the reservoir at the dam face while negotiating the
adopted design flood. ( It also depends on the specified initial reservoir
level and the spillway regulation rule. ) Also called ‘ Highest Reservoir
Level ’ ‘ Highest Floor Level ‘.
4.24 Maximum Water Surface Elevation - The level attained at any
specified location in a reservoir while negotiating the adopted design
flood. At the dam face this corresponds to maximum water level
( see 4.23 ).
4.25 Minimum Draw Down Level ( M. D. D. L. ) - It is the lowest
level at which the full release towards meeting the specified purpose is
physically possible and allowable under operating instructions.
4.26 New Zero Elevation/Zero Elevation - The level un to which all
the available capacity of the reservoir was or is expected to be lost due to
progressive sedimentation of the reservoir, up to.the specified time.
4.27 Over Year Storage - See 4.6.
4.28 Reservoir Factor -- See 4.7.
4.29 Reservoir Rim - The boundary line corresponding to maximum
water surface elevation.
4.30 Silt Storage - Storage designed for accumulation of silt in a
reservoir both below and above dead storage level.
4.31 Storage - Volume of water available in the reservoir at any
specified time and between specified levels.
4.32 Storage Cycle* - A period at the beginning and end of which the
reservoir contents are the same. The period may vary from a few hours
to years depending upon inflow and outflpw rates.
8I$ : 4410 ( Part 6 ) - 1983
4.33 Storage Equation - An axiom that the volume of inflow equals the
volume of outflow plus or minus the change in storage.
4.34 Submerged Area - The area that gets under submergence with the
formation of the reservoir corresponding to specified reservoir condition.
4.35 Surcharge Storage - Storage capacity between maximum opera-
ting level of a reservoir ( or full reservoir level ) and maximum water
level.
4.36 Top of Conservation Pool Level - The highest water level per-
missible for storing water for conservation use, such as municipal supply,
irrigation and power generation, but excluding flood control.
4.37 Total Storage Capacity/Gross Storage Capacity - Capacity
below full reservoir level. It would correspond to the sum of Dead Stora-
ge Capacity and Live Capacity. It would also correspond to the sum of
Dead Storage Capacity. Inactive Capacity and Active Storage Capacity.
4.33 Uncontrolled Storage - Reservoir storage not controlled by gates
or other devices. Storage at any time above the Highest Controlled
Water Level.
4.39 Usable Storage Capacity - See4 .1.
4.40 Useful Capacity - See4 .1.
4.41 Useful Storage Capacity - See4 .1.
5. TERMS RELATING TO SEDIMENTATION IN RESERVOIR
5.1 Density Currents - The gravity flow of a fluid through, under or
over another similar fluid of different density. Also called, ‘ Stratified
Flow ’ or ‘ Density Flow ‘.
5.2 Density Flow - See5 .1.
5.3 Bottom Set Beds - These are formed of the finer particles usually
of silt and clay carried by the stream water in suspension. The particles
settle very slowly in the entire bottom of the reservoir.
5.3.1 Foreset Beds - These are formed of the coarse sediment carried
by the stream usually travelling on or near the stream bottom and deposit-
ed where the current is retarded as it flows out into the reservoir and are
inclined downward in the+ direction of flow, the inclination increasing with
coarseness of the sediment ( see Fig. 2 ).
9IS : 4410 ( Part 6 ) - 1963
RESERVOIR WATER
TOP -SET BEDS
AM
DENSITV CURRENT BEDS
FIG. 2 LONQITUDINALC ROSS SECTION OF A RESERVOIR,
SHOWINGV ARIOUS TYPES OF DEPOSITS
5.3.2 Topset Beds - These are usually composed of coarse sediments and
are sloping at a low gradient from the edge of the foreset bed with a slightly
increasing steepness upstream and extend as far as the back water curve
extends upstream of the reservoir ( see Fig, 2 ).
5.4 Inflow Density Currents - The density currents which flow
through turbid media of varying density of similar fluid.
5.5 Inflow Turbidity Currents - Turbidity currents flowing between
the lighter water and heavier water, for example, water in a reservoir at
the surface is warmer and lighter and at bottom it is colder and heavier.
This difference in densities of water will induce interflow turbidity currents
in the reach where the interflowing water has a greater density overlying
top water.
5.6 Overflow Bensity Currents * - Density currents which overflow
another fluid.
5.7 Overflow Turbidity Currents* - Turbidity currents formed by the
inflowing turbid water having lesser density than the water in the reservoir.
The case occurs when the turbid water of the river enters the salt water
( heavier ) of the ocean. These currents can also occur with the water
streams discharging into comparatively cold lakes.
5.8 Turbidity Currents* - A class of density currents associated with the
suspension of sediment in the flowing water and usually involving the
deposition of sediment in reservoirs.
5.9 Underflow Density Currents* - The density currents flowing am.h
another fluid.IS : 4410 ( Part 6 ) - 1983
5.10 Underflowing Turbidity Currents* - The common type of
density currents, which move down the bottom of a reservoir, lake or deep
channel due to greater density of the turbid water resulting from the
inclusion of suspended sediment.
5.11 Underflow Turbidity Currents
5.11.1 Underflow Turbidity Currents, Plunging Type* -- The turbid water
flowing into a reservoir plunging directly under the clear water in the
lake. The formation of this type is indicated by the collection of flowing
drift on the surface and the sharpline of separation of the muddy and the
clear water ( see Fig. 3 ).
UOOY WATER
RESERVOIR BE
Fro. 3 UNDERFLOWT URBIJXTY CURRENTS,P LUNGINST YPE
5.ll.2 Undezflow Turbidity Currents, Settling Typ* - The flowing muddy
water not diving under the clear water, but pushing it downstream and
forms a considerable body of muddy water in which the sediment slowly
settles to the bottom, which later on flows down into the reservoir as in
the form of underflow turbidity currents. The existence of these currents
is indirectly inferred from the deep deposit of fine materials in the stream
bed near the upper ends of some large reservoirs ( see Fig. 4 ) .
ILT OEPOSITION
RESERVOIR BED
FIG. 4 UNDERFLOWC URRENTS,S ETTLING TYPE TURBIDITY
11IS : 4410 ( Part 6 ) - 1983
6. TERMS RELATING TO EVAPORATION FROM RESERVOIR
AND ITS CONTROL
6.1 Broadcast Method* - Spreading of dry powder of retardant on the
water surface through dusting machine like grinder-spreader mounted on a
boat which travels over the water surface, the powder spontaneously*forms
a protecting film; also called ‘ Dusting Method ‘.
6.2 Dispenser - The equipment used for spraying protective films to
retard evaporation.
6.3 Dispensing Method* - A method of registering retardants to the
water surface by first dissolving or emulsifying them in.a volatile solvent
which evaporates leaving the film of retardants behind on the water
surface.
6.4 Dosage* - The quantity of the retardant substance required to form
a monolayer on a unit of water surface in the first instance, or for
subsequent regular replenishment of the film formed.
6.5 Dusting Method - See 6.1.
6.6 Eyaporation
1) The process by which the water is changed from the liquid state
to a gaseous state below the boiling point through the transfer of
heat energy.
2) The quantity of water that is evaporated; the rate is expressed in
depth of water, measured as liquid water, removed from a speci-
fied surface per unit of time generally in millimetre per day, month
or year.
6.7 Evaporation Pan - An experimental tank used to determine the
amount of evaporation from the surface of water.
6.8 Evaporation Rate - Quantity of water which is evaporated from a
given water surface per unit of time.
6.9 Evaporation Retardants - Methods or measures of evaporation
reduction from water surface, such as wind breaks, shading and protective
films; also called ‘ Evaporation Retarders ’ or ‘ Evaporation Suppressor ‘.
6.10 Evaporation Retarders - See 6.9.
6.11 Evaporation Suppressors - See 6.9.
6.12 Feasible Service Time - For a specified purpose, the period or
notional period for which the reservoir provided, or is/was expected to
provide, a planned benefit to some extent of the reservoir being impaired
12IS : 4410 ( Part 6 ) - 1983
by sedimentation. Customarily, it is estimated as the time after which the
‘ New Zero Elevation ’ of the reservoir would equal the silt of the outlet
relevant for the purpose.
6.13 Film Generation - The spreading of retardant chemical to form a
monolayer on the water surface.
6.14 Film Generator* .- A component of the dispenser containing the
retardant and releasing it on the water surface for film generation.
6.15 Fixed Dispenser* -A dispensing equipment in which the retardant
containers are located on the periphery of the water spread, which dispense
the retardant through tubing, laid submerged in the reservoir and operated
through hand contact valve and fitted with or without automatic wind
controlled stopcocks; also called ‘ Shore Line Dispensing Unit ’ or ‘ Land
Based Dispenser ‘.
6.16 Floating Dispenser* - Dispenser mounted on a boat or launch
which moves through the water surface for dispensing the retardants.
6.17 Full Service Time - For a specified purpose, the period or notional
period for which the reservoir provided or is/was expected to provide, the
full planned benefit unaffected by the reason of sedimentation.
6.18 Land Based Dispenser - See 6.15.
6.19 Potential Evaporation - Quantity of water vapour which could be
emitted by a surface of pure water, per unit surface area and unit time, in
the existing condition.
6.20 Shore Line Dispensing Unit - See6 .15.
6.21 Surface Evaporation - Evaporation from the surface of water/snow
or ice.
6.22 Suspension Process * - A patented method of application to water
surface, in any manner of Cr, - Cl4 fatty alcohols of specified particle sizes
in aqueous suspension or emulsion.
6.23 Wind Breaks -- A barrier composed of planted trees, on the shores
of reservoir designed to break the velocity of the wind over their water
surface in order to reduce evaporation.
13INTERNATIONAL SYSTEM OF UNITS ( SI UNITS)
Base Units
Quantity Unit Symbol
Length metre m
Mass kilogram kg
Time second
Electric current ampere :
Thermodynamic kelvin K
temperature
Luminous intensity candela cd
Amount of substance mole mol
Supplementary Units
Quantify Unit Symbol
Plane angle radian rad
Solid angle steradian sr
Derived Units
Quantity Unit Symbol Definition
Force newton N 1 N = 1 kg.m/s*
Energy joule J 1 J = 1 N.m
Power watt W 1 W==lJ/s
Flux weber Wb 1 Wb = 1 V.s
Flux density tesla T 1 T = 1 Wb/ms
Frequency hertz HZ 1 Hz = 1 c/s (s-1)
Electric conductance siemens S 1 S = 1 A/V
Electromotive force volt V 1 v = 1 W/A
Pressure, stress Pascal Pa 1 Pa P 1 N/msBUREAU OF INDIAN STANDARDS
Headquarters :
Manak Bhavan. 9 Bahadur Shah Zafar Marg, NEW DELHI 110002
Telephones : 3 31 01 318.3 31 13 75 Telegrams : Manaksanstha
( Common to all Offices )
Regional Offices : Telephone
*Western ; Manakalaya, E9 MIDC, Marol, Andheri ( East 1 6 32 92 95
BOMBAY 400093
tEastern : l/14 C. I. T. Scheme VII M, V. I. P. Road, 36 24 99
Maniktola, CALCUTTA 700054
Northern : SC0 445446. Sector 35-C
CHANDIGARH 160036 { f::z
Southern : C. I. T. Campus, MADRAS 600113 41 24 42
41 25 19
{ 41 2916
Branch Offices :
Pushpak,’ Nurmohamed Shaikh Marg, Khanpur, 2 63 46
AHMADABAD 380001 ( 2 63 49
‘F’ Block, Unity Bldg, Narasimhataja Square, 22 48 05
BANGALORE 560002
Gangotri Complex, 5th Floor, Bhadbhada Road, T. T. Napar. 6 27 16
BHOPAL 462003
Plot No. 82183, Lewis Road, BHUBANES&fWAR 751002 5 36 27
53/5 Ward No. 29, R. G. Barua Road,
-
5th Byelane. GUWAHATI 781003
5-856C L. N. Gupta Marg, (Nampally Station Road) 22 10 83
HYDERABAD 500001
RI4 Yudhister Marg, C Scheme, JAIPUR 302005 63471
{ 69832
11714188 Sarvodaya Nagar. KANPUR 208005 21 68 76
21 82 92
Patliputra Industrial Estate, PATNA 800013 6 23 05
Hanfex Bldg ( 2nd Floor ), Rly Station Road. 52 27
TRIVANDRUM 695001
inspection Office ( With Sale Point’);
Institution of Engineers ( India) Building, 1332 Shivaji Nagar, 5 24 35
PUNE 410005
*Sales Office in Bombay is at Novelty Chambers, Grant Road, 09 96 29
Bombay 100047
tSales Office in Calcutta is at 5 Chowringhre Approach. P. 0. Princrp n 60 00
Street, Calcutta 700072
Reprography Unit, BIS, New Delhi, India
|
2726.pdf
|
IS : 2726 - 1666
Indian Standard
CODE OF PRACTICE FOR FIRE SAFETY OF
-\
: >
.- INDUSTRIAL BUILDINGS: COTTON GINNING
AND PRESSING ( INCLUDING COTTON SEED
DELINTERING ) FACTORIES
( First .Revision)
UDC 699’81 : 725’42 : 677’05 1’152
1’ @ Copyright 1988
-1
1
\
\_.’
BUREAU OF INDIAN STANDARDS
MANAK BHAVAN, 9 BAHADUR SHAH ZAFAR MARG
NEW DELHI 110002
Gr2 Augur 1988IS:2726-1 988
Indian Standard
CODEOFPRACTICEFORFIRESAFETYOF
INDUSTRIALBUILDINGS: COTTONGINNING
ANDPRESSING(INCLUDINGCOTTONSEED
DELINTERING)FAGTORIES
(F irst Revision )
0. FOREWORD
0.1 This Indian Standard ( First Revision > was arrangements for storage of kapas, cotton seeds,
adopted by the Bureau of Indian Standards on waste cotton, if any, and fully pressed bales.
29 February 1988, after the draft finalized by the This standard has been formulated to cover all
Fire Safety Sectional Committee had been these aspects. This standard was first published
approved by the Civil Engineering Division in 1964. Based on the recommendations of
Council. Tariff Advisory Committee on the basis of
0.2 Fires occur quite frequently in the gin experience gained by them in the past 24 years,
houses, delintering machines and cotton openers this revision has been prepared.
usually installed in press houses due to frictional
0.3 For the purpose of deciding whether a parti-
heat of high speed machines and also sparks from
cular requirement of this standard is complied
foreign material coming in along with kupas, with, the final value, observed or calculated,
cotton or cotton seeds. Further, oily and greasy
expressing the result of a test or analysis, shall
cotton waste and cotton seeds are subject to
be rounded off in accordance with IS : 2-1960*.
spontaneous heating. The other causes of fire
The number of significant places retained in the
in this type of factories are bad house-keeping,
rounded off value should be the same as that of
congestion and faulty electrical equipment. In
the specified value in this standard.
order to reduce fire losses, besides installation of
adequate fire-fighting equipment, it is necessary
to plan carefully and layout of buildings and the *Rules for rounding off numerical values ( revised ).
pressed bales by means of mechanical or electrical
1. SCOPE
powtr.
1.1 This standard lays down the essential require-
ments for fire safety of cotton ginning, cotton 2.7 Cotton Opener - A machine designed to
open-up and clean ginned cotton by the combing
seed delintering and pressing factories
action of spiked or knifed beaters, the cotton to
2. TERMINOLOGY the opener being conveyed by an endless lattice.
2.8 Fully Pressed Bales ( FP Bales ) - Iron-
2.0 For the purpose of this standard, the ded-
bound bales hydraulically pressed by mechanical
nitions of the following terms shall apply.
or electric power to a density of 560 kg/ma.
2.1 Kapas - Cotton with seed, that is, unginned 2.9 Gin-A machine used for separating cotton
cotton. from its seeds.
2.2 cotton - Ginned kapas or kopas from 3. LOC ATION
which seeds have been removed. 3.1 The factories should be located in their
2.3 Linters - Fibres removed from cotton seeds own compound and preferably in mofussil
which are separated from kapas during the districts or outside the limits of municipal areas
process of ginning. in close proximity to pucca roadways leading to
towns so that the town’s fire brigade can come
2.4 Waste Cotton - Ginned or unginned cotton
to assistance, should a serious fire occur.
containing impurities like dust, oil, grease, etc.
3.2 If factories are located near each other, a
2.5 Gin House - Place where seeds from kapas minimum clear distance of 90 m should be main-
are removed by means of mechanical or electrical tained between the factory compounds.
power.
3.3 Factories should be at least 275 m away
2.6 Press House - Place where ginned cotton from railway sidings, yards and 30 m away from
or linters are hydraulically pressed into fully high tension electrical lines.
1IS : 2716 - 1988
4. COMPOUND 1.4 Fully.pressed bales should be stored at least
30 m away from the press house, gin house, or
4.1 The compound surrounding the factories fi om cotton or kapas stored in the open.
should be of sufficient area to store all the in-
coming kupas. The area should necessarily corre- ‘.5 Residences and offices should be ai least 50 m
late to capacity of the plants but at least two lway from the nearest storage of kapas or ginned
hectares are necessary when one hundred bales or :otton or cotton bales and the ginning and press-
an equivalent amount of kapas is ginned, delin- ng houses.
tered or pressed in a day in the factory. The area
of the compound should be increased if the 1.6 No bay fodder, grass, bhoosa ( chaff) or
pressing capacity of the plant is more. Ither similar stocks should be stored within 90 m
4.2 Areas where goods are!to be stored in the )f any factory building, godown or storage area.
open should be raised at least 25 cm above the
7.7 No lighting by mineral or vegetable oil
general ground level.
should be allowed in the premises within 60 m
5. BUILDING CONSTRUCTION >f cotton storage areas.
5.1 All buildings where kapas is cleaned, ginned 7.8 No oily or greasy waste:should be deposited
and pressed, shall be of at least Type II con- in open in the compound.
struction ( see IS : 1642-1988 >*.
7.9 No loose cotton should be stored in open
5.2 Godowns for cotton seeds, kapas, ginned
within 30 m of stocks of kapas or fully pressed
cotton, linters, pressed bales should be of at least
bales of cotton.
Type I Construction ( see IS : 1642-1988* ).
5.3 .Store godowns, engine or transformer house 8. GODOWNS
buildings should be df at least Type II construc-
8.1 General
tion ( see IS : 1642-1988* ).
5.4 There shall be at least three door openings 8.1.1 Godowns should not be used for mixed
in every working block. storage of kapm, cotton, cotton seeds, linters,
fully pressed bales and cotton waste.
6. sE&?ARATING WALLS
8.1.2 No godown should have a storage capa-
6.1 Separating walls should be constructed bet- city of more than 2 000 fully pressed cotton
ween fully @ressed bales godowns, kapas godowns bales or ginned or unginned cotton or linters
seed godowns, ginned cotton godowns and stores, equivalent to 500 fully pressed bales. Stacking
and between gin or press houses and delintering height in the fully pressed cotton godowns should
section. not exceed 4 m ( a height of about 8 bales ) or up
to a level which is not less than one metre below
6.2 Engine houses or motor rooms and boiler
the roof or ceiling, whichever is less. A colour
houses should have similar separating walls if
band, about 15 cm wide, should be painted on
they adjoin &he ginning, delintering and pressing
the inside of walls at this height to serve as a
sections.
guide to the workers when stacking.
: 7. DISTANCItS
8.1.3 Passages should be provided beween
7.1 A minimum distance of 15 -m should be stacks of bales and goods. These passages should
maintained between any two buildings or between not be less than 2 m wide and not more than
a building and storage in the. open or between 10 m apart. The passage should always be kept
two different kinds of storages in the open clear of bales by night fall.
except as specified in 7.2 to 7.5.
8.1.4 A minimum clear distance of 60 cm
7.2 Kapas and ginned cotton should be stored at should be maintained between stacks ‘of fully
least 30 m away from the factories and the pressed bales and the godown walls.
godowns. In case pneumatic conveyors are pro-
8.1.5 Packing materials and engineering goods
vided in the -gin house, a limited quantity of kapas
including oils and lubricants should be stored in
may be stored near the gin house to feed the
the store godown.
conveyors but in no case, the storage shall be
within 6 m of the gin house. 8.2 The floor levels of godowns should at least
be 0’75 m above the surrounding ground level
7.3 Heaps of kupas or cotton or linters in boras
and the floor should be made sloping towards
in the compound should not exceed 10 000 kg
the door sills; a slope of 1 in 100 is considered
and their height should not exceed 2 m. A mini-
adequate.
tQurn. distailce of 6 m should be maintained
between any two such heaps. g-3 D&s and Windows - Door should not
exceed 6’25 m in area and should be close-
*Co&eo f p&ice for fire safety, of buildings ( general ): fitting. All doors should be protected against
Details of construction (first revision ). damage by lorries, trucks and falling bales. There
2IS- : 2726 ; 1988
should be no other external windows or openings l&&l Ail wiring shall be carried out in steel
except ventilators and windows. Ventilator5 conduits ( see IS : 1653:1972* ).
should-be located at a height of not less than 3 m
19.1.2 ‘All lighting fittings shall be of dust-
from the ground level and same should be pro-
tight type.
tected by 6 mm thick wired glass in steel frames.
Windows which are meant for exclusive use of 10.1.3 All electrical motors shall be of totally
firemen in an emergency should be of 6 mm enclosed type ( see IS : 1646.1982t ). -
thick wired glass in steel framework and normally
kept locked. They should be placed at a height 10.1.4 Switchgear installed in gin house, press
convenient for fire fighting operations and not house, delintering rooms and godowns should be
more than 15 m apart and 7 m from a blind of dust-tight type.
corner.
11. ILLUMINATION
8.4 Roofs - Roofs should be directly supported
from wall to wall without any intermediate 11.1 For effective fire fighting purposes, the
columns or posts. If the roofs are covered factory shall be fully illuminated as indicated
with corrugated iron sheets, it is necessary to below:
insert corrugated asbestos sheets at intervals of
6 m along the lower edge of the roof to facilitate Minimum Illumination
entry through the roof for fire fighting purposes. Godowns, 50 lux
It is advisable to leave the undersides of roofs of
corrugated iron sheets unpainted but if they are Ginning, delintering and 100 hlx
painted, non-flammable paint should be used. pressing sections
8.5 Ventilation - It is necessary to provide Open compound ’ 20 lux
ventilator openings in corrugated iron sheet roofs.
The ventilator openings should not exceed 12. FIRE FIGHTING ARRANGEMENTS
1’2 x 0.3 m and at least one ventilator should be
provided in, every other bay. All ventilators 12.1 Al.1f ire -fighting arrangements should be in
should be protected by either expanded metal or accordance with the following.
wire netting having apertures of 12’5 mm size.
12.1.2 The hydrant pump should be of not
less than 1 800 litres per minute capacity, deliver-
9.. MACHINERY
ing water at a minimum pressure of 7 kgf/cm*
9.1 All machinery and line shafts should be fitted and located at least 15 m away from all the
with ball or roller bearings. buildings and 90 m away from any storage area.
9.2 Machinery should be 50 installed, arranged 12.1.2 Pump should draw water from a pucca-
and worked as to prevent, as far as is practicable, lined ground reservoir of not less than 180 000
the access of kupas, cotton or cotton seeds to litres capacity.
moving parts or the machinery not intended to
receive kupas, cotton or cotton seeds. 12.1.3 All underground hydrant mains and
hydrant branches should be not less than 100
9.3 Immediately before any material is intro- mm and 80 mm in diameter, respectively. Large
duced into any machinery for the first time in size mains should be provided in case of factories
any ginning season, all the machinery should be which are larger than average or which have
run for at least four hours and during and at the ginning seasons above normal. The mains should
end of this running, all bearings should be tested be so designed that a minimum pressure of
for over-heating. 7 kgf/cm* is available at the hydraulically most
remote point whilst considering full flow in the
9.4 In case of any replacement of a bearing or
mains.
shaft during the season, the machinery should be
run empty for two hours and the bearings tested 121.4 Hydrants should be distributed in the
for over-heating before any material is passed compound in such a way that every portion of a
through them. storage area is protected by at least two hydrants
at a distance not exceeding 35 m and at least two
9.5 Gins should be equipped with efficient and
hydrants exist within 15 m of godowns or sheds
practicable stripping arrangements.
used for the storage of cotton or kapas. There
should also be at least three hydrants within 3 m
10. ELECTRICAL INSTALLATION
of pressing, ginning or delintering houses.
10.1 The electrical installation shall be in accord-
ance with IS : 1646-1982*. *Specification for rigid steel conduits for electrical
wiring ( second revision) .
*Code of practice for fire safety of building ( general 1: f&de of practice for fire safety of buildings ( general ):
Electrical installations. Electrical installations.
3
cIS :2726 - 1988
12.1.5 One fire bucket ( see IS : 2546-1974* ) 13. HOUSE KEEPING
should be provided for every two gins in the case
of gin houses and for every 45 mz area in the 13.1 All sweepings from gin houses, delintering
case of press houses and delintering rooms. One rooms and press houses should be removed before
fire extinguisher of dry powder type IO kg capa- nightfall and seed alleys in the gin houses and
city ( .see IS : 217 I-l 9857 ) should be provided delinteruig rooms should be cleaned after every
for every 275 m* in both the gin and the press four hours of working All machinery, walls,
houses and in no case, should two extinguishers floors, roof structures, platforms, and other
be spaced more than 15 m apart. parts of the buildings should be cleaned at least
once a week
12.1.6 At least 2 hoses of 63’5 mm dia and
13.2 All buildings, machinery, electrical wiring
15 m length conforming to IS : 4927- 19681 and
and equipment should be carefully maintained in
one nozzle of 19 mm size should be provided for
sound condition at all times.
each hydrant installed. Half the nozzles should
preferably be fog nozzles. 13.3 Open fires, nakedylights and smoking in the
factory compound should be prohibited.
12.2 Each cotton ginning and pressing factory
13.4 Every boiler chimney in a factory com-
should be equipped with a warning system for
pound should be fitted with an efficient spark
fire so that the warning is clearly audible through-
arrestor which should be properly maintained.
out the factory and the compound. The appliance
or appliances for giving such warning or the means 13.5 Care should be taken to ensure that cotton,
of operating the same should be located in a- linters and cotton seeds do not fall on floor
conspicuous position and shall be painted fire-red
during processing, and suitable arrangements
( .sec shade No. 536 specified in IS : 5-1978§ ). should be made for the immediate removal there-
of, should this happen.
*Specification for galvanized mild steel fire bucket (first
13.6 Self-closing waste bins should be provided
rcvisiott ).
where needed near machinery and all oily and
+Spe+fication for portable fire extinguishers, dry powder greasy waste should be kept in them until re-
type ( third revision ). moved from the factory premises.
$Specification for unlined flax canvas hose for fire
13.7 Fire safety requirements and orders should
fighting.
be prominently displayed at conspicuous places
4 Colours for ready mixed paints and enamels ( third
in the factory.
&siOn ).
4BUREAU OF INDIAN STANDARDS
Headquarters:
Manak Bhavan, 9 Bahadur Shah Zafar Marg, NEW DELHI 110002
Telephones: 3310131, 3311375 Telegrams : Manaksanstha
( Common to all offices )
Regional Offices: Telephone
Central: Manak Bhavan, 9 Bahadur Shah Zafar Marg, 3310131, 3311375
NEW DELHI 110002
*Eastern: l/14 C.I.T. Scheme VII M, V.I.P. Road, Maniktola, 362499
CALCUTTA 700054
Northern: SC0 445-446, Sector 35-C, CHANDIGARH 160036 21843, 31641
Southern: C.I.T. Campus, MADRAS 600113 412442, 412519, 412916
twestern: Manakalaya, E9 MIDC, Marol, Andheri ( East ), 6329295
BOMBAY 400093
Branch Offices:
‘Pushpak’ Nurmohamed Shaikh Marg, Khanpur, AHMADABAD 380001 26348, 26349
Peenya Industrial Area, 1st Stage, Bangalore-Tumkur Road, 384955, 384956
BANGALORE 560058
Gangotri Complex, 5th Floor, Bhadbhada Road, T.T. Nagar, 66716
BHOFAL 462003
Plot No. 82/83, Lewis Road, BHUBANESHWAR 751002 53627
53/5 Ward No. 29, R.G. Barua Road, 5th By-lane, GUWAHATI 781003 -
5-8-56C L. N. Gupta Marg ( Nampally Station Road ), 231083
HY DERABAD 500001
R14 Yudhister Marg, C Scheme, JAIPUR 302005 63471, 69832
117/418 B Sarvodaya Nagar, KANPUR 208005 216876, 218292
Patliputra Industrial Estate, PATNA 800013 62305
T.C. No. 14/1421, University P.O. Palayam, TRIVANDRUM 695035 62104, 62117
Inspection Offices ( With Sale Point ):
Pushpanjali, First Floor, 205A West High Court Road, Shankar Nagar ‘25171
Square, NAGPUR 440010
Institution of Engineers ( India ) Building, 1332 Shivaji Nagar, 52435
PUNE 411005
*Sales Office in Calcutta is at 5 Chowringhee Approach, P. 0. Princep Street, Calcutta 700072
275800
@ales Office in Bombay is at Novelty Chambers, Grant Road, Bombay 400097
896528
Printed at Saini Printers. Delhi, India
|
7113.pdf
|
IS7113 :2003
?m?R%Tm
“M + F@h%$k –tl-fa Ti&n
3Ra?
(W’@7pi%H-@
Indian Standard
SOIL-CEMENT LINING FOR CANALS —
CODE OF PRACTICE
(First Revision )
ICS93.160
Q BIS2003
BUREAU OF INDIAN STANDARDS
MANAK BHAVAN, 9 BAHADUR SHAH ZAFAR MARG
NEWDELHI 110002
January 2003
Price Group 3Canals and Cross Drainage Works Sectional Committee, WRD 13
.—
FOREWORD
This Indian Standard (First Revision) wasadopted bytheBureau ofIndian Standards, after thedraft finalized by
theCanals andCross Drainage Works Sectional Committee hadbeen approved bytheWater Resources Division
Council.
Lining ofcanals isconsidered animportant feature ofirrigation projects which not only minimizes lossofwater
due to seepage but also helps in achieving consumptive use of water for cultivable land and minimizes risk of
waterlogging duetoriseinwater table.Further, thewater, thus saved,canbeusefully employed fortheextension
and improvement of irrigation facilities. Lining of water courses in the areas irrigated by tube wells assumes
special significance asthepumped water supplied isrelatively more costly. Further, lining of canals permits the
adoption ofhigh velocities resulting insavings inthe cross-sectional areas, the cost of excavation and masonry
works, which may incertain cases offset completely the extra cost oflining. Also, the lining ensures stability of
channels sections thereby reducing the maintenance cost. Due to comparative flatter bed slope which can be
provided in lined canals, command or the culturable command area would improve. The benefit that accrue
from lining ofcanals generallyjustify theinitial capital costandbecause ofthisthere isnow abetter appreciation’
of the need for lining of canals.
Judicious selection ofserviceable and economical lining atthe first instance and subsequently proper execution
of the work while laying the lining results inachieving considerable overall economy in the project .
Soil-cement lining isoneofthecheaper typesofcanalliningwhich hasbeenused successfully inother countries.
It’suseasaneconomic water-proof membrane ispossiblewheresoilcharacteristics arefavorable tostabilization.
While the lining will minimize absorption losses and give reduced section of the canal, it can suffer from
damage from cattle trespass, weathering action and low resistance to subgrade pressures occurring due to
sudden closures of the canal.
In many areas local soils mixed with water and cement maybe used to construct adequate soil-cement linings.
Soil-cement mixtures are relatively dry mixtures of soil, cement and water, compacted to amaximum density.
The suitability ofthesoilandtheproportions ofthemixtobeused shallbedetermined by laboratory testsbefore
any work is undertaken.
This standard was first published in 1973. This revision of the standard has been taken up to incorporate the
latest technological changes in this field as well as to account for the experiences gained during the last four
decades.
There is no 1S0 Standard on the subject. This standard has been prepared based on indigenous data/practices
prevalent in the field in India.
The composition ofthe Committee responsible forthe formulation ofthis standard isgiven inAnnex A._—
IS 7113:2003
—
Indian Standard
SOIL-CEMENT LINING FOR CANALS —
CODE OF PRACTICE
(First Revision )
1SCOPE ISNO. Iitle
8112:1989 Specification for 43 grade ordinary
1.1 This standard lays down general guidelines for
Portland cement (first revision)
liningirrigation canals with 100to 150mmthick soil-
12269:1987 Specification for 53 grade ordinary
cement lining.
Portland cement
1.2The use of soil-cement lining for irrigation canals
3TERMlNoL0GY
shall berestricted tosmall andmedium sizeirrigation
canals with capacities up to 10cumecs and in which 3.0For the purpose of this standard, the following
thevelocity ofwater does not exceed 1m/s. definitions shallapply,
3.1 Soil-Cement Lining — Lining constructed by
2REFERENCIN
compacting soil-cement mix at optimum moisture,
The following standards contain provisions, which content.
through reference inthistext, constitute provisions of
3.2 Optimum Moisture Content — The moisture
this standard. At the time of publication, the editions
content at which the soil-cement mixture can be
indicated were valid. All standards are subject to
compacted to the maximum dry density by a given
revision, and parties to agreements based on this
compactive effort inaspecified manner.
standard are encouraged to investigate the possibility
of applying the most recent editions of the standards 3.3Maximum Dry Density —Foragivencompactive
indicated below: effort the dry density ofasoil-cement mixture varies
as the moisture content of the mixture varies. If the
IS No. Title
moisture contents are plotted against the
269:1989 Specification for 33 grade ordinary
corresponding dry densities, thepoints will normally
Portland cement ~ourth revision)
form aparabolic curve thepeak ofwhich will indicate
455:1989 SpecificationforPortlandslagcement
themaximum drydensity asillustrated inFig. 1.
~ourth revision)
456:2000 Plain and reinforced concrete — 3.4 Subgrade — Subgrade is the specially prepared
Codeofpractice ~ourth revision) surface against which the soil-cement lining shall be
1489 Specification forPortlandpozzolana laid.
cement: 3.5 Lip Cutting — The extra width provided at the
(Partl):1991 Flyash based (third revision) inner face of the bank under compaction to allow for
(Part2): 1991 Calcined claybased (third revision) any laps in compaction due to inability of sheep foot
2720(Part7): Methods of test for soils :Part 7 rollers tocover the edge ofthe bank.
1980 Determination of water content-dry
density relation using light 4DATAREQUIRED
compaction (second revision)
Detailed soilsurvey shallbecarried andthefollowing
3037:1986 Specification forbitumen masticfor
information shall be obtained for the entire length of
use inwater-proofing of roofs (f2rst
the canal before the commencement of the work:
revision) . .
4332(Part3): Methods oftest for stabilized soils : a) Chmacteristics of soils and extent ofvarious
1%7 Part 3 Test for determination of types of soils encountered ontheproject and
moisturecontent-dry densityrelation thelikelypresents andnatureofinjurioussalts
for stabilized soils mixtures inthem.
4558:1995 Under drainage of lined canals — b) Theposition ofsub-soil water levelandrange
Code ofpractice (second revision) ofvariations, and
5256:1992 Sealing expansionjoints inconcrete c) The capacity of the irrigation canal and the
lining oncanals—Codeofpractice velocityofflow.
1-. --
IS 7113:2003
..
—
MOISTURE CONTENT (PERCENT)
FIG. 1RELATIONSHIPBETWEENDRYDENSITYANDMOISTURECONTENTOFSOIL-CEMENT
5MATEIUALS shall be such that the mix after being compacted at
optimum moisture content, satisfies the following
5.1Cement
requirements:
ThecementshallconformtotherequirementsofIS269
a) It shall have a minimum compressive
orIS455 orIS1489(Partl)or IS1489(Part2),1S8112or
strength of 20 kg/cm2at the age of 7 days,
IS12269.
the test specimens being moist cured during
5.2 Soil the period;
b) Test specimens shall effectively withstand
Sandysoilorsoil 100percent passing 1.0mmISSieve
erosion by the continuous lateral action of
containing not more than 20percent material passing
a 75-micron IS Sieve shall be used for soil-cement jets ofwater with avelocity of 1.5m/s for at
lining. It should not contain injurious salts like least 150h; and
sulphates, and should not have more than onepercent c) The permeability of test specimens shall not
(by weight) of organic matter. exceed 105cmh.
NOTE—TheliquidlimitofthesoilshallnotnormaIlybeabove NOTE—Forguidancethepermeability valuesofsoil-cement
40andtheplasticityindexnotmorethan18. mixeswithdifferenttypesofsoilforcertainvaluesofcement
contentaregiveninTable1.
5.3 Water
7PREPARATION OF THE SUBGRADE
Water to be used for soil-cement lining and its
subsequent curing shall conform the requirements
7.1 Reaches with Expansive Soils
specified in IS456.
Lining should be avoided, as far as practicable, on
6 LABORATORY TESTS FOR SOIL AND
expansive clays. But, if the canal has to traverse a
SOILXEMENT
reach of expansive clay and no alternate route or
6.1 Sieve analysis of the soil shall be conducted to construction type iseconomically feasible any one of
verify the acceptability of the soil. Laboratory tests the practices detailed under 7.1.1 and 7.1.2 shall be
shall also be carried out to determine the optimum adopted toreduce the damage to the lining depending
moisture content and maximum dry density in upon the swelling properties of the soil encountered.
accordance with IS 4332 (Part 3).
NOTE—Claysvarysomuchincharacteristicsthatthepressure
NOTE — Light compaction shall beused in thetest forthe requiredtopreventexpansionmaybelessthan0.07kg/cm2in
determinationofthemoisturecontent-drydensityrelation. sometypesandasmuchas 10.5kg/cm2orhigherinothers.In
manycasesthepracticesrecommendedin7.1.1and7.1.2maybe
6.2 The cement content of the soil-cement mixture apracticablesolution.
2IS 7113:2003
Table 1Permeability Values (Laboratory) ofSome sprayingbitumen, Incasesuchsituation isencountered
Soil-Cement Mixtures only in smallpockets the replacement of subgrade up
[Clause 6.2(c)(.Note)] to suitable depth by suitable earth from adjoining
reaches should be considered, if economical.
SI Type ofSoil Cement 7.3.1 Before spraying crude oil, subgrade shall be
No. Content, emls
perfectly dry, clean and free from dirt and crude oil
Percentby
Weight shall be allowed to penetrate the subgrade surface.
(1) (2) (3) (4) Bitumen shall be heated to a temperature of 175“C
i) Finesand 9 97x 10-7 and applied to the subgrade by a suitable sprayer.
ii) Sand 8 58X10-7 Immediately following theapplication ofbitumen, dry
iii) Gravellycourse 8 58X10-7 sand shall be uniformly spread. Lining should be
sandyloam
started 6to 12h after spraying.
iv) Loamyfinesand 10 19x 10-7
v) Sandyclayloam 8 4.9x 1(3-7 7.4The subgrade shallbeprepared, dressed androlled
vi) Loamfinesand 9 0.9x 10-7
true to the level and the grade required.
7.1.1 If the expansive clay isin thin layer or in small 7.4.1 Initial excavation shall be carried out to at least
pockets in an otherwise suitable subgrade it shall be 300 mm below the final section and the cutting to
over-excavated and replaced with a suitable non- final shape shall be donejust before laying lining.
expansive soil with selected material, moistened as
7.4.2 Sample profiles true to the cross-section of the
necessary, and thoroughly tamped and compacted. If
canal shall be made at intervals of 3.5 m to ensure
the refilling is more than 150mm thick, it should be
correct formation of the subgrade. Suitable wooden
filled andcompacted inlayers not exceeding 150mm.
templates may be used to spread the soil and check
7.1.2 If the swelling of the clay encountered can be the profile.
controlled byloading thesurfacewithanon-expansive
7.4.3 Ifatanypoint material oftheprepared subgrade
compacted soilorgravel, theexpansive claybed shall
isexcavated beyond the neat lines required toreceive
be over excavated to a depth of about 600 mm and
the lining, the excess excavation shall preferably be
filled tothe grade oftheunderside oflining with good
filled with the same soil-cement mix as for the lining
draining material leading away the seepage water to
or any other suitable material and thoroughly
specially constructed points either to the outside of
compacted at the time of laying the lining in
the canal or releasing itinto the canal byprovision of
accordance with 7.4.5.
suitablepressure reliefvalves.However, theexcavated
surface of expansive clay shall be given a coat of 7.4.3.1 When partial filling of an existing canal is
asphalt with a minimum thickness of 20 mm before necessary to reduce the cross-sectional area to that
loading it to prevent the entry of water into the clay. required for lined canal the fill shall be placed and
The asphalt used shall conform to IS 3037. suitably compacted toavoid itssettlement andrupture
of the lining.
7.2 Under-drainage
7.4.4 To cover up any lapses inthe compaction ofthe
Pressure relief arrangements for under-drainage shall inner core of the banks near the edges and to allow
beprovided asgiveninIS4558 foralinedcanalwhere sufficient width for alabourer towork conveniently a
the ground water level ishigher or likely tobe higher lipcutting width ofnot lessthan 600 mm horizontally
than water level inside the canal so as to cause shall be provided.
damaging differential pressures onthelining orwhere
7.4.5 The compaction ofthe subgrade shallbedone at
the subgrade is sufficiently impermeable to prevent
optimum moisture content in layers not exceeding
freedrainage oftheunderside oflining incaseofrapid
150mm thick to adensity which will not be lessthan
draw-down.
95 percent of the maximum density obtained in
7.3 Anti-salt Treatment accordance with IS 2720 (Part 7), The compaction
shallbeeffected by means of smooth wheeled rollers,
Soil in all reaches shall be tested for salt contents
tampers or similar suitable equipment.
before the lining is started. Where the salt content is
over 1.00 percent or sodium sulphate is over 7.4.5.1 Where the dry bulk density of the natural soil
is equal to or more than 1.8 g/cm3 the procedure
0.36 percent, the subgrade shall be first covered with
described in 7.4.1 shall be followed.
about 2mmthick layer ofbitumen obtained byevenly
spraying bitumen atarate ofabout 2.35 l/m2.To geta 7.4.5.2 Bed
good bond between bitumen and soil, crude oil at a
Where the dry bulk density of the natural soil is less
rate of 0.5 1/m*shall be sprayed over itinadvance of
3--- .—
IS 7113:2003
—
than 1.8 g/cm2 and the subsoil water is near the betakentoobtainuniformity indepth. Sufllcient depth
subgrade, the compaction shall be done by under of loose material to give the required thickness atler
cutting the bed by 75 mm and then ploughing up to compaction shall be spread in one operation. The
150mm below the subgrade level. The loosened soil thickness of the soil-cement lining should be 100to
shall then be recompacted with sheep foot rollers or 150 cm. Generally, it is necessary to process 130to
other suitable devices. Where thesubsoil water islow, 150mm ofloose soil toobtain acompacted thickness
requiring no dewatering and the dry bulk density of of 100mm.
the natural soil is less than 1.8 g/cm3, consolidation
8.4Compaction ofthe Soil-Cement MIX
shallbedonebydigging thecanaluptosubgrade level
and after that loosening the earth below subgrade up Compaction shall be carried out continuouslyas the
to 150 mm by disc harrows, or ploughing and mixed material is spread, but the equipment shall be
compacting thesame toalayer of 110mm. After that, kept sufficiently far back from the free edges of the
the second layer of 150mm ofearth shallbe laidover layer to prevent lateral movement of the mixed
the compacted layer by taking earth from lip cutting material. The compaction shall be effected by means
and compacting this to depth of 110 mm. The of a smooth wheeled roller, vibratory roller, tampers
compacted layer of 70 mm above the subgrade level or any other type of equipment capable of achieving
shall be removed and the subgrade brought to design the desired degree of compaction.
profile before laying the lining.
8.4.1 Thetimebetween preparation ofthesoil-cement
7.4.5.3 Sides mixture and the commencement of the compaction
shallbeasshortaspossible, andinnocaseshallexceed
Compaction on sides shall be done by manual labour
30 min. Compaction of any portion of the layer to
orsuitable compactors toadepth of300mmtoobtain
required density shallbe completed within 1%hafter
aminimum drybulkdensity ofnotlessthan90percent
the material has been spread.
of the density at optimum moisture content obtained
in accordance with IS 2720 (Part 7).
8.5 Curing
8CONSTRUCTION After finalcompaction andfinishing, thesurface shall
be allowed to harden and soon afier it shall be kept
8.1 Pulverizing the Soil
continuously damp for at least 14days. This may be
The soilshallbepulverized manually ormechanically donebyanysuitablemethod, suchasfog-spraying with
waterorcovering thesurfacewith damphessian, straw
to make sure that there are no clods and the soil
or sand maintained moist throughout the period of
conforms to 5.2.
curing.
8.2 Mixing Soil and Cement
8.6 Jointing
The required quantity of cement shall be thoroughly
Astraighttransverse construction joint shallbeformed
mixedwiththedrysoileithermechanically orbyhand-
whereverthereisabreakofwork(ofevenafewhours).
mixing through manual labour. The mixing shall be
Such joints shall be sealed leak tight with sealing
continued till the soil-cement mix acquires uniform
compound conforming to the requirements given
coloration whichcanbeexaminedunderamagni~ing
IS 5256 after the expiry of the curing period. As an
glass.Therequired quantity ofwaterwillbeaddedand
alternative, theedgesurface oftheprevious liningmay
mixing continued toensure uniform distribution ofthe
be roughened with 1:3 cement sand grout not more
moisture throughout the soil-cement mass.
than 12mmthickness applied andthe lining operation
8.2.1 Batching of the materials shall be by weight. continued.
Theappropriate quantities ofsoilandcement required
for one batch shall be measured out after making due 9 FIELD CONTROL
allowance for the moisture present in the soil. The
Thefollowing factors shallbechecked for controlling
correct amount of water tobring the moisture content
field operations during the progress of the work:
of the mix to the optimum giving due allowance for
evaporation shall be then added. a) Subgrade Condition — Prior to placing of
thesoil-cement theconditions ofthesubgrade
8.3 Placing shall be checked to ensure that it is well
‘1
compacted (to a density not less than
The mixed material shall be discharged uniformly on
95percent of the standard maximum for the
to the prepared subgrade and distributed to auniform
soil) clean and the surface moist.
loose layer bymeans of shovels and rakes. Care shall
4,,. ------
IS 7113:2003
b) Cement Content — An adequate cement e) Thickness of Processed Layer — This shall
content is a primary control factor be checked continuously during the
deserving maximum attention in the field. construction to ensure that the correct
Samples of the mixed materials from a thickness isbeing laid.
batch shall be frequently examined to f) Surface Finish — There shall not be any
ensure that they are uniform in colour and undulation in the level of the final surface
texture. either transversely or longitudinal yofmore
c) Moisture Content — The moisture content of than 5 mm under one metre template of
the soil and soil-cement mixture shall be straight-edge.
checked atregular intervals prior tobatching g) Curing — It shall be ensured that surface of
and whenever the source of soil is changed the soil-cement is maintained moist
from one stock-pile to another and after continuously throughout thecuring periodby
mixing. checking at frequent intervals.
d) Compaction of the Soil-Cement Mix — The h) Compressive Strength — When itisdesired
dry density of the compacted soil-cement and when time permits the compressive
mix shall be measured at intervals of strength test may be used as an additional
1000 malong thelengthofthecanalatpoints field control measure. The compressive
widely distributed across itsbed and slopes. strength of soil-cement specimens moulded
Innocase shall bemeasured drydensity fall from field samples should not be less than,
below 95 percent of the maximum dry 15 kglcmz at the age of 7 days, the
density obtained in accordance with specimens being moist cured during this
IS 4332(Part3). period.
5IS 7113.:2003 ,..— .-
ANNEX A
(Forewor~
COMMI’ITEECOMPOSITION
Canals and Cross Drainage Works Sectional Committee, WRD 13
Organization Representative(s)
SardarSarovarNarrnadaNigam Ltd, Gandhi Nagar, Gujarat SHRJG.L.JAVA(Chairman)
Bhakra Beas Management Board, Nangal Township, Punjab DKWTOR(WR)
EXSCOTJVEENOINEE(RAlternate)
Central Board of Irrigation & Power, New Delhi SHRJT.S.MURTHY
Central Water & Power Research Station, Pune %mrwmV.K.APmxrrrrAN
SHRJM.S.SHITOL(EAlternate)
Central Water Commission, New Delhi DIRECTO[RBCD N&W&NWS]
DnWLTOR(SSD&C) (Alternate)
Consulting Engineering Services (India) Ltd, New Delhi SHRIS.P.SOBTI
DEPUTYPROJECTMANAGE(RAlternate)
Continental Construction Ltd, New Delhi SHRIP.A.KAPUR
SHRJ.T. B. S.RAO(Alternate)
Indira Gandhi Nahar Board, Phalodi SHRIR.K.GUPTA
Irrigation Department, Government of Karnataka, Bangalore CHIEFENGINEE(RDESIGNS)
Irrigation Department, Government of Maharashtra, Nasik sopSaUmENOtNEONOtNSE(RGATRS)
EXECOTWEENOINEE(RCSI) (Akerrrafe)
irrigation Department, Goyemment of Punjab, Chandigarh CHIEFENGINEE(LRININO&PLANNING)
DIRECTO(RAlternate)
Irrigation Department, Government of Rajasthan, Jaipur DW.CTOR(D&R)
DIRECTO(RI& S) (Afternafe)
Irrigation Department, Government of Uttar Pradesh, Lucknow CHIEFENGINEER
DIRECTO(RAlternate)
Irrigation Department, Government of Andhra Pradesh, Hyderabad CHJEFENGINEER
SUPERINTENDEINNGGINEE(ARlternate)
Irrigation Department, Government of Haryana, Chandigarh CHIEFENGINEE(PRROJECTS)
DIRECTO(RENGJNEERJN(GAh)ernafe)
Narmada & Water Resources Department, Government of Gujarat, SUPERINTENDEINNGGJiWE(RCDO)
GandhiNagar EXECUTIVEENGINEE(RUNITG)(Alternate)
Public Works Department, Government of Tamil Nadu, Chennai ENGtNEER-IN-CHtSF
Reliance Industries Ltd. New Delhi DRV.K.SARCOP
SHFGAVINESDHUBEY(Alternate)
Sardar SarovarNarrnadaNigam Ltd, GandhiNagar, Gujarat ,, ‘ DIRECTO(CRANAN)”
CHIEFENOJNEE(RCDiW) (Akernate)
University of Roorkee, Roorkee SHRINAYANSELU@
Water and Land Management Institute, Lucknow PROFP.K.SM+A :$,
Water Resources Department, Government of Orissa, Bhubaneshwar CHIEFENGtNEE(RD&R)
BIS Directorate General SHRIS.S.SETHID, irector& Head(WRD)
[Representing Director General (Ex-ojflcio)]
&/ember Secretary
SHRIR. S.JUNEJA
Joint Director (WRD), BIS
6
...
..-.
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.
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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 inpossession 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 13(3 13).
Amendments Issued Since Publication
Amend No. Date of Issue Text Affected
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4430.pdf
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IS : 4430 1979
l
hdian Standard
SPECIFICATION FOR MOULD STEELS
( First Revision
)
Alloy Steels and Special Steels Sectional Committee, SMDC 19
Chairman Representing
DR G. MUKHERJEE Steel Authority of India Ltd ( Alloy Steels Plant ),
Durgapur
A4cmbers
SHRI A. N. BISWAS Guest, Keen, Williams Ltd, Howrah
SHRI S. K. BASU ( Alternate )
SERI B. C. BISWAS National Test House, Calcutta
SRRI A. M. BISWAS ( Altcrnats )
SHRI P. K. CRAKRAVARTY The Tata Iron & Steel Co Ltd, Jamshedpur
DR T. MUKHERJEE ( Alternatr )
SHRI P. K. CHATTERJEE Ministry of Defence ( DGI )
Snnr P. K. GANQOPADRYAY ( Altcrnats )
SHRI K. M. CHAUDHURY National Metallurgical Laboratory ( CSIR ),
Jamshedpur
SHRI DASARATEA The Visvcsvaraya Iron & Steel Ltd, Bhadravati
Snnr B. C. BASAVARAJ ( Altcrnatc )
SERI S. V. DATAR Ahmedabad Advance Mills Ltd, Navsari
SRRI M. K. GHOSH ( Alternate )
SHRI M. K. DATTA Steel Authority of India Ltd ( Alloy Steels Plant ),
Durgapur
SRRI R. C. JR& ( Alfernatr )
SHRI A. D. DIAS The Indian Tool Manufacturers Ltd, Bombay
SHRI S. B. GUPTA Directorate General of Supplies & Disposals
( Inspection Wing )> New Delhi
SHRI P. K. GYNE ( Alternate )
Jorn~ DIRECTOR ( MET ) RESE- Ministry of Railways
ARCH, DESIGNS AND STANDARDS
OR~AN~ZATION
DEPUTY DIRECTOR ( MET-II ),
RDSO ( Alternate )
SHRI S. R. K~ARE Indian Register of Shipping, Bombay
SERI V. N. PANDAY ( Alternate )
( Continurd on page 2 )
@ Copyright 1979
INDIAN STANDARDS INSTITUTION
This publication is protected under the In&a 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 infrmgement of copyright under the said Act.IS : 4430 - 1979
( Continued from pugs 1 )
Mmbcrs Representing
SRRI R. S. KOTHAWALE Bharat Forge Co Ltd, Mundhwa, Pune
SHRI S. S. LAKKUNIX ( Alternate )
DR D. P. LARIRI Ministry of Dcfence ( R & D ), New Delhi
SHRI I. N. BHATIa ( Alternate )
SHRI K. N. MERRA Heavy Engineering Corporation Ltd, Ranchi
SHRI D. K. DAM ( Alternate )
SRRI L. MISHRA Directorate General of Technical Development,
New Delhi
SHRI M. K. BANERJE~ ( Alternate )
SHRI A. PADMANABHAN Ashok Leyland Ltd, Madras
SHRII. M. PAI Firth India Steel Co Ltd, Thane
SHRX B. M. PAI ( Alternate )
DR R. V. PATHY Mahindra Ugine Steel CO Ltd, Bombay; and Alloy
Steel Producers’ Association of India, Bombay
SERI R. NARAYANA (Alternate) Mahindra Ugine Steel Co Ltd, Bombay
SHRI M. K. PRAMANIE Iron & Steel Control, Calcutta
SHRI S. S. SAHA ( Alternate )
DR V. RAMASWAMY Research & Development Centre for Iron and Steel
( HSL ), Ranchi
SHRI S. R. MEDIRATTA ( Alternate )
SHRI M. RAN~ASHAI Hindustan Machine Tools Ltd, Bangalore
SRRI SANJIT SEN ( Alternate I )
Snsr P. RAMA PRASAD ( Alternate 11 )
SHRI A. K. ROY The Tata Engineering and Locomotive Co Ltd,
Jamshedpur
DR S. K. MONDAL ( Aftmate )
SERI D. SRINIVASAN Steel Furnace Association of India, Calcutta
DR S. K. CHATTERJEE ( Alternate )
SHRI Y. C. SUBRAHMANYA Ministry of Defence ( DGOF )
SHRI K. S. VAIDYANATHAN M. N. Dastur & Co Pvt Ltd, Calcutta
SHR~ C. J. DAVE ( Altcrnatc )
SHRI C. R. RAMA RAO, Director General, IS1 ( Ex-o&cio Member )
Director ( Strut & Met )
Secretary
SRRI VIJAY KUMAR
Assistant Director ( Metals ), IS1
2IS:4430 - 1979
Indian Standard
SPECIFICATION FOR MOULD STEELS
( First Revision
)
0. FOREWORD
0.1 This Indian Standard ( First Revision ) was adopted by the Indian
Standards Institution on 15 January 1979, after the draft finalized by the
Alloy Steels and Special Steels Sectional Committee had been approved
by the Structural and Metals Division Council.
0.2 This standard was first published in 1966. As a result of the
experience gained in the production and use of steels, the concerned
sectional committee has decided to undertake its revision.
0.3 The major modifications made in the revision relate to the following:
4 yi;;ge in the Steel designation according to IS : 1762 ( Part I )-
*. However, for the convenience of the user, old designa-
tions have also been given within brackets.
b) Modifications in the limits for residual elements keeping in view
the international practice.
4 Permissible variation in check analysis has been specified.
0.4 Although most of the steels covered in this specification are low in
carbon, they are generally classified as tool steels. After suitable heat
treatment they exhibit wear resistance and hardness characteristics of
tool steels. Properties required depend upon ,the service application.
One or more of the following properties are essential:
a) Hobbability;
b) Machinability;
c) Polishability;
d) High-core strength;
e) Toughness;
f) Wear resistance;
g) High surface hardness; and
h) Cleanliness, the most important.
*Code for designation of steels : Part I Based on letter symbols (first revision ),
3IS : 4430 - I979
0.5 For the benefit of the purchaser of steels covered by this specification,
two informative appendices have been included. Appendix A gives
particulars to be specified by the purchaser while ordering for steels and
Appendix B gives the recommended annealing temperatures,
0.6 This standard contains clauses 4.1, 6.2, 9.3, 10.3, 10.4, 10.5, 11.1,
13.1 and 14.2 which call for agreement between the buyer and the seller
and permit the purchaser to use his option for selection to suit his
requirements.
0.7 For the purpose of deciding whether a particular requirement of
this standard is complied with, the final value, observed or calculated,
expressing the result of a test, shall be rounded off in accordance with
IS : 2-1960”. 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 mould steels in wrought condition. These are
generally used for moulds for plastics and for die casting of low melting
non-ferrous alloys.
2. TERMINOLOGY
2.1 For the purpose of this standard, the definitions given in various
parts of IS : 19561_ shall apply.
3. SUPPLY OF MATERIAL
3.1 General requirements relating to the supply of material shall conform
to IS : 1387-1967;.
3.2 Steels covered in this standard shall be ordered and delivered to any
of the following conditions of delivery:
a) Chemical composition, or
b) Chemical composition and hardness in the spherodised annealed
condition, or
c) Chemical composition and mechanical properties.
*Rules for rounding off numerical values ( reuised ).
.tGlossary of terms relating to iron and steel.
$General requirements for the supply of metallurgical materials (first rcriskw ).
4IS : 4430 - 1979
4. MANUFACTURE
4.1 Steel shall be made by the electric or any other approved process as
agreed to between the purchaser and the manufacturer.
4.2 Sufficient reductions and discards shall be made from each ingot to
ensure freedom from piping, segregation and other harmful defects.
5. FREEDOM FROM DEFECTS
5.1 The finished material shall be free from all internal and surface
defects, such as-seams, cracks, flakes, pipe and segregation.
6, CHEMICAL COMPOSITION
6.1 The ladle analysis of the steel when made in accordance with the
relevant part of IS : 228* shall be as given in Table 1.
6.1.1 Elements not quoted in Table 1 shall not be added to the steel,
except when agreed to, other than for the purpose of finishing the heat
and shall not exceed the following limits:
Element Percent
Chromium 0.25 Max
Nickel 0.25 Max
Molybdenum 0.25 Max
C orwr 0.35 Max
Cobalt 0.10 Max
Tungsten 0.25 Max
Vanadium 0.05 Max
6.2 The purchaser may specify a more restricted chemical analysis in the
range as agreed.
6.3 Check Analysis - The check analysis shall be carried out on the
finished product. The permissible variation in case of such check
analysis from the limits specified in Table 1 shall be as given in Table 2.
7. HEAT TREATMENT
7.1 Recommended annealing temperatures are given in Appendix B.
*Methodso f chemical analysis of steels. ( Issued in 12 parts ),
5TABLE 1 CHEMICAL COMPOSITION
( Clauses 6.1, 6.1.1 and 6.3 )
t
0
DESIQNATION C Si. Mn Ni Cr MO V W S P ’
p_-_-_h--_-_~ PER- PER- PER' PER- PER- PER- PER- PEB- PER- PER- s;
New Old CENT CENT CENT CENT CENT CENT CENT CENT CBKT
Max Ma.% 5:
(1) (2) (3) (4) (5) (6) (7) (8) (9) (‘0) (“I (‘2)
T90Mn6WCr2 ( T90MnZW50 0.85. O*lO- l-25- - 0.30. 0.25 Max 0’40- 0.035 0’035
05) 0.95 0.35 1.75 0.60 Optional 0.60
T30Nil6Cr5 ( T30Ni4Crl ) 0.26- O’IO- 0.40- 3.90- “lo- - - o-035 0.035
0’34 0’35 0.70 4’30 1.40
T55NiGCrMo3 ( T55NiZCrE @50- O-IO- 0’50. 1’25- 0’50- 0.25- 0.035 0’035
Mo3E) 0’60 0.35 0.80 1.75 0’80 0.35
o) XT215Crl2 ( T215Crl2 ) Z’OO- O’lO- 0*25- - ll.O- 0’80 0.80 0.035 0.035
2.38 o-35 0’50 13.0 Max Max
Optional Optional
lOT4 ( T’O 1 0’15 O.lO- 0*30- - 0,035 0’035
Max 0’35 0’60
Tl5Cr3 ( Tl5Cr65 ) o-12- O’lO- 0’40- - 0’50- 0.035 0,035
0.18 0.35 0.60 0.80
( TlOCr5MoF O-15 O’IO- 0’25- 4.75- 0.15. 0.035 0.035
T’%r20M08 V2J) Max o-35 0:50 5.25 0.30
Tl6Ni3Cr2 ( TlGNi8_0C@ ) 0’12- O*lO- 0.60. O%O- 0*40- O-035 0.035
0’20 0’35 1 *oo I.00 0’80
T 15Ni5Cr4Mo ( TlSNiCrl 0’12- O*lO- O-60- 1 .oo- 0.75- 0.08- - 0.035 0’035
Mos ) 0.18 0 35 1.00 1.50 1’25 0’15
Tl6Ni8Cr6 ( TlGNiCrP O’lZ- O’IO- o-40. 1’80. 1*4O- 0.15. - 0,035 0’035
Mo2 MOT_ ) 0’20 o-35 o-70 2’20 1.70 0.25
‘5Nil6Cr5 ( 15Ni4Crl ) 0.12- O’IO- 040. 3’80. 1.00. 0.035 0’035
0.18 0.35 0’70 4’30 1’40t ____ ..___~
IS : 4430 - 1979
TABLE 2 PERMISSIBLE VARIATION FOR CHECK ANALYSIS
( Clourr 6.3 )
SL CONSTITUERT LIMITS OR MAXIYUM OP PERMISSIBLEV ARIATION
No. SPECIFIED RANQE, FROMT HE LIMITS
PERCENT INCLUDING SPECIBIEDI N TABLE 1
(1) (2) (3) (4)
f
< 0.50 0.02
i) Carbon
{ 2 0.50 < 1.45 0.03
ii) Silicon < 0 40 0’03
J < 1.00 0.04
iii) Manganese
1 > 1.00 0’06
< 1.00 o-03
iv) Nickel
Over l*OO-2’20 0.05
O-05
v) Chromium [ ?- ?o”o”< 2.50 0.07
1 > 2.50 < 11.0 0.10
0.04
vi) Molybdenum 0.05
0’10
0’02
vii) Vanadium
0’04
0’04
viii) Tungsten 0.05
ix) Sulphur 0’035 + 0’005
x) Phosphorus 0.035 + 0’005
NOTE - Variations shall not be applicable both over and under the specifiedl imit,
in severald eterminations in a heat.
8. DIMENSIONAL TOLERANCES
8.1 In the case of rolled products, the dimensional tolerances shall be in
accordance with IS : 373%1972*. For forgings, the tolerances given in
1s : 3469 (Parts I to III)-1974t shall apply.
9. SELECTION OF TEST SAMPLES
9.1 Samples for check analysis shall be taken midway between the centre
and outside of the material.
9.2 For tensile tests, the sample shall be taken parallel to the direction
of fibre.
*Dimensional tolerances for carbon and alloy constructional rteel products.
tT&rances for closed die steel forgings (Jirrr revision ).
7IS : 4430 - 1979
9.3 For inclusion counts, the specimen shall be taken from an area half
way between the centre and outside surface of billet. The polished face
shall be longitudinal to the direction of working. Number and location
of samples shall be as agreed ( generally top and middle of first two and
last two and middle ingots ).
10. TESTING
10.1 Chemical Composition - Ladle analysis shall be given by the
supplier. If check analysis is required, at least one sample product shall
be taken from each cast from each size lot.
10.2 For material supplied in annealed condition at least one sample
shall be taken from each cast from each size group from each heat-treat-
ment batch. If the material is continuously heat-treated, one sample
shall be taken from each lot or part thereof, but at least one sample
product shall be taken from each cast and each size grouping.
10.3 Brine11 Hardness Test - Brine11 hardness test shall be conducted
in accordance with IS : 1500-1968*. Acceptance limits shall be as agreed
to between the supplier and the purchaser.
10.4 Ultrasonic Testing - Subject to mutual agreement between the
manufacturer and the purchaser all material over 65 mm may be
ultrasonically tested. When such tests are carried out, tops and bottoms
of all ingots shall be etched. The acceptance limits shall be mutually
agreed.
10.5 Non-metallic Inclusion Content - This test may be carried out
by mutual agreement between the purchaser and the manufacturer. If
this test is carried out, the average of inclusion rating of the specimen,
when determined in accordance with IS : 4163-1967-t shall not exceed
the limits specified in Table 3.
TABLE 3 INCLUSION RATING
TYPE THIN SERIES HEAVY SERIES
A ( sulphidcs ) A-2 A - 1+
B ( alumina ) B-2 B- 14
C ( silicate ) c-2 c- 14
D ( globular-oxide ) D- 14 D - 14
*Method for Brine11 hardness test for steel ( jirsf r coision) .
tM&od for determination of inclusion content in steel by microscopic method.
8c_-.--- ___-- -..-._----
IS : 4430 - 1979
11. ADDITIONAL TESTS
11.1 Subject to mutual agreement between the supplier and the purchaser
any one or more of the following tests may be agreed upon at the time of
enquiry and order:
a) Grain size,
b) Micro-structure, and
c) Macrostreak flaw test.
12. RETESTS
12.1 Should any of the test pieces fail for the tests specified, two further
test pieces shall be selected for testing in respect of each failure.
12.2 For a single bar, the test piece for retest shall be cut adjacent to the
original test piece.
12.3 For bars in batches, one of the test pieces for retest shall be taken
from the same position as for the original test piece and the other from
any position.
12.4 If any of the tests from these additional test pieces fail, the steel
shall be deemed as not conforming to this standard. However, if the
failure is with respect to hardness, the batch or bar may be further heat-
treated and offered for further testing.
13. TEST CERTIFICATE
13.1 The supplier shall supply a test certificate giving the method of
manufacture, composition and results of other tests as agreed.
14. MARKING
14.1 All products over 50 mm diameter or of equivalent cross-sectional
area shall be stamped or painted at the extreme end with the following:
a) Name or trade-mark of the manufacturer,
b) Grade, and
c) The cast number or any other identification mark by which the
steel can be traced to the cast from which it was made.
14.1.1 The colour scheme given in iS : 2049-1963* may be adopted to
mark the grade of material.
-
*&low code for the identification of wrought steels for general engineering
purposes.
9IS : 4430 - 1979
14.2 Products below 50 mm diameter shall the bundled as agreed and
a metal tag attached giving the information as specified in 14.1.
14.3 The material may also be marked with the ISI Certification Mark.
NOTE - The use of the IS1 Certification Mark is governed by the provisions of
the Indian Standards Institution ( Certification Marks ) Act and the Rules and
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. IS1 marked products are also continuously checked by IS1 for conformity
to that standard as a further safeguard. Details of conditions under which a licencc
for the use of the IS1 Certification Mark may be granted to manufacturers or
processors, may be obtained from the Indian Standards Institution.
APPENDIX A
( Clause 0.5 )
INFORMATION TO BE GIVEN BY THE PURCHASER
A-l. BASIS FOR ORDER
A-l.1 While placing order for steels covered by this standard, the
purchaser should spetify clearly the following:
a) Grade;
b) Size;
c) Condition of delivery;
d) Tests required;
e) Special requirements, such as marking, bundling and packing;
f ) Method of manufacture; and
g) Test report, if required.
10Is : 4430 - 1979
APPENDIX B
( Clauses 0.5 and 7.1 )
LIMITS OF ANNEALING TEMPERATURES
GRADE RECOMMENDED HARDNESS
~___~~~~~~~~~--~~ ANNEALING ANNEALED
New Old TEMPERATURE EXPECTED,M ax
“C HB
T90Mn6WCr2 T90Mn2WxCrz 780 to 800 230
T30Ni16Cr5 T30Ni4Cr 1 630 to 670 249
T55Ni6CrMo3 T55Ni2CrzMoz 680 to 720 249
XT215Cr12 T215Cr12 850 to 880 260
10T4 TIO 780 to 850 130
T15Cr3 T15Cr -6 5 870 to 900 170
TlOCr20Mo8V2 TIOCrSMozV -2 3 840 to 870 197
T16Ni3Cr2 TlGNi8-0- Cr 60 850 to 880 184
T15Ni5Cr4Mo T15NiCrlMoE 860 to 880 217
T16Ni8Cr6Mo2 TlGNiCr2Mog 850 to 880 229
15Ni16Cr5 15Ni4Crl 860 to 880 241
11INDIAN STANDARDS
ON-
ALLOY STEELS AND SPECIAL STEELS
IS :
963-1958 Chrome-molybdenum steel bars and rods for aircraft purposes
1570-1961 Schedules for wrought steels for general engineering purposes
1570 ( Part V )-1972 Schedules for wrought steels for general engineering purposes:
Part V Stainless and heat resisting steels (Jirst rcuision )
1870-1965 Comparison of Indian and overseas standards for wrought steels for general
engineering purpo:es
1871-1965 Commentary on Indian Standard schedules for wrought steels for general
engineering purposes
3739-1972 Dimensional tolerances for carbon and alloy constructional steel products
3748-1978 Tool and die steels for hot work ( jir~t revision )
3749-1978 Tool and die steels for cold work ( Jirst reuiJion )
3930-1966 Flame and induction hardening steel
4397-1973 Cold rolled carbon steel strips for ball and roller bearing cages (first revision )
4398-1973 Carbon chromium steel for the manufacture of balls, rollers and bearing
races (first revision )
4430-1979 Mould steels (first revision )
4431-1978 Carbon and carbon-manganese free-cutting steels (first revision )
4432-1967 Case hardening steels
4882-1968 Low carbon steel wire for rivets for use in bearing industry
5489-l 975 Carburizing steel for use in bearing industry ( jirst r evision )
5517-1978 Steels for hardening and tempering ( jirrt revision )
5518-1969 Steels for die blocks for drop forgings
5522-1978 Stainless steel sheets and coils (first revision )
5651-1970 Steel for pneumatic tools
6527-1972 Stainless steel wire rod
6528-1972 Stainless steel wire
6529-1972 Stainless steel blooms, billets and slabs for forgings
6603.1972 Stainless steel bars
6911-1972 Stainless steel sheet, strip and plate
7291-1974 High speed steel
7494-1974 Steel for valves for internal combustion engines-.. ._-
AMENDMENT NO. 1 APRIL 1980
TO
IS : 4430 - 1979 SPECIFICATION FOR
MOULD STEELS
( First Revision )
I
Alteration
( Page 7, Table 2 ) - Substitute the following for the existing table:
TABLE 2 PERMISSIBLE VARIATION FOR CHECK ANALYSIS
( Clause 6.3 )
SL CONSTITUENT LIMITS OR PERM~SIBLE
No. MINIMUM OF VARIATION
SPECIFIED FROM THE
RANQE, LIMITS
PERCENT SPECIFIED
INCLUDINQ IN TABLE 1
(1) (2) (3) T!,
r< o-50
i) Carbon > 0.50 < 2.00 0.03
I a 2.00 0.04
ii) Silicon ( 0.35 0.03
6 0.04
iii) Manganese O-06
0.03
iv) Nickel o-05
0.07
r< 2’00 0.05
V) Chromium 4 > 2’00 6 2.50 0.07
I> 2.50 < 13.0 0.10
0.04
vi) Molybdenum 0.05
0.10
0.02
vii) Vanadium 0.04
viii) Tungsten ‘< 0.60 0.04
ix) Sulphur 0.035 + o-005
x) Phosphorus 0.035 + 0.005
NOTE -Variations shall not be applicable both over and under the specified
limits in several determinations in a heat.
\ ( SMDC 19)
Printed at New India Printing Press, Khurja, IndiaAlteration
-7-7 __&'
(Page 5, ckzuse 6.2) - Substitute the'l&&~&n~
for the existing clause:
.f k
‘6.1 The ladle analysis of steel shall be as .given * __
in Table 1. The analysis of steel shall be carried
out either by the method specified in 1s:228* and its
relevant parts or any other established instrumental/
chemical method. In case of dispute the procedure
give&in IS:228? and its relevant parts shall be
referee method. However, where the method is not
given in x%228* and its relevant parts, the referee
method shall be agreed to between the purchaser and
the manuf'acturer.'
Reprography Unit, ISI, lQewD elhi, India
. A
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13391.pdf
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IS 13391 : 1992
IS0 6813 : 1981
rn~~
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VifwJT
FEW ‘v$T - FFFC
Indian Standard
ROAD VEHICLES - COLLISIONS - TERMINOLOGY
UDC 629’3 : 656’084 : 001’4
OBIS 1992
BUREAU OF INDIAN STANDARDS
MANAK BHAVAN, 9 BAHADUR SHAH ZAFAR MARG
NEW DELHI 110002
.
June 1992 Price Group 5IS 13391 : 1992
IS0 9913 : 1991
Indian Standard
ROAD VEHICLES - COLLISIONS -TERMINOLOGY
NATIONAL FOREWORD
This Indian Standard which is identical with IS0 3813 : 1981 ‘Road vehicles - Collisions -
Terminology’, issued by the International Organization for Standardization ( IS0 ) was
adopted by the Bureau of Indian Standards on the recommendation of the Automotive Vehicles
Testing Performance Evaluation Sectional Committee ( TED 8 ) and approva! of the Transport
Engineering Division Council.
The text of IS0 standard has been approved as suitable for publication as Indian Standard
without deviations. Certain conventions are, however, not identical to those used in Indian
Standard. Attention is particularly drawn to the following:
a) Wherever the words ‘International Standard’ appear referring to this standard. they
should be read as ‘Indian Standard’.
b) Comma ( , ) has been used as a decimal marker while in Indian Standards, the current
practice is to use a point ( . > as the decimal marker.
The concerned technical committee has reviewed the provisions IS0 4130 : 1978, IS0 3984 :
1982 and referred in this adopted standard and has decided that they are acceptable for use
in conjunction with this standard. .As in the Original Standard, this Page is Intentionally Left BlankIS’1 :
3391 1992
IS0 6813:1981
1 Scope and field of application 2 References
This International Standard establishes the terminology relating IS0 4130, Road vehicles - Three-dimensional reference
to road vehicle collisions in either actual accidents or laboratory system and fiducial marks - Definitions.
tests.
IS0 3984, Road vehicles - Passenger cars - Moving barrier
It is applicable to all types of collision except when the direction rear collision test method.
of the vehicle does not correspond to one of its main planes (for
example collision of two skidding vehicles with a transverse
component). 3 Definitions
3.1 accident : Sudden, unpredicted event which adversely
affects the state of a vehicle and/or its occupants. (See
figure 1.)
I
With
collision
I
7
Frontal
Side
Figure 1
3IS 13391: 1992
IS0 6813 : 1991
3.2 collision : Accident in wtiich a vehicle striies another 32.2 side collision between two vehicles : One vehicle
vehicle or an obstacle, with ensuing damage to one or both. It undergoes a side impact, the other a frontal impact. [See
is characterized by the following factors : figure 2 bI.1
-
collision type;
- object struck;
- between two vehicles : one vehicle undergoes a rear
- collision direction;
impact, the other a frontal impact;
- axis alignment;
- between a vehicle and a fixed obstacle : the vehicle
undergoes a rear impact. [See figure 2 cl.1
- closing speed, V1 + V2.
(See figures 2 and 5.)
3.2.4 collision direction : A collision may be longitudinal or
angled (see figure 3).
3.2.1 frontal collision
- between two vehicles : both vehicles undergo a frontal
impact 3.2.5 collision angle between two vehicles : The collision
angle is measured between the two vertical planes, each being
- between a vehicle and a fixed obstacle : the vehicle the vertical longitudinal zero planelI, of a vehicle. The angle
undergoes a frontal impact. shall be measured between 0 and 180°, (left or right) with a
front collision. identified as O” and a rear collision as 180° (see
ISee figure 2 a).1 figure 4).
Frontal collision Side collision Rear collision
Frontal Rear
impact impact
Side -
impact
Frontal Frontal Frontal
impact impact impact
2 bl 2 c)
Figure 2
1) As defined in IS0 4130.IS 13391 : 1992
IS0 6813: 1981 *
I
Longitudinal
I I
1
9
Rear
Figure 3
0
0"
9O"L 90°R
180"
Figure 4
5IS 13391 : 1992
IS0 9913 : 1991
3.2.6 collision between a vehicle and a fixed or moving For main planes is intended :
obstacle ; If the obstacle face is flat and vertical (for example
-
in the frontal or rear collision, the vertical longitudinal
barrier), the obstacle or barrier face shall be regarded as being
zero plane of each vehicle;lr
the front of another vehicle.
- in the side collision, the vertical longitudinal zero plane
The collision angle is measured between two vertical planes, for the striking vehicle and the vertical transverse plane
one of which is the vehicle’s vertical longitudinal zero plane and (containing the driver’s R-point) for the vehicle struck.
the other is perpendicular to the obstacle’s flat, vertical surface.
[See figure 5 a).1
3.4 offset : In a collision between two vehicles, or a vehicle
and a fixed or moving obstacle , the offset is the distance bet-
If the obstacle presents a curved face (pole, tree, etc.) the col-
ween the vertical planes, each being the main plane of each.
lision direction is, in any case, longitudinal (for frontal and rear
(See figures 6, 7, 8 and 9.1
collisions) [see figures 5 b) and c)] or perpendicular (for side
collision). [See figure 5 dI.1
3.4.1 In longitudinal collision, the vertical longitudinal zero
3.3 axis alignment : A collision between two vehicles or planes are considered.1) (See figure 6.1
-between a vehicle and a fixed or moving obstacle is centered if
the main planes of the two vehicles or the vehicle and the 3.4.2 In perpendicular collisions, the vertical longitudinal zero
obstacle are the same; otherwise it is offset. (See figures 6 plane of the striking car and the vertical transverse plane (con-
and 7.1 taining the driver’s R-point) of the struck car are considered.
Longitudinal Longitudinal Perpendicular
Oblique (frontal collision) (rear collision) (side collision)
5 a) 5 bl 5 c) 5 d)
Figure 5
11 As defined in IS0 4130.
6IS 1339-l : 1992
160 6813: 198-l
Longitudinal
collision
I
I
I
Offset
Centered
I
I
I 1 I 1
I
Figure 6
1 Centered 1
Figure 7
7IS 13391 : 1992
IS0 6913 : 1961
3.4.3 In oblique collisions, the main planes are considered but 3.4.4 In front and rear collisions, the offset can also be ex-
the measurement shall be made on the vertical plane tangent to
pressed as the portion of front for rear) end involved (l/3, l/2,
vehicle horizontal projection (between arrows in figure 8).
2/3 etc.) and by indicating left or right (for example see
figure 9).
Figure 8
213 left l/2 left 1 I3 left Left siJeswipe
NOTE - The sideswipe is the limit case of offset.
Figure 9
8IS 13391 : 1992
160 6813 : 1981
3.5 closing speed : Relative velocity between the vehicle A “pure side impact” is an impact in which the principal force
and the other vehicle or obstacle, at the beginning of the col- acting on the vehicle at impact occurs at an angle between 45O
lision. and 135O (left or right) to the vertical longitudinal zero plane of
the vehicle.
3.6 impact : Sudden contact between a vehicle and another
3.6.3 rear impact : Impact in which the damage to the
vehicle or an obstacle. It is characterized by the following fac-
tors : vehicle occurs predominantly between the rear corners of the
vehicle.
- impact type;
A “pure rear impact” is an impact in which the principal force
- direction and magnitude of the principal force acting on acting on the vehicle at impact occurs at an angle not greater
the vehicle; than 45O (left or right) to the vertical longitudinal zero planebf
the vehicle.
- deformation;
3.6.4 impact angle : Measured between two vertical planes,
-
impact location. one of which contains the vertical longitudinal zero plane of the
vehicle and the other contains the principal force acting on the
vehicle. This angle is measured around the vehicle from the
3.6.1 frontal impact : Impact in which the damage to the
front, either right or left, and does not exceed 1W’.
vehicle occurs predominantly between the front corners of the
vehicle.
3.7 principal force : Maximum value of the resultant of the
A ‘.‘pure frontal impact” ‘is an impact in which the principal forces acting to deform and displace the vehicle at the moment
force acting on the vehicle at impact occurs at an angle not of impact.
greater than 45O (left or right) to the vertical longitudinal zero
olane of the vehicle.
3.8 deformation : Displacement of a point or points with
respect to their initial position before the impact. Displacement
3.6.2 side impact : Impact in which the damage to the vehi- is measured parallel to the vehicle vertical appropriate main
cle occurs predominantly between the front and the rear cor- plane as a maximum value (at a single point) or a6 an average
ners, on the same side, of the vehicle. value in a more or less wide area (see figure 10).
Maximum deformation section 7 r Vertical transverse main plane
-Ver longitudinal main plane
Maximum deformation
Figure 10
9IS 13391 : 1992
IS0 6813 : 1981
3.9 impact location : The impact location is identified by the area of deformation. The main zones are subdivided horizontally and
vertically according to figures 11 and 12.
- r
IYZE
CY Specific horizontal location 1
N R I l/3 right
3 U
>
A Front and
rear zones
t
F 1 Front section
p I Centre section
Left and B 1 Rear section ‘\
right side
zones X Front + centre section
2 Rear + centre section
D 1 Total length
cl
c
Figure 11
Specific vertical location
G Above belt line
M Belt line to floor
Front, rear
T Floor to ground
and side
zones H Floor to roof
E Belt line to ground
Figure 12 A Total height from ground
10Bureau of Indian Standard
BIS is a statutory institution established under the Bureau of Indian Standards Act, 1986 to
promote harmonious development of the activities of standardization, marking and quality
certification of goods and attending to connected matters in the country.
Copyright
BIS has the copyright of all its publications. No part of these publications may be reproduced
in any form without the prior permission in writting of BIS. This does not preclude the free use,
in the course of implementing the standard, of necessary details, such as symbols and sizes, type
or grade designation. Enquiries relating to copyright be addressed to the Director
( Publications ), BIS.
Revision of Indian Standards
Indian Standards are reviewed periodically and revised, when necessary and amendments, if
any, are issued from time to time. Users of Indian Standards should ascertain that they are in
possession of the latest amendments or edition. Comments on this Indian Standard may be
sent to BIS giving the following reference:
Dot : No. TED 8 ( 4992 )
Amendments Issued Since Publication
Amend No. Date of Issue Text Affected
BUREAU OF INDIAN STANDARDS
Headquarters:
Manak Bhavan, 9 Bahadur Shah Zafal 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 331 13 75
Eastern : l/14 C. I. T. Scheme VII M, V. 1. P. Road, Maniktola 37 84 99, 37 85 61,
CALCUTTA 700054 I 37 86 26, 37 85 62
53 38 43, 53 16 40,
Northern : SC0 445-446, Sector 35-C, CHANDIGARH 160036
I 53 23 84
41 24 42, 41 25 19,
Southern : C. I. T. Campus, IV Cross Road, MADRAS 600113
I 41 23 15, 41 29 16,
Western : Manakalaya, E9 MIDC, Marol, Andheri ( East ) 632 92 95, 63 27 80,
BOMBAY 400093 632 78 92
Branches : AHMADABAD, BANGALORE, BHOPAL, BHUBANESHWAR, COIMBATORE
FARIDABAD, GHAZIABAD, GUWAHATI, HYDERABAD, JAIPUR, KANPUR,
LUCKNOW, PATNA, THIRUVANANTHAPURAM.
.
Printed at Printwell Printerr. Aligarh. India
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13073_1.pdf
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IS 13073 (Part 1): 2002
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Indian Standard
INSTALLATION, MAINTENANCE AND
OBSERVATION OF DISPLACEMENT MEASURING
DEVICES IN CONCRETE AND MASONRY
DAMS — CODE OF PRACTICE
PART 1 DEFLECTION MEASUREMENT USING PLUMB LINES
(First Revision)
lCS 17.040; 93.160
Q BIS 2002
BUREAU OF INDIAN STANDARDS
MANAK BHAVAN, 9 BAHADUR SHAH ZAFAR MARG
NEW DELHI 110002
November 2002 Price Group 5Hydraulic Structures Instrumentation Sectional Committee, WRD 16
FOREWORD
This Code (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.
Measurements of relative horizontal displacements of points in the interior of a dam provide the simplest and
direct method of the structural behaviour of the dam. Measurements of structural deformation over aconsiderable
period oft ime (several years) furnish 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, plumb line observations can
be used for ascertaining the elastic and inelastic physical properties ofthe 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.
Using micrometer microscope accuracy as high as 0.05 mm can be obtained.
Two types of plumb lines are inuse, namely (a) Direct plumb line, also designated aspendulum; and (b) Inverted
plumb line.
Direct plumb lines are used for measurement of the relative horizontal deflections of points inside the dam,
relative to a reference point in the lowest gallery, available closest to the base of the dam. As it isnot advisable
to instal the permanent deflection measuring equipment for plumb line observations while the construction is in
progress, on account of the great likelihood of damage to such costly equipment, it is a usual practice to instal
temporary plumb lines for observations during construction. Observations are made on temporary plumb line
till such a time that the permanent deflection measuring equipment is installed.
in the case of ainverted plumb line the vertical line isestablished by anchoring the bottom point ofthe plumb line and
fixing afloat to the top point. Depending on how deep the bottom point isanchored so asto be free from the influence
zone of the dam and reservoir load, the deflections of points inthe dam as observed are more or less absolute.
For choice and location of instruments inmasonry and concrete dams, reference ismade to IS 7436 (Part 2) :1997
‘Guide for types of measurement of structures in river valley projects and criteria for choice and location of
measuring instruments: Part 2 Concrete and masonry dams (frost revision)’.
This Code is being published in two parts as follows:
a) Part 1Deflection measurement using plumb lines, and
b) Part 2 Geodetic observation.
This Code was first published in 1991. The present revision has been taken up to incorporate the knowledge
gained during the use of this Code. The main changes incorporated in this revision are as following:
a) The words ‘Regular plumb line’ and ‘Reverse plumb line’ have been replaced by ‘Direct plumb line’
and ‘Inverted plumb line’ respectively,
b) Wordings of 4 and 10.1 have been modified so as to exp!ain the text in a better way, and
c) 8.2 and 8.3 have been added.
The composition of the Committee responsible far the formulation of this standard is given at Annex A..
1S 13073 (Part 1) :2002
Indian Standard i
INSTALLATION, MAINTENANCE AND
OBSERVATION OF DISPLACEMENT MEASURING
DEVICES IN CONCRETE AND MASONRY
DAMS — CODE OF PRACTICE
PART 1 DEFLECTION MEASUREMENT USING PLUMB LINES
(First Revision)
I SCOPE dam, it is preferable to line-the shaft. Observation
recesses at gallery locations are provided and fitted
This Code gives the details of the installation,
with airtight steel doors to prevent draft effect and
maintenance and observation of direct and inverted
unauthorized tampering of wire, after installation.
plumb line for measurement of horizontal deflections
of points inside a concrete or masonry dam. 3.2.2 Suspension Assemb~
SECTION 1 DIRECT PLUMB LINE The plumb line wire is suspended at the upper end of
the shaft by means of a collet and nut in the centre of
2 PRINCIPLE AND CONSTRUCTION
a heavy steel suspension spider (see Fig. 2) placed
Plumb line essentially consists of arust resistant wire over the shaft opening. Alternatively the arrangement
suspended from the top of the plumb line well (shaft) shown in Fig. 1detail Xmay be used. The suspension
provided for the purpose in the body of the dam, by device F consists of a roller bearing protected by
some suitable suspension arrangement and carrying a housing. Below the suspension device F isthe topmost
heavy plumb bob (weight) immersed in a damping clamping point or the point of rotation in the fixed
fluid contained in a can provided at the bottom of the plate K. The observations of the plumb line at any
plumb Iine well (see Fig. 1). Observation recesses are other point are thus relative to this point N. This
provided at the bottom and at suitable intermediate separation of the rotation point from the supporting
locations of the plumb line well (shaft) wherein are device ensures that the topmost point of rotation of
fixed deflection measuring equipments for the plumb line is not influenced in any way by the
observations ofposition of the plumb wire with respect plumb weight.
to a fixed reference mark in the observation recess.
For accurate measurement a thermometer stud must
The observations may be made mechanically by
be fixed at right angle to the support. It can be-made
directly reading the position of the wire against scales
from a piece of iron piping 40 mm long, I2 mm
fixed to the observation recess walls, as inthe case of
external diameter and 8-9 mm internal diameter. One
temporary plumb lines or by using micrometer
end ofthe tube isclosed by abottom of 3mm thickness.
microscope. Difference of the observed values of wire
In half the width of the beam a hole of corresponding
position from the reference-readings (initial readings)
diameter isbored and the stud ispressed in. The edges
when processed, provide values of the dam deflections
are elastically or autogeneously welded in order not
atthe level of suspension and atthe level of observation
recekses relative to the lowest measuring point of the to weaken the girder. The stud is used to receive a
plumb line. mercury thermometer. The diameter of the
thermometer should not exceed 8 mm. The change in
3 EQUIPMENT distance of the plumb line pivot from the wall due to
change in temperature can be computed from the
3.1 The various components that constitute the plumb
temperature readings.
line, temporary or permanent and equipment for
observation of dam deflection are as under. 3.2.3 Wire Plumb Bob and Dashpot
3.2 Plumb Line Assembly In order to obtain a greater measuring accuracy, the
plumb bob must be as heavy as possible. But an upper
3.2.1 Shuft
limit is given by the strength of the wire. A suitable
The shaft for housing the plumb line wire should be a material for the wire is rust proof and corrosion
vertical formed hole of about 450 mm diameter. Where resistant special steel having a strength of about
the shaft is located closer to the reservoir face of the 150 N/mmz. Stainless steel wire of about 1.2 mm and
1-c
1?=
INTERMEDIATE
OBSERVATION POINT
------J pL
DETAIL Z
DETAIL X
PLUMB LINE WEL1
Nr
z\
\
ASSUMED LINE OF EXCAVATION
! = Thermometer
F = PlumsLineSuspensionDevice
pL = Wire
~ = ClampingPlate
W = Weight
N = PlumbLinePivot
D = DripCover
C = ContainerforDampingFluid
FIG. 1 PLUMB LINE ASSEM<LYIS 13073 (Part 1) :2002
T
vA v
tn. _ 1520x2150 ADIT
iv:/6 ~~
_ 650
o In NUT SUSPENSION
COLLET SPIDER
‘H
h WELD
(+ 12.7 PLUMB
f LINE.,, r
STEEL PLATE
II ~ 450 FORMEDPLUMB LINE WELL
SUSPENSION ASSEMBLY
(COVER PLATE REMOVED)
q\ $ HARDENED STEEL CONE POINTED
SET SCREW M1OTIGHT FIT (3 t’dos)
b
WE_
4y 2
SUSPENSION SPIDER (STEEL) ‘4%%
@!!
“’3- .
Io
m
z
NUT (STAINLESS STEEL)
10 13 13 2
2 WIDE -
.4. _.-zz
mS-z
dJ3.5 DRILL
‘OT’ +* 2 cPl~2T0205 DRILL (TO SUIT WIRE)
COLLET (STAINLESS STEEL)
Alldimensionsinmillimetres.
FIG. 2 DEFLECTION MEASURING EQUIPMENTIS 13073 (Part 1) :2002
2.5 mm diameter maybe used for the plumb line, for 3.3.2.1 Micrometer microscope
plumb bobs weighing 150 N and 350 N respectively.
a) Reference and microscope — support bars
An invar wire having low coefficient of thermal
Within each observation recess two vertical
expansion may be used for long plumb lines in an
12 mm thick plates welded to form a right
environment susceptible to large variations in
angle are placed in a position to contain the
temperature.
plumb line within the 90° quadrant formed
The weight of the plumb bob depends on the length of by the plates. A stainless steel micrometer
the plumb line, mode of measurement and the desired
microscope support bar and reference bar
accuracy of measurement. Solid brass cylinder
each extend at right angle from each of the
weighing about 150 N and 350 N may be used as a
above plates, as shown in Fig. 3.
plumb bob for optical and mechanical mode of
b) Micrometer carriage and microscope
measurements respectively for the line length of 30 m
As shown in Fig. 3 carriage isconstructed in
to 200 m. For mechanical mode of measurement the
such a manner that its base slides over
plumb bob ismuch heavier than that for optical mode
carriage rod and anchored by conepoint
of measurement, to reduce the small horizontal
displacement produced by the contact arm of the screws seating into drilled recesses inthe rod.
instrument to a negligible amount. The cylinder Lead screw knob provides for reading to the
dimensions should be such so as to keep it immersed nearest 0.05 mm. The carriage should have
in non-corrosive damping oil contained in galvanized a total travel range sufficient to cover the
steel container for damping possible vibrations of the anticipated horizontal deflection.
wire. Microscope of 20-21 power and focussing
through 37 mm having cross hair in the eye
3.2.4 Suitable arrangement should be made to prevent
piece has been found suitable for observations
moisture condensation from falling into the oil. Where
of plumb lines in observation recesses
it happens to be excessive, a deflecting metal cover
may be clamped around the wire a few centimetres detailed in Fig. 1.
above the dashpot to prevent cumulative
4INSTALLATION
contamination of oil.
It is advisable to instal the plumb line assembly as
3.2.5 Intermediate Observation Points
soon aspossible atler completion ofthe structure. Care
These can be provided if access to plumb line is should be taken for keeping the plumb line wire at the
possible at intermediate elevations. centre of the plumb line shaft by adjusting suspension
device suitably. Initial reading should be recorded and
3.3 Deflection Measuring Equipment
treat this reading that is reading at the time of
3.3.1 Temporaty Plumb Line During Construction installation as zero.
For temporary plumb line, any arrangement providing
4.1 Deflection Measuring Equipment for Use with
measurement of plumb line position against scales
Micrometer Microscope
fixed in the observation recesses parallel and normal
to dam axis is suitable. The scales should be rust 4.1.1 Recess Fixture Installation
resistant and with vernier arrangement.
The recess fixture should be assembled as shown in
It may be further improved by providing an electric Fig. 3. Drill holes for expansion anchors and
circuit sothat the contact of the moving point attached reinforcing dowels in the recess concrete. DrilIing of
to the vernier with the plumb line is indicated by these holes should be done carefully to ensure desired
lighting a lamp. This reduces personal error in accuracy in alignment. Alignment maybe maintained
establishing the contact. More accurate instruments by using asmall wood jig, set on the floor of the recess
like micrometer screw can be used instead of vernier to hold the fixtures level and parallel to the faces of
for measuring the deflection. The choice ofaparticular the recess. Exact alignment is to be obtained by smal I
design depends on the desired accuracy. A transit so as to set up and turn 90° in galleries.
sophisticated instrument of this type is described
Grout the anchors and steel dowels in place when
below.
fixtures have been oriented to desired positions. Make
3.3.2 Permanent Plumb Line final check for carriage rod alignment and then encase
Itisdesirable to use micrometer microscope for better this frame in concrete. Instal permanent plumb line
accuracy in measurement of deflection. asdescribed below.
4IS 13073 (Part 1) :2002
PLAN~AIMICROSCOPE NOTSHOWNI
+4S0PLUMBPIPEWELL
111 ~:l+;~@S&JNLESS H
I
I !i--OUTLINEOFCONE
--
--w+--?-!
4
.
101-1 I I
//1
1000ABOVE
GALLARYF
SECTIONALELEVATIO‘2*N&dASTAEELPAN,pAN.
(SHOWINGMICROMETER-MICROSCOPE RECESSATBOiTOMREAOINGSTNSONLY
‘;ii”MEO 000R NOTSHOWN
I AnchorPlate
2 CarriageRod
3 MarkerRod
Alldimensions inmillimetres,
FIG. 3 DEFLECTION MEASURING EQUIPMENT
4.1.2 Suspending the Plumb Line through the shaft to the lower most point. When the
plumb bob plug is at the level of the damping pot, the
The permanent plumb line should be located at or
plug isscrewed into the bob, lowered into the damping
near the centre of the net opening of the shaft, which
pot and sufficient oil isadded to cover the plumb bob.
shou Idbe determined suitably by suspending atransit
plumb bob on string or cord of a length sufficient to The freely suspended bob is adjusted to an elevation
reach from the top of the shaft to the lowermost point just below the oil level in the dashpot, and the wire
(see Fig. 2). Kinks and twists in the wire should be permanently fixed atthe suspension point. The closing
avoided when installing the same. The wire previously nut of spring collet is tightened to securely grip and
wound on aspool in areeling rack isthreaded through hold the plumb line wire.
a hole in the centre of the plumb bob plug, removed
4.1.3 Marking Reference Points
previously, the interior of which contains a recess.
The wire istwisted around a short nail and hot solder After installation of the plumb line, plumb bob and
poured inthe cover of the nail to fill the recess. After placement of the plates is completed a permanent
the soider has cooled, the plumb bob plug is lowered reference mark is scratched on the 5 mm diameter
5.
IS 13073 (Part 1) :2002
stainless steel plug fixed inthe flat face of each marker micrometer slide position, when the right and
rod, care being taken to scratch the line vertically left edge of the wire coincide with the cross
against the prevailing position of the wire. hair intersection.
g) Difference of the average of step (c) and (d)
4.2 Deflection measuring equipment forusewith co-
readings and average of step (c) and (g)
ordimctcr or co-ordiscope. The detailed instructions
readings represents the position of the plumb
given by the manufacturer for installation of the
line wire with respect to the reference mark.
equipment should be followed.
h) Repeat step (c) through (g) twice more from
5OBSERVATIONS the same support bar.
5.1 Before taking a reading the plumb line wire is j) Repeat step (a) through (h) for the second
SIightty tapped to make sure of the sensitive reaction pair of carriage and marker rod.
by observing through the microscope or by reading
5.3 Observations with the Co-ordimeter
the dials of the co-ordimeter. When vernier scales are
used this practice may not be feasible aspersonal factor Taking observation with aco-ordimeter issimple. The
is involved in taking the reading. However, free reading of the left (scale 1) and right (scale 2) of the
movement of the plumb line wire should be checked co-ordimeter are taken and the longitudinal and
periodically. transverse deflections worked out.
if intermediate observation points described in 3.2.5
6 FREQUENCY OF OBSERVATIONS
are provided, they are turned in from top to bottom
and the corresponding readings are taken. Weekly observation should be made during the first
tilling ofthe reservoir after which fortnightly schedule
After the readings are taken the wire is released by
of reading may be adopted. More frequency schedule
swinging out the clamping plates from bottom to top.
of reading may be adopted when rate of reservoir rise
is fast. At least one reading must be obtained for the
5.2 Observations with Micrometer Microscope
highest and lowest reservoir level attained every year.
The observations are taken in following steps:
7 FORM OF RECORD
a) Set the micrometer carriage and microscope
Data observed from the plumb should be recorded in
assembly on a carriage rod and clamp the
a printed form which should be designed to suit the
entire assembly in a position such that the
reference mark and the plumb line fall within measuring equipment, namely, vernier scales or
microscope. The same should be got printed
the range of the micrometer slide.
sufficiently in advance at the time of commencement
b) Focus eye piece sharply on the system of cross
of the observations.
hairs.
c) Focus objective lens on the marker rod. Move Two copies of each set of observation should be
the slide and microscope to the left of the prepared, the original be sent to the design office or
reference mark and then by means of the officer responsible for processing observed data and
microscope slide wheel, bring back the slide the other copy retained at the site.
anti Ireference mark is centered at the cross
8ANALYSIS OF DATA
hair intersection, and record micrometer slide
position. 8.1 Magnitude of dam deflection at the level of
d) Repeat operation approaching reference mark suspension point or atany particular observation recess
from the right side record micrometer slide location relative to the lowest point of plumb line is
position. obtained by subtracting the magnitude” of movement
e) Focus objective lens on the plumb line and of plumb line wire at that level from that obtained at
move slide and microscope to the left, lowest level of the plumb line wire. Deflection values
bringing it slowly to coincide the cross hair so computed should be plotted to show the deflected
intersection with left edge of the wire. Read shape of the dam. Continuous plots of deflection at
and record micrometer slide position. the various observation levels, with correspond ing
Continue movement ofthe slide till cross hair reservoir level against time should be maintained for
pattern is centred over the right edge. Read watching the deflection trends and behaviour of the
and record micrometer slide position. dam.
0 Repeat operation approaching plumb wire 8.2 Typical daflected shape of the dam be obtained
edges from right side and reach and record during minimum and maximum reservoir )evel by
6IS 13073 (Part 1) :2002
plotting measured deflection normal to axis of dam at 10.1 Hole
various elevations of the dam.
Hole shall be of 100 mm diameter so as to permit free
8.3 Deflection normal to the dam axis versus reservoir positioning and movement of the wire in it even after
water level during filling and depletion ofthe reservoir maximum horizontal displacement of the foundation.
during the entire year be plotted for at least three years The depth of the hole shall be such that the anchorage
showing minimum three sets of filling and depletion point of the lower end of the wire in the foundation is
for plotting purpose. considered free from deformation due to dam and
reservoir loads.
SECTION 2 INVERTED PLUMB LINE
The hole has to be cased but for the bottom 1to 1.5 m
9 PRINCIPLE AND CONSTRUCTION which portion is filled with grout for anchoring the
lower end of wire attached to an anchorage unit.
For the direct plumb line the relative displacements
are determined by considering that the reference point,
10.2 Wire and Deflection Measuring Equipment
namely, the point corresponding to the lowest reading
station, remains fixed and does not experience any See 3.2.3 and 3.3.
shift in its position. In actual practice, however, the
10.3 Float
reference point itself undergoes horizontal displace-
ment on account of the foundation horizontal Float isessentially adouble walled hollow cylinder of
displacement under operating loads. So in order to steel covered at top and bottom but having a central
obtain correct evaluation of the displacements of dam hole through the top and the bottom cover for threading
points it is essential to ascertain the magnitude of the plumb wire from below and connecting it to the
foundation displacement and hence the shift of point suspension collet fitted inasuspension spider centrally
corresponding to the lowest reading station resulting supported on top of the float. The central opening in
from varying reservoir level. the float should be of sufficient size to accommodate
horizontal deflection of the dam at float level without
This measurement is made possible by the use of
contact with the plumb wire.
inverted plumb line, which essentially consists of a
rust-resistant wire the lower end of which is attached The size and height of the cylindrical float has to be
to an anchor grouted to the bottom of adrilled hole in designed in accordance with buoyancy principle to
the foundation while the suspension point (upper end) provide the specified liquid level below the top of tbe
isattached to a float which is buoyed up by water in a float as also below the top level ofthe cylindrical pipe
covered tank. To reduce evaporation, the water is welded in the centre of the tank bottom to provide
covered by a film of oil, continuation of the plumb line opening for extension
of the plumb wire through it.
[f the suspension point and float arrangement of the
inverted plumb line is installed in a gallery in which
10.4 Tank
tbe plumb bob and damping medium for the regular
plumb line is housed and the arrangement is so The tank iscylindrical inshape and maybe fabricated
positioned as to permit observation of the inverted from steel. An upright cylindrical pipe of the same
plumb line at an elevation corresponding to the lowest size as that of the plumb well should be welded
reading station elevation of the regular plumb line, centrally over the hole inthe centre ofthe tank bottom,
the horizontal deflection at this elevation as noted by to provide continuity of the plumb well for extending
the reverse plumb line can be added algebraically to the wire tothe suspension point on the float. The height
the relative horizontal deflections of points inthe dam ofthe upright pipe should be such as to preclude over-
at higher elevations as noted by the direct plumb line topping when tank istilled with water to such specified
to give the absolute horizontal deflections of these level that the resulting position of the float inthe water
points. would cause 150N/mm2 of tension inthe plumb wire.
However. if the inverted plumb line is extended all The tank should be provided with airtight cover to
the way up to the topmost available observation station, prevent evaporation of water and tampering of tloat
values of the absolute horizontal deflections of dam and suspension assembly. Suitable arrangement should
points become directly available by simple difference be provided for lifting the tank for repositioning it in
of the initial and successive observations. case the wire gets incontact with the above mentioned
upright cylindrical pipe.
10 EQUIPMENT
10.5 Concrete Pedestal
The items of equipment and other features required
Concrete pedestal of adequate size and height should
for installation and use of inverted plumb line, typical
be provided in the gallery for supporting the tank and
installation of which is shown in Fig. 4.
7
I.
IS 13073 (Part 1) :2002
0
h
m
FLOAT AS
*125 P
RECESS FOR DE
MEASURING E .
—
m
. II IN POSITION AND BEFORE
LOWERING THE ANCHOR
INTO THE HOLE
L ANCHOR
~COLLERS
>GROUT
GROUTING IN THE ANNULAR SPACE BETWEEN THE HOLE
AND OUTSIDE OF CASING PIPE ONLY TO BE CARRIED OUT
II WHEN IT 15 ENSURED THAT THE GROUT IN THE LOWEST
o I 1500mm I.e. AROUND THE ANCHOR HAS PROPERLY SET
o
0
-
l_L1.Ln--”’O
TOR STEEL BAR, 2000mm LONG
w,
DETAIL X
Alldimensions inmillimetres.
FIG.4 INVERTED PLUMB LINE(DEFLECTIONMEASURINGEQUIPMENTANDSIiEETCOVERINGNOTSHOWN)G
$
IS 13073 (Part 1) :2002
float assembly ensuring vertical continuity of the the plug. Atler the zinc has set, the plug is screwed
plumb wire. The height of the pedestal should be into the tapped hole’on top ofthe anchorage. The whole
sufficient to accommodate observation recess for anchorage unit assembly isthen lowered into the hole
installation of deflection measuring equipment for and positioned so that wire occupies central position
observation of the plumb wire. of the net vertical opening of the hole. The grouting
ofthe anchor should be done with a long pipe lowered
10.6 Anchorage Unit
up to a level of top of grout, that is 1.5 m above the
This may consist of 37 to 50 mm diameter reinforcing bottom of the hole.
steel bar, about 1.5to 2m in length with collars welded
After the grout has set, grouting of the annular space
to it at suitable spacing to provide the desired
between the casing pipe and the inside of the hole
anchorage action when grouted in position. Hole of
should be done,
suitable size and depth should be tapped centrally in
the top portion of the rod for attachment of plumb wire. The rest of the procedure of threading the plumb wire
through collet and supporting the suspension spider
11 METHOD OF INSTALLATION isthe same asdescribed in4.1 with the only difference
being inthis case, spider rests inthe specified position
For installation of deflection measuring equipment and
on the float top instead of the concrete pedestal.
suspension assembly (see 4.2). For installation of the
reverse plum line, stainless steel wire, sufficiently in
12 OBSERVATIONS, THEIR FREQUENCY,
excess ofthe length, required for any specified location
RECORD AND ANALYSIS OF DATA
is wound on a reeling rack and the free end of the
wire is passed through the hole in steel plug as The observations, their frequency, record and analysis
mentioned in 4.2 and tied to a small nail and pulled of data are same as in 5 to 8. The deflections in this
tight. Molten lead or zinc is poured into the recess of case are absolute.IS 13073 (Part 1) :2002
ANNEX A
(Foreword)
COMMITTEE COMPOSITION
Hydraulic Structures Instrumentation Sectional Committee, WRD 16
Organization Representative(s)
NationalHydroElectricPower Corporation Ltd, Faridabad SHRJBRHENDRA.%IARMA(Chairman)
AIMIL Ltd, New Delhi SSSRSS.P.GUPTA
SHRtS. C. JAIN(Alternate)
Bhakra Beas Management Board, Nangal Township, Punjab DrREcTorr/DAMSAFETY
EXECUTIVEENGINEER(Alternate)
Central Board of Irrigation& Power, New Delhi SrrruS.P.KAUSHISH
SHiUT. S. MURTHY(Alternate)
Central Building Research Institute, Roorkee SHIUJ. N. VAISH
SHRtY. PANDEY(Alternate)
Central Water &Power Research Station, Pune SHIUMATVI .M.BENDRE
SW C. K. HAYATNAGARXAR(Alternate)
Central Water Commission, New Delhi DIRECTORINSTRUMENTATION
DIRECTOREMB (N&W) (Alternate) &
Consulting Engineering Services (I)Ltd, New Delhi SHRIS. S. NARANG
SHIUS. R. TOLEY(Alternate)
Damodar Valley Corporation Ltd, Bihar CHIEFENGINEER(CIVIL)
SUPERINTENDINEGNGINEER(CIVIL)(Alternate)
Encardio-Rite Electronics Pvt Ltd, Lucknow StnuAMODGUJRAL
Stau SABAQAMAR(Alternate)
Irrigation Department, Government ofAndhra Pradesh, Hyderabad DIRECTOR
SOFERINTENDINGENGINEER(DAMS)(Alternate)
irrigation Department, Government ofMaharashtra, Nasik CHIEFENGINEER& DIRECTOR
Irrigation Department, Government ofPunjab, Chandigarh CHIEFENGINEER
DIRECTORDAM(Alternate)
Irrigation Research Institute, Roorkee CHIEFENGINEERDESIGN
SUPERINTENDINEGNGINEER(Aherrrate)
Irrigation Department, Government ofGujarat, Vadodara DIRECTOR
Karnataka Power Corporation Ltd, Karnataka CHIEFENGINEER(CIVILDESIGNS)
PROJECTENGINEERDESIGNS(Alternate)
Kcrala State Electricity Board, Kerala CHIEFENGINEER(CIVIL)
EXECUTIVEENGINEER(Alternate)
National tlydroelectric Power Corporation Ltd, Faridabad SHIUBALRAIJosm
SHRIN. K. JAIN(Alternate)
Public Works Department, Government ofTamil Nadu, Tamil Nadu SHRIM. DURAIRAJ
JOINTCHIEFENGINEER(Alternate)
Sardar Sarovar Narmada Nigam Ltd, Gandhinagar SUPERINTENDINEGNGINEER(NPHW CIRCLE)
(University ofRoorkee, Roorkee DRNAYANSHARMA
Vasi Shums &Corporation Private Ltd, Mumbai SHRIZ, M. KARACHIWALA
BIS Directorate General SHRIS. S. SETHI,Director & Head (WRD)
[Representing Directorate General (Ex-officio)]
Member Secretary
SHRIMATRIOSYDHAWAN
Joint Director (WRD), BIS
10Bureau of Indian Standards
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harmonious development of the activities of standardization, marking and quality certification of goods
and attending to connected matters in the country.
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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 (321).
Amendments Issued Since Publication
Amend No. Date of Issue Text Affected
BUREAU OF INDIAN STANDARDS
Headquarters :
Manak Bhavan, 9 Bahadur Shah Zafar Marg, New Delhi 110002 Telegrams : Manaksanstha
Telephones :3230131,3233375,323 9402 (Common to all offices)
Regional Offices : Telephone
Central : Manak Bhavan, 9 Bahadur Shah Zafar Marg 3237617
NEW DELHI 110002 { 3233841
Eastern : 1/14 C.I.T. Scheme VII M, V. I. P. Road, Kankurgachi 3378499,3378561
KOLKATA 700054 { 3378626, 3379120
Northern : SCO 335-336, Sector 34-A, CHANDIGARH 160022 603843
602025
{
Southern : C.I.T. Campus, IV Cross Road, CHENNAI 600113 2541216,2541442
2542519,2541315
{
Western : Manakalaya, E9 MIDC, Marol, Andheri (East) 18329295,8327858
MUMBAI 400093 ~832 7891,8327892
Branches : AHMEDABAD. BANGALORE. BHOPAL. BHUBANESHWAR. COIMBATORE. FARIDABAD.
GHAZIABAD. GUWAHATI. HYDERABAD. JAIPUR. KANPUR. LUCKNOW. NAGPUR.
NALAGARH. PATNA. PUNE. RAJKOT, THIRUVANANTHAPURAM. VISAKHAPATNAM.
Printed atPmbhat Offset Press, New Delhi-2
\
|
1885_3_8.pdf
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Is : 1885 ( Part III/Set 8 ) - 1974
ELECTROTECHNICAL VOCABULARY
PART 111 ACOUSTICS
Section 8 Architectural Acoustics
( First Reprint JUNE 1990 )
LJDC 001.4 : 534.84
@ Copyright 1975
BUREAU OF INDIAN STANDARDS
MANAK BHAVAN, 9 BAHADUR SHAH ZAFAR MARG
NEW DELHI llOW2
May 1975
Cr 2IS : 1885 ( Part III/Set 8 ) - 1974
Indian Standard
ELECTROTECHNICAL VOCABULARY
PART III ACOUSTICS
Section 8 Architectural Acoustics
Electrotechnical Standards Sectional Committee, ETDC 1
Chairman Represmting
Snnr J. S. ZAVERI Bharat Bijlee Ltcl, Bombay; nnd Rotating Machinery
Sectional Committee, ETDC 15, ISI
Members
SHRI H. V. BADRINATH Wireless Planning h Co-ordination Wing, Ministry
of Communications, New Delhi
QHRI V. K. BATRA National Physical Laboratory ( CSIR ), New Delhi
DR A. S. BHADURI National Test House, Calcutta
SHRI M. R. BHAT Conductors and Cables Sectional Committee,
ETDC 32, IS1
SHRI V. S. BHATIA Switchgear and Controlgear Sectional Committee,
E’I‘DC 17, IS1
BRIG N. DAYAL Ministry of Defence ( DGI )
LT-COL M. H. PAX ( Alfern& )
DIRECTOR Electronics & Radar Development Establishment
( Ministry of Dcfence ), Bangalore
DIRECTOR (TED ) Central Water 82 Power Commission ( Power Wing ),
New Delhi
DEPUTY DIRECTOR ( TED ) ( Allem& )
GENERAL MANAGER Directorate General of Posts & Telegraphs ( Ministry
of Communications ), New Delhi
DIRECTOR ( TRANSMISSION) ( Altcrnrte )
SHRI S. GHOEHAL Bharat Heavy Electricals Ltd, Bhopal
SHRI P. BHAl-rACHARYA ( Alternate )
SHRI S. N. MITRA Electronic Equipment Sectional Committee,
ETDC 24, ISI
SHR~ S. S. MURTHY Institution of Engineers ( India), Calcutta
PROF R. C. NARAYANAN General Nomenclature and Symbols Subcommittee,
ETDC 1 : 3, IS1
SHRI U. I(. PATWARDHAN Transformers Sectional Committee, ETDC 16, IS1
Dn G. M. PHADXE Indian Electrical Manufacturers’ Association,
Bombav
SHRI J. R. MAHAJAN (Alternate )
SARI R. RADHAKRISHAN Central Electrochemical Research Institute ( CSIR),
Karaikudi
SHRI H. N. VENKO~ARAO ( Al&mate )
( Continued on pace 2 )
@ Copyright 1975
BUREAU OF INDIAN STANDARDS
This publication is protected under the Indian Copyrigl~f Acr (XIV of 1957 ) and
reproduction in whole or in part by any means except with written perm)ssion of the
publisher shall be deemed to be an infringement of copyright under the said Act.IS 2 1885 ( Part III/ Set 8 ) - 1974
( ConfinutdJrom pogc 1 )
l4ltnrbcrs
SIIRI K. N. RAXASWAMY Electrical \Viring_ Accrssories Sectional Committee,
ETDC 44, Ibl
DR T. S. M. RAO Relavs Sectional Committt‘r, ETDC 35, IS1
Dlc H. V. K. UDUPA Sec&ilnrv Ccdlr 3rd 13atrcries Sectional Committee,
ETl~i: 1 I. ISI
DR B. H. WADIA Semjcnnducrrk Devices and Integrated Circuit3
Scctionnl Comrrlittcr. ETDC 40, IS1
SHR~ N. SRINIVAJAN. Director General, IS1 ( f?xx-oficlichiort tmbrr)
Director ( Elec tech ) ( Secrrlnry )
Co-rccre1ary
SHRI JACDISII C~IANDRA
Assistant Director ( 13cc Tcclr ), IS1
Acoustics Sectional Committee, ETDC 27
Choinnan
Da M. PANCIIOLY National Physical Laboratory ( CSIR), New Delhi
hlembrrr
SI~KI I. S. AHUJA Ahuja Radios, New Delhi
SIM H. K. L. AKORA AH India Radio and Electronics Association,
Bombay
SIIRI R. G. KESWANI ( Alkrnalc )
(Bombay)
SIIRI .\XUP CIIAUDIIURI ( Allrrnnfc )
( Calcul ta )
&RI L. S. V. EASWAR ( Alfcrnafc)
( Madras )
DR A. S. I%HADURI National Test IIouse, Calcutta
SIIHI U. 1’. Gtiosrr ( Alfcmnle)
LT-COL T. I<. &IALOTRA hlinislry of lkfcncc ( DGI )
hiAJ ‘r. S. CIIOWDIIARY ( Alfcrnnfc)
SIIRI I’. s. ENDLAW I’mIs Sr Tt.lqr.lpha I)<.])artnlrnt, New Delhi
SHRI .J. S. MONCA ~olton III&\LI i*ll Corlx,ration, New Delhi
SllFtl hl. S. hlONGA (.‘t/ftrnUfC)
( R&D)
Cum IL C. ~IU~HOLKAR hlinistry or Drfmcc
SIIRI M. S. NA~AYANAN ( Alfcrnnfe )
Skin1 K. D. PAVATE C~nrral I~lrct~mic~ 13lginecring Research Institute
( CSIR ), I’ilalli
SIIHI hf. R. I<APOOR ( A~ltnrafr)
DR U. S. ~RAHAKHISIINA Indian Inatitutr oTScirrrcr, BnngJore
k%*RclI EF;GINEEII ~>~rrc~or;Icc (;CII~I;,I <,I‘A ll Illtlia Kndio, New Delhi
SUHI hi. SANKARALINCAY Direclul att (;(.Iw~.I~ Cl1 Supplies & Disposals
( I Il\prction \\ ills ), Nc\v Iklhi
DR D. L. S~ILIRAIIMANYAM ,~;ir:,bh~~ I-ktI.oIIic\ l<c\cxkrch Ccntrr, Ahmedabad
StIWl L. C. VASWANI Railway 15u31d ( hlillialty ol Railways)
DEP~ITY DIRECTOR. STANDARDS
) ( Alfcnmtr)
( TELECOMMUNICATIONS
SHRI i. K. VISWANATII . I’hilll)s India I.ttl, Cnlcuctn; arm The Radio Electro-
nlcs & ‘I‘e’evihlon hlarlul’;lcturers’ Association,
SIIRI K. C. AJWANI Philips India Lrd, Calcutta
( AI~ernolr I )
SHHI I). Il. SHARMA The Radio Elrctronics & Television hlanufacturers’
( Al~rrrm~c 11 ) A~sociali8ln, 1\1~11l)ay
SIIRI N. SUINIVASAN, Director Gcnrlal, IS I ( I%-hficio Afctnbe)r
Director ( 13rc tech ) ( Secrrfar)y
2IS : 1885 ( Part IlI/Sec 8 ) - 1974
Indian Standard
ELECTROTECHNICAL VOCABULARY
PART III ACOUSTICS
Section 8 Architectural Acoustics
0. FOREWORD
0.1 This Indian Standard ( Part III/Set 8) was adopted by the Indian
Standards Institution on 12 December 1974, after the draft finalized by the
Elcctrotechnical Standards Sectional Committee, in consultation with the
Acoustics Sectional Committee had been approved by the Electrotechnical
Division Council.
0.2 This standard covers terms and definitions of Architectural Acoustics.
Attempt has bee11 made to line up the standard with the recommendations
of the International Klectroteclinical Commission.
0.3 This standard is one of a series of Indian Standards on electrotechnical
vocabulary. A list of standards so far published in this series: is given on
page 8.
0.4 Assistance has been de! ived from IEC rlocumeut 29 ( IEV-08 )
( Secretariat ) 100 ‘ Ilraft International electrotcchuical vocabulary ( 3rd
edition ) Croup 08 : Electra-acoustics, particularly Section 08-40 ‘ Architec-
tural acoustics ‘, issued by the International Electrotechnical Commission.
1. SCOPE
1.1 This standard ( Part III/Set 8) covers terms and defmitions relating
to architectural acoustics.
2. TERMS AND DEFINITIONS
2.1 Acoustic Resonator - Under consideration.
2.2 Acoustical Pnsulation Material - Material used in insulating against
flow of sound into a room.
2.3 Audiometric Room -Room insulated against outside noise and
having some sound absorption characteristics, intended for testing of
hearing.
*
3IS : 1885 ( Part III/See 8 ) - 1974
2.4 Dead Room - lioom characterized by an unusually large amount of
sound absorption.
2.5 Decay Rate - At a given point in a room and at a given frequency,
time rate at \vhich the sound pressure level decreases.
2.6 Diffuse-Field Distance -- 7‘hat distance from the acoustic centre of
a sound source at which the mean-square sound pressure of the direct
sound, average over all directions, is equal to the mean-square sound
pressure in the rcverbcrant room in which the source is placed.
2.7 Dissipation - Transfer of sound energy into heat.
2.8 Dissipation Coefficient - Ratio of sound energy dissipated as heat to
the energy of the incident sound wave.
2.9 Echo - Sound that has been reflected and arrives with such a magni-
tude and time interval after the direct sound as to be distinguishable as a
repetition of it.
2.10 Equivalent Absorption Area - Of an object or of a surface; area of
a surface having a sound power absorption coeffkient of unity that would
absorb sound energy in a reverberant room at the same rate as the object
or the surface. In the case of a surfke the equivalent absorption area is the
product of the area of the surface and its sound power absorption coefficient.
2.11 Eyring Coefficient --~~E quivalent sound absorption area attributed
to a surfAce by the eyring reverberation time formula, divided by the area
of the surface.
2.12 Flanking Transmission - Transmission of airborne sound from a
source room to an adjacent room but not via the common partition.
2.13 Flow Resistance-Quotient of the tlilrerence of pressure across a
sheet of pmous material to the volume velocity of flow per unit area of
the sheet.
2.14 Flow Resistivity - l:low resistance divided by thickness of the porous
sheet.
2.15 Flutter Echo - Rapid but nearly even succession of echoes coming
from the same sound sourer.
2.16 Free-Field Room /Anechoic Room - Rooms whose boundaries
absorb efk tivcly all the sound incident thereon, thereby affording free-field
conditions.
2.17 Helmholtz Resonator - Acoustic resonator consisting of a large
volume and a small orifice.
I .2.18 Impact-Sound Reducing Material - Material producing low
noise when struck by impacts or vibrations and attenuating the propagation
of the impact sound and the vibration.
4IS : 1885 ( Part III/Set 8 ) - 1974
2.19 Level Difference/Sound Isolation Between Rooms - Difference
between the mean sound pressure level in a room containing a source of
sound and the mean sound pressure ‘level in a receiving room.
2.20 Live Room - Room characterized by an unusually small amount of
absorption.
2.21 Mean Free Path - Distance travelled by sound waves in an enclosure
between successive reflections, avcraged over time and all initial directions
of propagation.
2.22 Mean Sound Pressure Level in a Room - Ten times the common
logarithm of the ratio of the mean scluare sound pressure in a room to tF:
square of the reference sound pressure, being taken over the entire roo
with the exception of those parts where the direct radiation of the sound
source or the near field of the boundaries ( walls, etc) is of significant
inHuence.
2.23 Multiple Echo - A succession of separate echoes from a single sound
source.
2.24 Normalized Impact-Sound Level - In the receiving room in a
specific frequency band, the mean sound pressure level in the receiving
room minus ten times the common logarithm of the ratio between the
reference absorption and the total absorpti\Jn of the receiving room.
2.25 Normalized Level Difference/Normalized Sound Isolation
Between Rooms - Level dilference between rooms plus ten times the
common logarithm of the ratio of the reference absorption to the total
absorption in the receiving room.
2.26 Porosity-Ratio of the volume of the internal holes and channels
in a porous absorber to its total volume.
2.27 Porous Absorber - Material with internal holes and channels that
presents resistance to flow of gas or liquid through the material.
2.28 Radiation Factor - Ratio of the sound power radiated by a plate
of a giver1 area, the dimensions of which are large in comparison with the
wavelength, to the power which would be radiated as a plane wave by a
plate of the same area vibrating in phase with the same effective velocity
amplitude.
2.29 Radiation Index- In decibels, ten times the logarithm to the base
ten of the radiation factor.
2.30 Random Incidence - Incidence in a diffuse sound fieId.
2.31 Reverberation Room - Room having a long reverberation time,
especially designed to make the sound field therein as diffuse as possible.
5IS: 1885 ( Part III/Set 8 ) - 1974
2.32 Reverberation Time- Of an enclosure, for a sound of a given
frequ;ncy or frequency band, the time that would be required for the sound
pressure level in the enclosure to decrease by GO decibels, after the source
has been stopped.
2.33 Room Absorption - Sum of sabine absorption5 due to objects and
surfaces in a room and of dissipation in the medium \vithin the room.
2.34 Sabine - Under consideration.
2.35 Sabine Absorption - Sound absorption defined by the sabine rever-
beration time equation. Sabine absorption is equal to 24 times the
volume of a room divided by the PI oduct of the reverberation time therein,
the speed of sound, and the common logarithm of the Naperian base.
NOTE 1 - The unit of absorption is the sabine when the uuit ol’ area is the square
foot or the metric sabine whrn the unit uf area is the square mctre.
KOTE 2 - The shortened phrase ‘ absorption in sabine ’ is undcr~tood to mean the
sabine absorption.
2.36 Sabine Coefficient - Of a surface, increase in sabine absorption,
due to introduction of the surface into a room, divided by the area of the
surface.
2.37 Sound Absorbing Material - Material characterized by relatively
large capability of absorbing sound.
2.38 Sound Absorption ( of Materials ) - Property possessed by
materials and objects of converting sound energy into ocher forms of energy
in an irreversible manner.
2.39 Sound Power Absorption Coefficient - At a given frequency and
for specified conditions, of a surfke, fraction of incident ,sound power not
reflected from the surface. Unless otherwise specified, a diffuse sound field
at the surface is to be understood.
2.40 Sound Power Reflection Coefficient-At a given frequency and
for specified conditions, of a surface, fraction of incident sound power
reflected by the surface.
2.41 Sound Pressure Reflection Coefficient - At a given frequency
and for specified conditions, of a SUI fact, fraction of incident sound pressure
reflected by the surface.
2.42 Sound Reduction Index of a Partition ‘Sound Transmission
Loss of a Partition,:Sound Insulatiou of a Partition - Level difIel,ence
between rooms plus ten times the Common logarithm of the ratio of the
area of the partition to the total absorption in the receiving room.
2.43 Standardized Impact-Sound - Transmitted noise due to standardi-
zed impact-sound machine tapping on a floor.
6IS : 1885 ( Part III/Set 8 ) - 1974
2.44 Statistical Absorption Coefikiek - Absorption coefficient measu-
red or calculated with plane waves at randomly disrributed angles of
incidence.
2.45 Wall Admittance-Quotient of the particle velocity at a parti-
cular frequency normal to a wall to the sound pressure acting on the wall.
2.46 Wall Impedance - Quotient of the sound pressure at a particular
frequeiicy acting on a wall ( or a wall covering) by the normal particle
velocity of the wall.INDIAN STANDARDS
ON
ACOUSTICS
IS:
1031-1967 Methods of measurements on loudspeaker and loudspeaker systems (first
rrui.sion )
1032-1957 General requirements and tests for pressure unit operated horn loudspeaker
system3
1033-1957 General requirements and tests for direct radiator moving coil loudspeakers
10341957 Loudspeaker system for community radio receivers
1301-1958 Code of safety requirements for electric mains-operated audio amplifiers
1302-1958 Methods of measurements on audio amplifiers
1490-1959 Recommendations for minimum petformaxlce r<xluircments of mains-operated
public address amplitirrs
1819-1961 Recommendations for general requirements ot‘ l)ublic address amplifiers
1881-1961 Code of practice for installation of indoor amplifying and sound distribution
systems
1882-1961 Code of practice for outdoor installation of public address systems
1885 ( Part IlI,‘Sec 1 )- 1965 Electrotechnical vocabulary: l’~rt III Acoustics; Section 1
Physical acoustics
1885 { Part III/Set 2 l-1966 Electrotcchnical vocabulary: P,II t III Acoustics; Section 2
Acoustical and electro-acoustical systems
1885 ( Part III/Set 3 )-I967 Electrotechnical vocabulary: Part III Acoustics; Section 3
Sound recording and reproduction
1885 ( Part III,‘Sec 4 )-1966 Electrotechnical vocabulary: Part III Acoustics; Section 4
Sonics, ultrasonics and underwater acoustics
1685 ( Part III/See 5 )-1966 Electrotechnical vocabulary: Part III Acoustics; Section 5
Speech and heating
1885 ( Part III/Set 6 )-1967 Electrotechnical vocabulary: Part III Acoustics; Section 6
Acoustical instruments
2032 ( Part XII j-1969 Graphical symbols used in electtotcchnology: Part XII Electro-
acoustic transducers, recording and reproduction systems
2264-1963 Preferred frequencies for acoustical measurements
2382-1970 Mounting dimensions of loudspeakers (Jr~l rerision )
2748-1964 hlcthods of measurements on microphones
3028- 1965 Method of measurement of noise emitted by motor vehiclcb
3641-1966 Methods of measurements on hearing aids
3931-1966 Sound level meters for the measurement of noise emitted by motor vehicles
3932-I 966 Sound level meters for general purpose use
3956-l 967 Dimensions of spools for magnetic tapes for sound tecotdillg and reproduction
4242-1967 Method of measurement of acoustical noise emitted by ballasts for gaseous dis-
charge lamps
4377-196’1 General requirements for magnetic tapes for sound recording and reproduction
4406-1967 General requirements for hearing aids
4479-1967 hlethods of measurements on magnetic tapes for sound recording :md reproduc-
tion
4480-1967 hlagnetic tapes for sound recording and reproduction
4482-1967 Hearing aids
4755-1968 Reference zero for the calibration of pure-tone audiometers
4758-1968 Methods of measurement of noise emitted by machines
60981971 Method of measurement of the airborne noise emitted by rotating electrical
machinery
6229-1971 Method of measurement of the real-ear attenuation of ear protectors at threshold
6370-1971 Tape cxusetta for domestic use
6391-1971 Magnetic and ceramic phonograph pick-ups
69641973 Octave, + Octave and 4 Octave band filters for analysis of sound and vibrations
7068-1973 6.25 mm calibration tape
7136-1973 Megaphones
7194-1973 Asscaamen r of noise exposure during work for hearing conserva.tion purposesBUREAU 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 Shall 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 1641
I
41 24 42
Southern : C. I. T. Campus, MADRAS 600113 41 25 19
( 41 2916
TWestern : Manakalaya, E9 MIDC, Marol, Andheri ( East ), 6 32 92 95
BOMBAY 400093
Branch Offices:
lus hpak’, Nurmohamed Shaikh Marg, Khanpur. 2 63 48
AHMADABAD 380001 I 2 63 49
SPeenya Industrial Area 1st Stage, Bangalore Tumkur Road 38 49 55
BANGALORE 560058 38 49 56
I
Gangotri Complex, 5th Floor, Bhadbhada Road, T. T. Nagar, 6 67 16
BHOPAL 462003
Plot No. 82/83. Lewis Road. BHUBANESHWAR 751002 5 36 27
531’5. Ward No. 29, R.G. Barua Road, 5th Byelane, 3 31 77
GUWAHATI 781003
5-8-56C L. N. Gupta Marg ( Nampally Station Road ), 23 1083
HYDERABAD 500001
63471
RI 4 Yudhister Matg. C Scheme, JAIPUR 302005
1 6 98 32
21 68 76
117/418 B Sarvodaya Nagar, KANPUR 208005
( 21 82 92
Patliputra Industrial Estate. PATNA 800013 6 23 05
T.C. No. 14/l 421. University P.O.. Palayam /6 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 Approach, P. 0. Princep 27 68 00
Street, Calcutta 700072
tSeler Office in Bombay is at Novelty Chambers, Grant Road, 89 86 29
Bombav 400007
2Safer Office in Bangalore is at Unity Building, Narasimharaja Square, 22 36 71
Bangalore 560002
Reprography Unit, BIS, New Delhi, India
|
7779_2_2.pdf
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IS : 7779 ( Part II/Se 2 ) - 1979
Indian Standard
SCHEDULE OF PROPERTIES AND
AVAILABILITY OF STONES FOR
CONSTRUCTION PURPOSES
PART II MAHARASHTRA STATE
Section 2 Engineering Properties of Building Stones
Stones Sectional Committee, BDC 6
Chairman Representing
SRRI B. RAMACHANDRAN Geological Survey of India, Calcutta
Members
SHRI S. R. PRADHAN (Alternate to
Shri B. Ramachandran )
SHRI K. K. A~RAWALA Builders’ Association of India, Bombay
SHRI K. K. MADHOK ( Alternafe)
SHRI R. K. BANSAL Delhi Marble Dealers’ Association, New Delhi
SHRIJ . K. CHARAN Engineer-in-Chief’s Branch ( Ministry of Defence )
SHRI K. KAMLANATHAN( Alternate )
CHIEF ARCHITECT Central Public Works Department, New Delhi
CHIEF ENGINEER ( B & R ) Public Works Department, Government of
Rajasthan, Jaipur
SHRI G. C. DAS National Test House, Calcutta
SHRI P. R. DAS ( Alternate )
SHRI Y. N. DAVE Department of Geology & Mining, Government of
Rajasthan, Udaipur
SHRI R. G. GUPTA ( Alternate )
DEPUTY DIRECTOR ( RESEARCH) , Public Works Department, Government of Uttar
PWD RESEARCHI NSTITUTE Pradesh, Lucknow
DEPW DIRECTOR ( RESEARCH), Public Works Department, Government of Orissa,
CONTROL & RESEARCH Bhubaneshwar
LABORATORY
DR M. P. DHIR Cenge!aefhiRoad Research Institute ( CSIR ), New
~DDNR. B. LAL ( Alternate) c
DIRECTOR,G ERI, VADODARA Public Works Department, Government of Gujarat,
Ahmadabad
DIRECTOR ( CSMRS ) Central Water Commission, New Delhi
DEPUTY DIRECTOR( CSMRS ) ( Alternate )
( Continued on page 2 )
@ Copyright 1979
INDIAN STANDARDS INSTITUTION
This publication is protected under the Indian Coprrighf Act ( XIV of 1957 ) and
reproduction in whole or in part by any means except with written permission ofthe
publisher shall be deemed to be an infringement of copyright under the said Act.IS I7779 ( Part H/Set 2 ) - 1979
( Continuedfrom page 1 )
Members Repesenting \
DIRECTQRM, ERI, NASIK Irrigation & Power Department, Government of
Maharashtra, Bombay
RESEARCHO FFICERM, ATERIAL
TESTING DIVISION, MERI,
NASIK ( Alternate)
SHRIM . K. GUPTA Himalayan Tiles and Marble Pvt Ltd, Bombay
DR IQBALA LI Engineering Research Laboratories, Government of
Andhra Pradesh, Hyderabad
SHRI A. B. LINQAM( Alternate )
SHRIP . J. JAGUS Institution of Engineers ( India ), Calcutta
SHRI R. C. JAIN Ministry of Shipping & Transport ( Roads Wing )
SHRI PREMS WARUP Department of Geology & Mining, Government of
Uttar Pradesh, Luckuow
SHRI A. K. AGARWAL ( Alternate )
DR A. V. R. RAO National Buildings Organization, New Delhi
SHRIJ . SEN GUPTA ( Alternate )
SUPERINTENDING ENGINEER Public Works & Electricity Department, Govern-
ment of Karnataka, Bangalore
SA:::%‘SN)oINo ENGINEER Public Works Department, Government of Tamil
( ;;m;; ) Nadu, Madras
CHIEF ENonn33~
( I & D ) ( Alternate )
SUPERINTENDING %NGINE-ER Public Works Department, Government of Andhra
Pradesh, Hyderabad
SIJ(P~~~~~~N?~~~~ INEER Public Works Department, Government of West
( PLANNINCC IRCLE) Bengal, Calcutta
SUPERINTENDINGS URVEYOR OF Public Works Department, Government of
WORKS Himachal Pradesh, Simla
SHRID . AJITHA SIMHA, Director General, IS1 ( &w&io Member )
Director ( Civ Engg )
Secretary
SHRI S. SENQUPTA
Assistant Director ( Civ Engg ), ISI
L
2IS:7779( Part II/Set2 )-
1979
Indian Standard
SCHEDULE OF PROPERTIES AND
AVAILABILITY OF STONES FOR
CONSTRUCTION PURPOSES
PART II MAHARASHTRA STATE
Section 2 Engineering Properties of Building Stones
0. FOREWORD
0.1T his Indian Standard ( Part II/Section 2 ) was adopted by the Indian
Standards Institution on 30 January 1979, after the draft finalized by the
Stones Sectional Committee had been approved by the Civil Engineering
Division Council.
0.2 Stones are available in large quantities in different parts of the country.
To choose and utilize them for various uses, it is necessary to know their
availability as well as their various physical properties. Accordingly this
Indian Standard is formulated to cover these informations. It is hoped
that with the publication of this standard it will be convenient for the
users to know the location of the various types of stones, and it will also act
as a guide for their proper selection depending upon their particular use.
This standard will give a general information for prospective builders who
use stone and stone aggregates. The final acceptance of these materials in
any work, would, however, be subject to the physical standards and other
specification and quality control requirements stipulated for individual
works.
0.2.1 This standard will be published in parts, each part covering a
State. For facility in compilation and use of the standard, each part is
divided in three sections. Accordingly Part II covers Maharashtra State
and is being issued in three sections. Section 1 gives information on the
availability of stones in the form of a map showing geological classification
and location of known stone quarries; Section 2 covers engineering
properties of building stones; and Section 3 covers engineering properties of
stone aggregates.
0.3 Theinformation contained in this section is based on the data provided
by Engineering Research Institute, Maharashtra State and covers data
collected up to the end of 1978. Further information, as and when
received, will be added as addendum to this standard.
3IS : 7779 ( Part II/Set 2 ) - 1979
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 II/Section 2 ) covers engineering properties of
building stones of Maharashtra State.
2. TEST RESU-LTS
2.1 The test results of building stones tested for some of the important
properties according to relevant Indian Standards are given in Table 1.
*Rules for rounding off numerical values ( rwised ) .
4
RIS t 7779 ( Part II/See 2 ) - 1979
TABLE 1 TEST RESULTS OF BUILDING STONES IN MAHARASHTRA STATE - Contd
NAME OF ROCK PHYSICAL PROPERTIES WEATHERING REMARKS
k. PLACE TYPE r------------ *_____-_-----__--_-_-_ -p-----7 (IS : 1125-19747 )
.Structure and Colour True Apparent Porosity, Water Compres- Trans- Shear Durability, &--A:;
Texture Specific Percent Absorp- sive verse Strength Percent’ Change Cha. nge
Gravity (IS: 1124- tion, Strength Strength kg/cm2 Loss in
(IS: 1122- (IS: 1124. ’ 1974:) Percent kg/cm* kg/cm* ( ::;:,/,6- Absorp- Vo;emc
1974f ) 1974x ) (IS: 1124- (IS: 1121- (IlS;;F’;l- non, Percent ’
19741) 19749) . Percent
(2) (3) (4) (5) (6) (7) (8) (9) (‘0) (11, (12) (13) (14)
Bhandardara Zeolitic Amygdaloidal Greyish - - - 1.27 - - - -
Quarry basalt black
Bhandardara Compact Aphanitic do 2.79 - 2.12 553~00 -
basalt
Near Bhandardara do do do 2.80 1 .oo 1227.00 -
Village
Quarry Near Compact Aphanitic do 2’70 - - 1.10 979.00 - -
Prawara Project basalt
do Zeolitic Amygdaloidal do 2.80 - 1.40 822.00 - - - -
basalt
Shandi Ghat Compact Aphanitic do 2.99 - - 1.91 73 1 .OO - - - -
Quarry basalt
Kolarghati Road do do do 2.79 - - 1.20 1136.00 - - -
Quarry
- -
Spillway Quarry Zeolitic Amygdaloidal do 2’70 1.53 635.00 -
basalt
do do do do 2.83 - - I .60 739.00 - - - - - -
Hill Slope Quarry do do do 2.62 - - 2.14 810.00 - -
do do do do 2.72 - 1.37 1095.00 - -
Shundi Ghatghar Compact Aphanitic do - - - 1.91 - - - -
Quarry basalt
Kolarghoti Road do do do - - 1.20 - - - - -
Quarry at Spill- Zeolitic Amygdaloidal do - - - 2.13 - - - - -
way Site basalt
Quarry Near do do do - - 3’16 - - - -
Buttress
Near Compact Aphanitic do - 1 .oo - -
basalt
2. AkOla
Akola do do do 2’90 - 0.31 2247.00 - - - - -
do Deccan Fine grained Light grey 2.95 2’90 1.73 0.31 2247.00 258.00 512.00 1.08 + 30.30 -0.192
Trap compact
basalt
( Con tinted )IS : 7779 ( Part II/Set 2 ) - 1979
TABLE 1 TEST RESULTS OF BUILDING STONES IN h%AHARASHTRA STATE - Contd
SL NAME OF ROCK PHYSICAL PROPERTIES WEATHERING REMARKP
No. PLACE TYPE r--- ______--------------- h~_______-_________--______~ ( IS : 1125-19740 )
Structure and Colour True Apparent Porosity, Water Compres- Trans- Shear Durability, r----h---~~
Texture ( IS : 1123- Specific Specific percent Absorp- sive verse Strength percent Change Change
(IS: 1123- 1975’ ) Gravity Gravity (;&l$l;4- tion, Strength Strength kg/cm2 Loss in
1975, ) (IS: 1122- ( IS: 1124- percent kg/cm2 kg/cm2 ( IS: 1121- i IS: 1126- Ab:ro- Volume.
1974t ) 19741 ) ( :s,;:;;4. ( IS: 1121- (IS: 1121. 19745) ‘974111 tion,’ percent
19744 j 1974s j percent
(1) (2) (3) (4) (5) (‘31 (7) (8) (9) (‘0) Vlj (12) (‘3) (14) (15) (‘G)
B & C Dn. Zeolitic Amygdaloidal Greyish 2.83 - 0.77 827.00 - - - - -
Murtizapur basalt black
do do do do - 0.77 - -
3. Amravati
Amravati Compact Aphanitic do 2.80 - 1.76 755.00 - - - -
basalt
Wadi Quarry Deccan Fine grained Black 2.09 2.80 6.87 1.76 755.00 177.00 650.00 0.51 -46.59 -O.OGO
trap basalt
4. Aurangabad
Aurangabad Compact Aphanitic Greyish 2.67 - - 3.02 693.00 - - -
basalt black
Zeolitic Amygdaloidal do 2.67 - 1.41 344.00 -
basalt
Aurangabad Deccan Fine grained Black 2.98 2’67 10.47 1.41 344.00 121.00 216-00 1.32 -13.21 -0.771 Surface of
Nagar Road trap amygdaloidal specimens
7 Miles prophyritic became
basalt rough at
the end
of 20 cy-
cles of
durability
Hoshangate Deccan Medium Grey 2.95 2’67 9.41 3.02 603.00 - - 2.86 -10.13 -6.355 Surface
Quarry trap grained became
compact rough after
basalt durability
test
5 Bddhana
Jambudhota compact Aphanitic Greyish 2.82 - - 3.10 561,OO .- - -
Quarry basalt black
Kund Quarry do do do 2’80 - - 3.27 673.00 - - - - -
6. Bhir
Bhir do do do 2.88 - - 0.53 2290.00 - -- - -
Rajuri Quarry Deccan Fine grained Dark 3.00 2’88 3.94 0.53 2290.00 339.00 201 .oo 0.06 -26.45 + 0.032
trap compact basalt grey
( Confinued )
7IS 8 7779 ( Part II/Set 2 ) - 1979
TABLE 1 TEST RESULTS OF BUILDING STONES IN MAHARASHTRA STATE - Contd
PHYSIClrL PROPERTIES WEATHBRING REMARKS
SL NAMRO F ROCK ___---em -- c --------------------_-__-- (> I S -! -1 125-197471,1, ,
No. PLACE TYpB ’ Structure and Colour True Apparent Porosity, Water Compres- Trans- Shear Dre;di:‘, r--*----,
Texture Specific Percent Absorp- sive verse Strength Change Cha. nge
I IS : 1123- Gravity ( :“95:!:4- tion, Strength Strength kg/cm2 Loss *
’ 19752) ( IS: 1124- Percent kg/cm” kg/cm* f IS: 1121- f IS: 1126- Ab::rn- Vottme.
19743 ) ( ;Sl;:” ( I;7:;;l‘ ( :“g;zl;;1- 19741) ’ 197411) tion; Percent
Percent
(1) (2) (3) (4) (5) (6) (7) (8) (9) (10) (11) (12) (13) (14) (15) (16)
Hatnur Dam Dn. c;sz1”,“t Aphanitic Greyish 2’85 - - 0.86 1432.00 - - - - - -
black
do Zeolitic Amygdaloidal do 2’70 - - 3.43 41180 - - - - - -
basalt
Sakegaon Quarry Compact Aphanitic do 2.85 - - 2.67 460.00 - - - - - -
basalt
do do do do - - - 2.67 - - - - - - -
Kandari Quarry do do do - - - 2.63 - - - - - - -
do do do do 2.73 - 2’63 393.00 - - - - - -
Bharana Quarry do do do - - 2’93 - - - - - - -
Derabardi Quarry Deccan Medium Greenish 3.31 2.86 13.56 0.38 1001~00 - - 0.46 +13*31 Nil -
trap grained grey
basalt
Takarkheda Deccan Medium Light grey 3.23 2.72 15.73 2.93 71890 - - 0.57 +4*61 -0 13 1 Surface
trap grained became
slightly rough after
weathered durability
basalt test
10. Ndk
Karanjwan Dam Compact Aphanitic %zF 2.61 - - 0.85 208.00 -
Foundation basalt
do do do do 2.62 - - 1.00 355.00 - -
Karaqjwan Dam Zeolitic do 2’68 - - 1.46 236.00 -
Dn. Foundation basalt
ofDam
do do do do 2’65 - - 2’50 208.00 - - - - - -
do do do do 2.74 - 0.84 301*00 - - - - -
do do do do - - 1.46 - - - - - - -
do c;rontct Aphanitic do - - 1.00 - - - - - - -
Palkhed Canal Dn. do do do 2’90 - - 0.62 1923.00 - - - - - -
Weir Site
( Continued )
9IS : 7779 ( Part II/Set 2 ) - 1979
TABLE 1 TEST RESULTS OF BUILDING STONES IN MAHARASHTRA STATI? - Confd
PHYSICAL PROPERTIES WEATHERING REMARKS
SL NAMEOP ROCK _ __ _____----.-.--~---_4- 7 (IS: 1125-1974n)
No. PLACE TYPE .Structure and Colour True Apparent Water Compres- Trans- Shear Durability,
Texture ( IS : 1123- Snecific Specific AbsorD- sive verse Streneth Percent -Change Chanbe
1975’ ) G>avitv C&avitv (IS: 1124- tion: Streneth Streneth lid&' Loss in
Ab::rp Volume,
tion, Percent
Percent
(1) (2) (3) (4) (5) (6) (7) (8) (9) (10) (12) (13) (14) (15) (16)
Mano;;d Lasalgaon C;Fsgtct Aphanitic Greyish 2.88 - - 1.63 673.00 - - -
black
Dabhadi HO do do 2’87 - - 0.96 2005.00 - - -
Burai River Bridge do do do 2.73 - - 2.49 684 00 - - - -
Village Chimthan
do do do do 2.90 - - 2.07 1313.00 - - -
Nandgaon Quarry do do do 2.80 - - 1.67 1615.00 - -
do do do do 2.90 - - 0.32 2694.00 - - - -
Vaitarna Masonry do do do 2.76 - - 1.10 1496.00 - - - - -
Dam Dn. Dam
Foundation
do do do do 2.76 - - 2.20 841 *OO - - - -
do do do do 2’75 - - 2*bo 680.00 - - - - - -
Chankapur Zeolitic Amygdaloidal do 2’74 - 2.64 597.00 - - - -
Quarries basalt
do do do do 2.73 - - I.15 968.00 - -
do do do do - - - 2.64 - - - - - -
do do do do - - 1.15 - - - - - -
Spillway Quarry do do do 2.56 - - 3.68 509’00 - - - - -
db do do do 2.7 - - 1.06 408.00 - - - -
Indhwani Quarry do do do 2.80 - - 1.65 822.00 - - - -
do do do do 2.83 - - l-18 658.00 - - - - -
do do do do 2.96 - - 0.96 658.00 - - -
Mahadevi Quarry do do do 2’81 - - 2.07 936.00 - -
do do do do 2.83 - - 1.83 635.00 - - -
Nasik do do do 2.64 - - 0.33 831*00 - - - -
Special Project do do do 2.65 - - 2.34 746.00 - - - -
Dn. Foundation
of Dam
Dabhadi C.o mpa. ct Aphanitic do - - - 0.96 - - - - -
basalt
10IS : 7779 ( Part II/Set 2 ) - 1979
TABLE 1 TEST BESULTS OF BUILDING STONES IN MMIABASHTBA STATE - Cot&
NAME OF ROCK PHYSICAL PROPERTIES WEATHERINIJ REMARKS
PLACE TYPE I -p-- -p----y ( IS: 1125-1974~ )
Structure and Shear Dyrb;;p --*--
Texture Strength e ‘Change Change’
kg/c& Loss
( ;%ll;l- ( IS: 1126- AbGrp- Vo/ulne
197411) tion, Percen;
Percent
(1) (2) (3) (4) (5) (7) (8) (‘0) (‘1) (‘2) (13) (14) (15) (‘6)
11. Osmanabad
Osmanabad Compact Aphanitic Greyish 2.96 - - 0.23 2814.00 - - - -
basalt black
do do do do 2.93 - - 0.22 1346.00 - - - - - -
do d0 do do 2.90 - - 0.46 989.00 - - - - - -
do do do do 2'95 - - o-50 665.00 - - - - - -
do Deccan Fine grained Black 3.01 2’95 1.96 0’50 665.00 195,oo 561 *OO 0.34 -34.43 -0.124 -
trap basalt
Latur Quarry do Medium Greenish 3.01 2.93 2.56 0.22 1346.00 103’00 527’00 o-34 + 76.26 -0.128 -
grained grey
compact
basalt
Udgir Quarry Silicious Fine grained Dark grey 2.97 2.90 2.29 0.46 989.00 319’00 750.00 0.41 +2*35 +0*212 -
rock compact
basalt
12. Parbhani
Gohan Quarry Deccan Medium Dark grcy 2.93 2.71 7-44 1.27 808.00 142.00 205.00 4-56 -23.52 -0.097 Cores scaled-
grained out a thin
compact layer of the
basalt thickness of
0.05” after
durabi-
lity test
13. Pune
Poona Compact Aphanitic Grcyish 2’97 - 140 521.00 - -
basalt black
14. Ratnagiri
Ratnagiri do do do 2.90 - 0’52 159.2~00 - - - - - -
d0 Dcccan Medium Light grey 2.95 2’90 1.73 0.52 1592.00 283.00 512.00 0.80 +10-90 -0.61 -
trap grainkd
compact
basalt
( Continued)
11IS : 7779 ( Part II/See 2 ) - 1979
TABLE 1 TEST RFSULTS OF BUILDING STONES IN MAHARASI-ITRA STATE - Contd
PHYSICAL PROPERTIES WEATHERING REMARKS
SL NAME or ROCK _-___- ____-- ----h-~ ------ --------- I IS: 1125-1974ll1
No. PLACE TYPE ‘Structure and Water Compres- Trans- Shear Durabilitv.’ ,~-_,_-~~
Texture Absorp- sive verse Strength Percent Change Change
(;“,;Mt’,“- tion, Strength Strength kg/cm2 Loss
Percent kg/cm’ Abszrp- Voltnme
IS,: 1124- ( ;&lp4- tion, Percen;
1974$ ) Percent
(1) (2) (3) (4) (5) (6) (7) (8) (9) (‘0) (“1 (‘2) (13) (‘4) (15, (16)
15. Sangali
Sangali Compact Aphanitic Fa;;h 2.90 - 0.51 1238’00 -_ - - - - -
basalt
do do do do 2.89 - - 0.55 1378.00 - - - -
do do do do 2.85 - - 0.76 1271*00 - - - -
do do do do 2.91 - 0.36 1165.00 - - - - - -
do Zeolitic Amygdaloidal do 2’91 - 0.46 1296.00 - - - - - -
basalt
Birnal Quarry Deccan Fine grained Grey 3.08 2’91 5.81 0.46 1296.00 237.00 826.00 o-09 -38.11 -0.364 -
trap amygdaloidal
basalt
Pavi Quarry do Fine grained Black 3.02 2.90 4.12 0.56 1238.00 194.00 484.00 O-25 -4844 -0.450 -
basalt
Siddhewadi do do do 3.03 2.91 4.40 0.36 1165.00 187.00 378.00 0.42 -26.02 -0.272 -
Talichi Quarry do do Grey 3.02 2’89 4.64 0’55 1378.00 212.00 507.00 0.19 -45-49 -0.885 -
Tasgeon do Fine grained Black 3.03 2.85 6.29 0.76 1271.00 187.00 481 *OO 0.29 -34.5 1 A.519 -
prophyritic
basalt
16. Satara
Satara Zeolitic Amygdiiloidal Greyish 2.91 - - 0.41 1214*00 - - - - - -
basalt black
do Deccan Fine grained Black 3.06 2.91 5.09 0.60 916.00 163.00 502.00 0.11 -15.05 -0.23 -
trap amygdaloidal
basalt
17. Sholapur
Sholapur do do do 3.07 2.96 3.52 0’41 1214.00 1224.00 631.00 0.46 $7-29 -0*054 -
do Zeolitic Amygdaloidal Greyish 2.96 - - 0.41 1214~00 - - - - -
basalt black
Ujjani Quarry compact Apbanitic do 2.89 - 0.87 1833.00 - - - -
basalt
do do do do 3.00 - - 140 1s ds*oo - - - -
do do do 2’87 - - 0.96 1571.00 - - - - -
( Continued)
I2
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2720_10.pdf
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IS 2720( Part 10): 1991
wtism;F;
argfiamt i
m 10 md
(Fw+w
IndiavtS tandard
METHODS OF TEST FOR SOILS
PART 10 DETERMINATION OF UNCONFINED COMPRESSIVE STRENGTH
Second Revision
/ )
FiKst Rqrillt MAY 1992
UDC 624.131.439.4
.
@ BIS 1991
BUREAU OF INDI.AN STANDARDS
MANAK IIHAVAN, 9 RAHADUR SHAH ZAFAR MARG
NEW DELHI 110002
Junuary 1991 Price Group 26&l, and Soil Engineering Sectional Committee, CED 23
FOREWORD
Thii Indian Standard was adopted by the Bureau of Indian Standards, after the draft finalized by Soils
and Soil Engineering Sectional Committee had been approved by the Civil Engineering Division Council.
With a view to establish uniform procedure for determination of different characteristics of aoils, Indian
Standard methods of test for soils ( IS 2720 ) covering each propmty in separate parts have been brought
out. This Part deals with method for determination of unconfined compressive strength of soils. For the
determination of shearing strength a specimen may or may not be subjected to a lateral pressure during
the test. When it is not, the test is known as unconlined compression test. The purpose of this test is to
obtain a quantitative value of compressive and shearing strength of soils in an undrained state.
This standard was first published in 1964 and revised .in 1973. In this second revisioo, the major modi-
fications made are:
a) More details for the apparatus used for the test incorporated,
b) The method of preparation of specimen elaborated,
c) Procedure based on the experience gained in the use of this test in the past 15 years elaborated,
and
d) Various fbrmulae and valuer expreued in SI units.IS 2720 ( Part 10 ) : 1991
Indian Standard
METHODSOFTESTFORSOILS
PART 10 DETERMINATION OF UNCONFINED COMPRESSIVE STRENGTH
Second Revision )
(
1 SCOPE 4.2 Proving Ring
1.1 This Standard ( Part 10 ) describes the The selection of the proving ring shall depend on
method for determining the unconfined compres- the following:
sive strength of clayey soil, undisturbed, remoul-
ded or compacted, using controlled rate of strain. For relatively weak soil with qu less than 100
KPa ( 1 kgf/cms ) load shall be measurable to
2 REFERENCES 1 KPa ( *Ol kg/cm” ). For soils with qu equal
to or greater than 100 KPa ( 1 kgf/cms ) load
2.1 The following Indian Standards are the neces- shall be measurable to the nearest 5 KPa ( 0.05
sary adjuncts to this standard. kgf/cms ). The calibration of the proving ring
shall be checked frequently, at least once a
IS No. Title year.
2132 : 1986 Code of practice for thin- 4.3 Deformation Dial Gauge
walled tube sampling of
soils ( second revision ) Axial deformation of the sample shall be measu-
red with a dial gauge having a least count of
2720 ( Part 2 ) : 1953 Methods of test for soils: 0.01 mm and travel to permit not less than 20
Part 2 Determination of
percent axial strain.
water content ( second
revision ) 4.4 Vernier Callipers
Suitable to measure physical dimensions of the
3 TERMINOLOGY test specimen to the nearest O-1 mm.
3.0 For the purpose of this standard, the following 4.5 Timer
definitions shall apply.
Timing device to indicate the elapsed testing time
to the nearest second may be used for establishing
3.1 Unconfined Compressive Strength, qu
the rate of strain.
It is the load per unit area at which an uncon-
4.6 Oven
fined cylindrical specimen of soil will fail in the
.axial compression test. Thermostatically controlled, with interior of non-
corroding material capable of maintaining the
iK\;OTE - If the axial compression force per unit area temperature at 110°C f 5°C.
has not reached a maximum value even at 20 percent
axiai strain, qu shall be taken as the value obtained at
4.7 Weighing Balances
20 percent’ axial strain.
Suitable for weighing soil specimens specially.
4 APPARATUS Specimens of less than 100 g shall be weighed to
the nearest 0.01 g whereas specimens of 100 g or
4.1 Compression Device larger shall be weighed to the nearest 0.1 g.
The compression device may be any of the follow- 4.8 Miscellaneous Equipment
ing types:
Specimen trimming and carving tools, remoulding
a) Platfom weighing scale equipped with a apparatus, water content cans, data sheets, etc, as
screw-jack activated yoke; required.
b) Hydraulic loading device;
5 PREPARATION OF TEST SPECIMEN
c) Screw jack with a proving ring; and
5.1 The type of soil specimen to be used for test
d) Any other loading device.
shall depend on the purpose for which it is
Al1 these loading devices shall have sufficient tested and may be compacted, remoulded or
capacity and strain control. undisturbed.
1IS 2720 ( Part 10 ) t 1991
NOTE - However this test specimen is not suitable 5.3.5 Where the prevention of the possible deve-
for sample containing,appreciable quantity of silt and lopment of appreciable capillary forces is required,
sand.
rhe specimens shall be sealed with rubber mem-
5.2 Specimen Size branes, thin plastic coatings, or with 5 coating ot
grease or sprayed plastic immediately after
The specimen for the test shall have a minimum preparation and during the entire testing cycle.
diameter of 38 mm and the largest particle contai-
5.3.6 Representative sample cuttings taken from
ned within the test specimen shall be smaller than
the tested specimen shall be used for the deter-
l/8 of the specimen diameter. If after completion
mination of water content.
of test on undisturbed sampie, it is found that
larger particles than permitted for the particular 5.4 Remoulded Specimen
specimen size tested are present, it shall be noted
in the report of test data under remarks. The The specimen may be prepared either from a
height to diameter ratio shall be within 2 to 2.5. failed undisturbed specimen or from a disturbed
Measurements of height and diameter shall be soil sample. In the case of failed undisturbed
made with vernier callipers or any other suitable specimen, the material shall be wrapped in a thin
measuring device to the nearest 0.1 mm. rubber membrane and thoroughly worked with
the fingers to assure complete remoulding. Care
5.3 Undistdrbed Specimens shall be taken to avoid entrapped air, to obtain
a uniform density, to remould to the same void
Undisturbed specimens shall be prepared from
ratio as that of the undisturbed specimen, and to
large undisturbed samples or samples secured in
preserve the natural water content of the soil.
accordance with IS 2132 : 1986.
5.5 Compacted Specimen
5.3.1 When samples are pushed from the drive
sampling tube the ejecting device shall be capable When compacting disturbed material, it shall be
of ejecting the soil core from the sampling tube done using a mould of circular cross-section with
in the same direction of travel in which the dimensions corresponding to those given in 5.3.
sample entered the tube and with negligible Compacted specimen may be prepared at any
disturbance of the sample. Conditions at the time predetermined water content and density.
of removal of the sample may dictate the direction
of removal, but the principal concern should be 5.5.1 After the specimen is formed, the ends shall
to keep the degree of disturbance negligible. be trimmed perpendicular to the long axis and
removed from the mould. Representative sample
NOTES cuttings shall be obtained or the entire specimen
shall be used for the determination of water
1 Three specimens obtained by trimming and carving
from undisturbed soil samples shall be tested. content after the test.
2 When the sample is ejected horizontally, a curved 6 PROCEDURE
plate may be provided to butt against the sampling
tube such that the ejected specimen slips over it freely,
6.1 The initial length, diameter and weight of
This ~111 avoid bending of the specimen and facilitate
bringing specimen to vertical position in many cases. the specimen shall be measured and the specimen
placed on the bottom plate of the loading device.
5.3.2 The specimen shall be handled carefully to The upper plate shall be adjusted to make contact
prevent disturbance, change in cross section, or
with the specimen.
loss of water. If any type of disturbance is likely
to be caused by the ejection devicq the sample 6.2 The deformation dial gauge shall be adjusted
tube shall be split lengthwise or be cut off in to a suitable reading, preferably in multiples of
small sections,to facilitate removal of the specimen 100. Force shall be applied so as to produce axial
without disturbance. If possible carved specimen strain at a rate of 0.5 to 2 percent per minute
should be prepared in a humid room to prevent, causing failure with 5 to 10. The force reading
as far as possible, change in water content of the shall be taken at suitable intervals of the defor-
soil. mation dial reading.
NOTE - Up to 6q/, axial strain force, readings may be
5.3.3 The specimen shall be of uniform circular
taken at an interval of 0.5 mm of the deformation dial
cross-section with ends perpendicular to. the axis reading. After 6% axial strain, the interval ma’: be
of the specimen. increased to 1.0 mm and, beyond 12qb axial strain it
may be increased even further.
5.3.4 Specimen of required size may be carved
6.3 The specimen shah be compressed ur:til
from large undisturbed specimens. When sample
failure surfaces have definitely developed, or rL:e
condition permits use of a vertical lathe, which
stress-strain curve is well past its peak, or until :In
will arcommodate the total sample, the same may
axial strain of 20 percent is reached.
be used as an aid in carving the specimen to the
required diameter. Tube specimens may be tested 6.4 The failure pattern shall be sketched carefu!lt
without trimming except for squaring of ends. and shown on the data sheet or on the sheet
I 2IS 2720 ( Part 10 ) : 1991
presenting the stress-strain plot. The angle be- c) Compressive stress, eO, shall be determined
tween the failure surface and the horizontal may from the relationship:
be measured, if possible, and reported.
P
6.5 The water content of the specimen shall be UC= A
determined in accordance with IS 2720 ( Part
2): 1973 using samples taken from the failure where
zone of the specimen.
P = the compressive force, and
7 CALCULATIONS AND PLOTTING
A = average cross-sectional aera.
7.1 Stress-strain values shall be calculated as
follows:
7.2 Values of stress Q,, and strain e obtained
a) The axial strain, e, shall be determined from 7.1 shall be plotted. The maximum stress
from the following relationship: from this plot gives the value of the unconfined
compressive strength 9”. In case no maximum
e= AL occurs within 20 percent axial strain, the unconfi-
LO ned compressive strength shall be taken as the
where stress at 20 percent axial strain.
n L = the change in the specimen length
7.3 In the case of soils which behave as if the
as read from the strain dial indi-
angle of shearing resistance 4 = 0 ( as in the case
cator, and
of saturated clays under undrained conditions )
L, = the initial length of the specimen. the undrained shear strength or cohesion of the
b) The average cross-sectional area, A, at a soil may be taken to be equal to half the uncon-
particular strain shall be determined from fined compressive strength obtained from 7.2.
the following relationship:
A0 8 REPORT
A =-
l-e
8.1 The observations of the test shall be suitably
where recorded giving details indicated in Annex A. A
A,, = the initial average cross-sectional recommended po forma for the record of observa-
area of the specimen. tions is given in Annex A.
ANNEX A
( Clause 8.1 )
PRO FORMA FOR RECORD OF OBSERVATIONS OF UNCONFINED
COMPRESSION TEST
Project Date:
Tested by:
A-l .Details of Soil Samples
i) Location
ii) Boring No.
iii) Depth
iv) Visual description of soil
v) Date of sampling
A-2 Details of apparatus used
A-3 Details of load measuring device
A-3.1 Calibration factor
A-4 Details of the soil specimens:
i) Undisturbed remoulded or compacted
ii) Specific gravity of the soil
3IS 2720( Part 10 ):1991
iii) Initial diameter, D, mm
iv) Initial length, L, mm
v) Initial area, A, cm2
vi) Initial volume, V. ems
vii) Initial mass of the specimen g
viii) Initial density g/cmB
ix) Initial water content percent
x) Initial degree of saturation percent
xi) Where test has been performed at in situ
density, and water content/maximum dry
density optimum water content
A-5 Observations of compression test
Rate of Strain:
Deformation Axial defor- Axial Area Proving Axial Compressive Remark
dial reading mation strain ( ems ) ring force stress
(mm) e N ( kgf) KPa
A = 4; re$;;ng
( kg/cm’ )
A-6 Sketch of failed specimen and description of failure:
A-7 Water content of the specimen after test ( determined from water content samples taken from
the failure zone of the specimen )
A-8 Unconfined compressive strength ( qu ) KPa
A-9 Undrained shear strength ( if applicable ) KPa
A-10 Remarks
NOTE- Remarks should include observations with reference to 5.2 regarding the maximum particle size in the
specimen.
4shDd8rdIu8rk
The use of the Standard Mark is governed by the provisiona of the Bureaouf fndiu &%adds
Ad, 1986a nd the Rulea 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 auperviscd by BIS and operated by the producer. Standard
marked products are also continuously checked by BIS for conformity to that standard aa 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 Standa&.Bmrmmmofbdi8mStmdmdm
BIS is a statutory institution established under the Burmu of Indian Shndards Act, 1986 to promote
harmonious development of &e activities of standardization, marking and quality c&t&cation of goods
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BIS has the copyright of all its publications. No part of these publications may be reproduced in any form
without the prior permission in writing of BIS. This does not preclude the free use, in the course of
implementing the standard, of necessary details, such as symbols and sizes, type or grade designations.
Bnquiries relating to copyright be addressed to the Director ( Publications ), BXS.
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 ( 4449 )
Amendments Issped Since Publication
Amend No. Date of Issue Text Affected
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इंटरनेट मानक
Disclosure to Promote the Right To Information
Whereas the Parliament of India has set out to provide a practical regime of right to
information for citizens to secure access to information under the control of public authorities,
in order to promote transparency and accountability in the working of every public authority,
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timely dissemination of this information in an accurate manner to the public.
“जान1 का अ+धकार, जी1 का अ+धकार” “प0रा1 को छोड न’ 5 तरफ”
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“The Right to Information, The Right to Live” “Step Out From the Old to the New”
IS 1608 (2005): Mechanical testing of metals - Tensile
Testing [MTD 3: Mechanical Testing of Metals]
“!ान $ एक न’ भारत का +नम-ण”
Satyanarayan Gangaram Pitroda
““IInnvveenntt aa NNeeww IInnddiiaa UUssiinngg KKnnoowwlleeddggee””
“!ान एक ऐसा खजाना > जो कभी च0राया नहB जा सकता हहहहै””ै”
Bhartṛhari—Nītiśatakam
“Knowledge is such a treasure which cannot be stolen”IS 1608 : 2005
ISO 6892 : 1998
Indian Standard
METALLIC MATERIALS - TENSILE TESTING AT
AMBIENT TEMPERATURE
( Third Revision)
Second Reprint JULY 2008
ICS 77.040.10
C> BIS 2005
BUREAU OF INDIAN STANDARDS
MANAK SHAVAN, 9 SAHADUR SHAH ZAFAR MARG
NEW DELHI 110002
May 2005 Price Group 13Mechanical Testing of Metals Sectional Committee, MTD 3
NATIONALFOREWORD
This Indian Standard ( Third Revision) which is identical with ISO 6892 : 1998 -Metallic materials
Tensile testing at ambient temperature' issued by the International Organization for Standardization
( ISO ) was adopted by the Bureau of Indian Standards on the recommendations of the Mechanical
Testing of Metals Sectional Committee and approval of the Metallurgical Engineering Division Council.
This Indian Standard was originallypublished in 1960 and subsequently revised in 1972and 1995. This
revision of the standard has been taken up to align it with ISO 6892 : 1998 by adoption under dual
numbering system.
The text of the ISO Standard has been approved as suitable for publication as an Indian Standard
without deviations. Certain terminclogy and conventions are, however, not identical to those used in
Indian Standard. Attention is particularly drawn to the following:
a) Wherever the words 'International Standard'appear, referring to this standard, they should be
as read as 'Indian Standard'.
b) Comma ( ,) has been used as adecimal markerwhile in Indian Standards, the current practice
is to use a point ( .) as the decimal marker.
Inthis adopted standard, referenceappearsto certain InternationalStandards for which Indian Standards
also exist. The corresponding Indian Standards which are to be substituted in their places are listed
below along with their degree of equivalence forthe editions indicated:
InternationalStandard CorrespondingIndian Standard Degree ofEquivalence
ISO 286-2 : 1988 ISO system of IS 919 ( Part 2 ) : 1993 ISO systems Identical
limits and fits - Part 2 :Tables of of limits and fits: Part 2 Tables of
standard tolerance grades and limit standardtolerance grades and limit
deviations for holes and shafts deviations for holes and shafts
( first revision)
ISO 377 : 1997 Steel and steel IS 3711 : 1990 Wrought steel Technicalty
products- Location and preparation Selectionand preparationofsamples equivalent
of samples and test pieces for and test pieces for mechanical test
mechanical testing ( first revision )
ISO 2566-1 : 1984 Steel IS 3803 ( Part 1 ) : 1989 Steel Identical
Conversion of elongation values Conversion of elongation values:
Part 1 :Carbon and low alloy steels Part 1 Carbon and low alloys steels
( second revision)
ISO 2566-2 : 1984 Steel IS 3803 ( Part 2 ) : 1989 Steel do
Conversion of elongation values Conversion of elongation values:
Part 2 : Austenitic steels Part 2 Austenitic steels ( second
revision)
ISO 7500-1 : 19861 ) Metallic IS 1828 (·Part 1 ) : 1991 Metallic do
materials Verification of materials ~ Verification of static
static uniaxial testing mac.hines uniaxial testing machines: Part 1
Part 1 :Tensile testing machines Tensile testing machines ( second
revision)
1) Since revisedin2004.
( Continuedonthirdcover)IS 1608: 2005
ISO 6892: 1998
Indian Standard
METALLIC MATERIALS - TENSILE TESTING AT
AMBIENT TEMPERATURE
( Third Revision)
1 Scope
This International Standard specifies the method for tensile testing of metallic materials and defines the
mechanical properties which can be determined at ambient temperature.
2 Normative references
The following standards contain provisions which, through reference in this text, constitute provisions of
this International Standard. At the time of publication, the editions indicated were valid. All standards are
subject to revision, and parties to agreements based on this International Standard are encouraged to
investigate the possibility of applying the most recent editions of the standards indicated below.
Members of lEG and ISO maintain registers of currently valid International Standards.
ISO 286-2:1988, ISO system oflimits andfits - Part 2: Tables ofstandard tolerance grades andlimit
deviations for holes andshafts.
ISO 377:1997, Steelandsteelproducts - Location andpreparation ofsamples and test pieces for
mechanical testing.
ISO 2566-1:1984, Steel- Conversion ofelongation values - Part 1:Carbon andlowalloysteels.
ISO 2566-2:1984, Steel- Conversion ofelongation values - Part2: Austenitic steels.
ISO 7500-1:1986, Metallic materials - Verification ofstatic uniaxial testing machines - Part 1: Tensile
testing machines.
ISO 9513:-1), Metallicmaterials - Verification ofextensometers usedin uniaxial testing.
3 Principle
The test involves straining a test piece by tensile force, generally to fracture, for the purpose of
determining one or more of the mechanical properties defined in clause 4.
The test is carried out at ambient temperature between 10°C and 35 °C, unless otherwise specified.
Tests carried out under controlled conditions shall be made at a temperature of 23 °C ± 5°C.
1) To be published. (Revision of ISO 9513:1989)
1
1-2708fS12OO8IS 1608: 2005
ISO 6892: 1998
4 Definitions
For the purpose of this International Standard, the following definitions apply.
4.1 gauge length (I..):Length of the cylindrical or prismatic portion of the test piece on which
elongation shall be measured. In particular, a distinction is made between:
4.1.1 original gauge length (L ): Gauge length before application of force.
o
4.1.2 final gauge length (l~lJ): Gauge length after rupture of the test piece (see 11.1).
4.2 parallel length (L ): Parallel portion of the reduced section of the test piece.
c
NOTE - The concept of parallel length is replaced by the concept of distance between grips for non-machined
test pieces.
4.3 elongation: Increase in the original gauge length (L ) at any moment during the test.
o
4.4 percentage elongation: Elongation expressed as a percentage of the original gauge length (L ).
o
4.4.1 percentage permanent elongation: Increase in the original gauge length of a test piece after
removal of a specified stress (see 4.9), expressed as a percentage of the original gauge length (La).
4.4.2 percentage elongation after fracture (A): Permanent elongation of the gauge length after
fracture (l..u- 1.10)' expressed as a percentage of the original gauge length (1."0)'
A
In the case of proportional test pieces, only if the original gauge length is other than 5,65 2) where So
is the original cross-sectional area of the parallel length, the symbol A shall be supplemented by an
index indicating the coefficient of proportionality used, for example:
A11,3 = percentage elongation of a gauge length (IJo) of 11,3 [5;.
In the case of non-proportional test pieces, the symbol Ashall be supplemented by an index indicating
the original gauge length used, expressed in millimetres, for example:
=
,1 mm percentage elongation of a gauge length (L )of 80 mm.
80 o
4.4.3 percentage total elongation at fracture (At): Total elongation {elastic elongation plus plastic
elongation) of the gauge length at the moment of fracture expressed as a percentage of the original
gauge length (1-"0)'
2) 5,65
vt Si o: =
5v(4-sf;:
2IS 1608: 2005
ISO 6892: 1998
4.4.4 percentage elongation at maximum force: Increase in the gauge length of the test piece at
maximum force, expressed as a percentage of the original gauge length (La).A distinction is made
between the percentage total elongation at maximum force (A gt) and the percentage non-proportional
elongation at maximum force (A ) (see figure 1).
g
4.5 extensometer gauge length (L ): Length of the parallel portion of the test piece used for the
e
measurement of extension by means of an extensometer.
It is recommended that for measurement of yield and proof strength parameter L ~ L
e o/2.
It is further recommended that for measurement of parameters "at" or "after" maximum force. J-Je be
approximately equal to lJo.
4.6 extension: Increase in the extensometer gauge length (La) at a given moment of the test.
4.6.1 percentage permanent extension: Increase in the extensometer gauge length, after removal of
a specified stress from the test piece, expressed as a percentage of the extensometer gauge length
(Le)·
4.6.2 percentage yield point extension (A ): In discontinuous yielding materials, the extension
e
between the start of yielding and the start of uniform work hardening. Itis expressed as a percentage of
the extensometer gauge length (La).
4.7 percentage..reduction ofarea (Z): Maximum change in cross-sectional area (So - Su)'which has
occurred Quring the test expressed as a percentage of the orignal cross-sectional area (So),
4.8 maximum force (F ): The greatest force which the test piece withstands during the test once the
m
yield point has been passed.
For materials, without yield point, it is the maximum value during the test.
4.9 stress: At any moment during the test, force divided by the original cross-sectional area (So) of the
test piece.
4.9.1 tensile strength (R m): Stress corresponding to the maximum force (F m).
4.9.2 yield strength: When the metallic material exhibits a yield phenomenon, a point is reached during
the test at which plastic deformation occurs without any increase in the force. A distinction is made
between:
4.9.2.1 upper yield strength (R ): Value of stress at the moment when the first decrease in force is
eH
observed (see figure 2).
3IS 1608: 2005
ISO 6892: 1998
4.9.2.2 lower yield strength (R ): Lowest value of stress during plastic yielding, ignoring any initial
eL
transient effects (see.figure 2).
4.9.3 proof strength, non-proportional extension (/\fJ): Stress at which a non-proportional extension
is equal to a specified percentage of the extensomcter gauge length (/. (see figure 3). The symbol
f)
used is followed by a suffix giving the prescribed percentage, for example: I~po.~~.
4.9.4 proof strength, total extension (R t): Stress at which total extension (elastic extension plus
plastic extension) is equal to a specified percentage of the cxtensorneter gauge length (/. ) (see figure
c
4). The symbol used is followed by a suffix giving the prescribed percentage for example: /\to.s.
4.9.5 permanent set strength (/~r): Stress at which, after rernoval of force, a specified permanent
elongation or extension expressed respectively as a percentage of the original gauge length (/"0) or
extensometer gauge length (l"e) has not been exceeded (see figure 5).
The symbol used is followed by a suffix giving the specified percentage of the original gauge length (/"0)
or of the extensometer gauge length (t e), for example: J~rO.2'
5 Symbols and designations
Symbols and corresponding designations are given in table 1.
6 Test piece
6.1 Shape and dimensions
6.1.1 General
The shape and dimensions of the test pieces depend on the shape and dimensions of the metallic
product from which the test pieces are taken.
The test piece is usually obtained by machining a sample from the product or a pressed blank or
casting. However products of constant cross-section (sections, bars, wires, etc.) and also as-cast test
pieces (i.e. cast irons and non-ferrous alloys) may be tested without being machined.
The cross-section of the test pieces may be circular, square, rectangular, annular or, in special cases, of
some other shape.
Test pieces, the original gauge length of which is related to the original cross-sectional area by the
= ~
equation lJo k are called proportional test pieces. The internationally adopted value for k is 5,65.
The original gauge length shall be not less than 20 mm. When the cross-sectional area of the test piece
is too small for this requirement to be met with the coefficient kvalue of 5,65, a highervalue (preferably
11.3) or a non-proportional test piece may be used.
In the case of non-proportional test pieces, the original gauge tength (1.10) is taken independently of the
original cross-sectional area (So).
The dimensional tolerances of the test pieces shall be in accordance with the appropriate annexes
(see 6.2).
4IS 1608: 2005
ISO 6892: 1998
Table 1- Symbols and designations
Reference
number 1) Symbol Unit Designation
Test piece
1 a2) mm Thickness of a flat test piece or wall thickness of a tube
2 b mm Width of the parallel length of a flat test piece or
average width of a longitudinal strip from a tube or
width of flat wire
3 d mm Diameter of the parallel length of a circular test piece,
or diameterof round wire or internal diameterof a tube
4 D mm External diameter of a tube
5 1..10 mm Original gauge length
- L' mm Initial gauge length for determination of A
0 g
i;
6 mm Parallel length
- La mm Extensometer gauge length
7 l.lt mm Total length of test piece
8 L u mm Final gauge length
- c; mm Final gauge length after fracture for determination
of 14 (see annex H)
9
9 So mm2 Original cross-sectional area of the parallel length
10 Su mm2 Minimum cross-sectional area afterfracture
- -
k Coefficient of proportionality
11 Z 0/0 Percentage reduction of area:
So - Su x100
So
12 - - Gripped ends
5
2-210BISflOOIIS 1608; 2005
ISO 6892: 1998
Table 1 (concluded)
Reference
number') Symbol Unit Designation
Elongation
13 - mm Elongation after fracture:
L.,u - Lo
I
14 .43) 0/0 Percentage elongation after fracture:
L u- L
o
x 100
La
15 I~'e 0/0 Percentage yield point extension
- ~Lm mm Extension at maximum force
16 A g 0/0 Percentage non-proportional elongation at maximum
force (F m)
17 0/ Percentage total elonqation at maximum force (/4~m)
4·'gt 10
18 At °/0 Percentage total elongation at fracture
19 - % Specified percentage non-proportional extension
20 - % Percentage total extension (see 28)
21 - 0/ Specified percentage permanent set extension or
0
elongation
Force
22 F N Maximum force
m
Yield strength - Proof strength - Tensile strength
23 R eH N/mm2 Upperyield strength 4)
24 R N/mm2 Lower yield strength
eL I
I
25 u.; N/mm2 Tensile strength I
26 R N/mm2 Proof strength, non-proportional extension
p
27 R N/mm2 Permanent set strength
r
28 R N/mm2 Proof strength, total extension
t
- E N/mm2 Modulus of elasticity
1) See figures 1 to 13.
2) The symbol Tis also used in steel tube product standards.
3) See 4.4.2.
4) 1 N/mm2 = 1MPa
6IS 1608: 2005
ISO 6892: 1998
6.1.2 Machined test pieces
Machined test pieces shall incorporate a transition curve between the gripped ends and the parallel
length ifthese have different dimensions. The dimensions of this transition radius may be important and
it is recommended that they be defined in the material specification if they are not given in the
appropriate annex (see 6.2).
The gripped ends may be of any shape to suit the grips of the testing machine. The axis of the test
piece shall coincide with or be parallel to the axis of application of the force.
The parallel length (l~c) or, in the case where the test piece has no transition curve, the free length
between the grips, shall always be greater than the original gauge length (L ).
o
6.1.3 Non-machined test pieces
If the test piece consists of an unmachined length of the product or of an unmachined test bar, the free
length between the grips shall be sufficient for gauge marks to be at a reasonable distance from the
grips (see annexes Aand D}.
As-cast test pieces shall incorporate a transition radius between the gripped ends and the parallel
length. The dimensions of this transition radius are important and it is recommended that they be
defined in the product standard. The gripped ends may be of any shape to suit the grips of the testing
machine. The parallel length (L )shall always be greaterthan the original gauge length (L ).
c o
6.2 Types
The main types of test piece are defined in annexes A to D according to the shape and type of product,
as shown in table 2. Other types of test piece can be specified in product standards.
Table 2- Main types of test piece
Type of product
Sheets - Flats Wire - Bars - Sections
• •
e
® ~ Corresponding
annex
with a thickness with a diameter or side in millimetres of
in millimetres of
-
0,1 ~ thickness < 3 A
-
<4 B
~3 ~4 C
Tubes 0
6.3 Preparation oftest pieces
The test pieces shall be taken and prepared in accordance with the requirements of the International
Standards for the different materials (eg. ISO 377).
7IS 1608: 2005
ISO 6892: 1998
7 Determination of original cross-sectional area (So)
The original cross-sectional area shall be calculated from the measurements of the appropriate
dimensions. The accuracy of this calculation depends on the nature and type of the test piece. It is
indicated in annexes Ato Dfor the different types of test piece.
8 Marking the original gauge length (L )
o
Each end of the original gauge length shall be.marked by means of fine marks or scribed lines, but not
by notches which could result in premature fracture.
For proportional test pieces, the calculated value of the original gauge length may be rounded off to
the nearest multiple of 5 mm,provided that the difference between the calculated and marked gauge
length is less than 10 of L . Annex F gives a nomogram for determining the original gauge length
% o
corresponding to the dimensions of test pieces of rectangular cross-section. The original gauge length
shall be marked to an accuracy of ± 1
%.
If the parallel length (L ) is much greaterthan the original gauge length, as, for instance, with
c
unmachined test pieces, a series of overlapping gauge lengths may be drawn.
In some cases, it may be helpful to draw, on the surface of the test piece, a line parallel to the
longitudinal axis, along which the gauge lengths are drawn.
9 Accuracy oftesting apparatus
The testing machine shall be verified in accordance with ISO 7500-1 and shall be of class 1 or better.
When an extensometer is used it shall be of class 1 (see ISO 9513) for the determination of upper and
lower yield strengths and for proof strength (non-proportional extension); for other properties (with
higher extension) a class 2 extensometer (see ISO 9513) can be used.
10 Conditions oftesting
10.1 Speed oftesting
Unless otherwise specified in the product standard, the speed of testing shall conform to the following
requirements depending on the nature of the material.
10.1.1 Yield and proof strengths
10.1.1.1 Upperyield strength (R )
eH
Within the elastic range and up to the upperyield strength, the rate of separation of the crossheads of
the machine shall be kept as constant as possible and within the limits corresponding to the stressing
rates in table 3.
8IS 1608: 2005
ISO 6892: 1998
Table 3- Rate of stressing
_--
•.. --1
Modulus of elasticity Rate of stressing 1
of the material (I:) !
N/mm2 N/mm2·s-1 jI
_····--·~4
_.-
min. --ma-x. I
f--..----~-- ~-------'1
< 150 000 2 20
.,I
_J
~=;~ 150 000 6 60
10.1.1.2 Lower yield strength (ReL)
If only the loweryield strength is being determined, the rate of straining during yield of the parallel length
of the test piece shall be between 0,000 25/5 and 0,002 5/s. The straining rate within the parallel length
shall be kept as constant as possible. If this rate cannot be regulated directly. it shalt be fixed by
regulating the rate of stressing just before yield begins, the controls of the machine not being further
adjusted until completion of yield.
In no case shall the rate of stressing in the elastic range exceed the maximum rates given in table 3.
10.1.1.3 Upperand lower yield strengths (R eH and R eL)
If the two yield strengths are determined during the same test, the conditions for determining the lower
yield strength shall be complied with (see 10.1.1.2).
10.1.1.4 Proof strength (non-proportional extension) and proof strength (total extension)
(R p and R t)
The rate of stressing shall be within the limits given in table 3.
Within the plastic range and up to the proof strength (non-proportional extension or total extension) the
straining rate shall not exceed 0,002 5/s.
10.1.1.5 Rateof separation
If the testing machine is not capable of measuring or controlling the strain rate, a cross head separation
speed equivalent to the rate of stressing given in table 3 shall be used until completion of yield.
10.1.2 Tensile strength (R m)
10.1.2.1 In the plastic range
The straining rate of the parallel length shall not exceed 0,008/5.
10.1.2.2 In the elastic range
If the test does not include the determination of a yield stress (or proof stress), the rate of the machine
may reach the maximum permitted in the plastic range.
10.2 Method of gripping
9
3-210BIS1200HIS 1608: 2005
ISO 6892: 1998
The test pieces shall be held by suitable means such as wedges, screwed grips, shouldered holders,
etc.
Every endeavourshall be made to ensure that test pieces are held in such a way that the force is
applied as axially as possible. This is of particular importance when testing brittle materials or when
determining proof stress (non-proportional elongation) or proof stress (total elongation) or yield stress.
11 Determination of percentage elongation after fracture (A)
11.1 Percentage elongation after fracture shall be determined in accordance with the definition given
in 4.4.2.
For this purpose, the two broken pieces of the test piece are carefully fitted back together so that their
axes lie in a straight line.
Special precautions shall be taken to ensure proper contact between the broken parts of the test piece
when measuring the final gauge length. This is particularly important in the case of test pieces of small
cross-section and test pieces having low elongation values.
Elongation after fracture (L - L >shall be determined to the nearest 0,25 mm with a measuring device
u o
with 0,1 mm resolution and the value of percentage elongation after fracture shall be rounded to the
nearest 0,5 If the specified minimum percentage elongation is less than 5 it is recommended that
%. %,
special precautions be taken when determining elongation (see annex E).
This measurement is, in principle, valid only if the distance between the fracture and the nearest gauge
mark is no less than one third of the original gauge length (/Jo). However, the measurement is valid,
irrespective of the position of the fracture, if the percentage elongation after fracture is equal to or
greater than the specified value.
11.2 For machines capable of measuring extension at fracture using an extensometer, it is not
necessary to mark the gauge lengths. The elongation is measured as the total extension at fracture, and
it is therefore necessary to deduct the elastic extension in order to obtain percentage elopgation after
fracture.
In principle, this measurement is only valid iffracture occurs within the extensometer gauge length (L e).
The measurement is valid regardless of the position of the fracture cross-section ifthe percentage
elongation after fracture is equal to or greaterthan the specified value.
NOTE- Ifthe product standard specifies the determination of percentage elongation afterrupture for a given
gauge length, the extensometergauge length shall be equal to this length.
11.3 If elongation is measured over a given fixed length, it can be converted to proportional gauge
length, using conversion formulae or tables as agreed before the commencementof testing (for example
as in ISO 2566-1 and ISO 2566-2).
NOTE- Comparisonsof percentage elongation are possible only when the gaugelength or extensometergauge
length, the shape and area of the cross-section are the same or when the coefficientof proportionality (k)isthe
same.
10IS 1608 : 2005
ISO 6892: 1998
11.4 In orderto avoid having to reject test pieces in which fracture may occur outside the limits
specified in 11.1, the method based on the subdivision of t.;into N equal parts may be used, as
described in annex G.
12 Determination of percentage total elongation at maximum force (A )
gt
The method consists of determining on the force-extension diagram obtained with an extensometer, the
extension at maximum force (~Lm).
Some materials exhibit a flal plateau at maximum force. When this occurs, the percentage total
elongation at maximum force is taken at the mid-point of the flat plateau (see figure 1).
The extensometer gauge length shall be recorded in the test report.
The percentage total elongation at maximum force is calculated by the following formula:
~4n
A =-- x100
gt
La
If the tensile test is carried out on a computer controHed testing machine having a data acquisition
system, the elongation is directly determined at the maximum force.
For information, a manual method is described in annex H.
13 Determination of proof strength, non proportional extension (R )
p
13.1 The proof strength (non-proportional extension) is determined from the force-extension diagram by
drawing a line parallel to the straight po:tion of the curve and at a distance from this equivalent to the
prescribed non-proportional percentage, for example 0,2 0/0. The point at which this line intersects the
curve gives the force corresponding te) the desired proof strength (non-proportional extension). The
latter is obtained by dividing this force by the original cross-sectional area of the test piece (~"o) (see
figure 6).
Accuracy in drawing the force-extension diagram is essential.
If the straight portion of the force-extension diagram is not clearly defined, thereby preventing drawing
the parallel line with sufficient precision, the following procedure is recommended (see figure 6).
When the presumed proof strength has been exceeded, the force is reduced to a value equal to about
10 of the force obtained. The force is then increased again until it exceeds the value obtained
%
originally. To determine the desired proof strength a line is drawn through the hysteresis loop. A line is
then drawn parallel to this line, at a distance from the corrected origin of the curve, measured along the
abscissa, equal to the prescribed non-proportional percentage. The intersection of this parallel line and
the force-extension curve gives the force corresponding to the proof strength. The latter is obtained by
dividing this force by the original cross-sectional area of the test piece (So) (see figure 6).
NOTE - The correction of the origin of thecurve can be done by various methods. The following method is
generally used: drawa line parallel to the line defined by the hysteresis loopwhich crosses the rising elastic part of
the diagram, the slope of which is nearest to that of the loop. The point at which this line intersects the abscissa
gives the corrected origin of the curve.
11IS 1608: 2005
ISO 6892: 1998
13.2 The property may be obtained without plotting the force-extension curve by using automatic
devices (ag. microprocessor).
14 Determination of proof strength, total extension (R)
t
14.1 The proof strength (total extension) is determined on the force-extension diagram by drawing a
line parallel to the ordinate axis (force axis) and at a distance from this equivalent to the prescribed total
percentage extension. The point at which this line intersects the curve gives the force corresponding to
the desired proof strength. The latter is obtained by dividing this force by the original cross-sectional
area of the test piece (So) (see figure 4).
14.2 The property may be obtained without plotting the force-extension diagram by using automatic
devices.
15 Method of verification of permanent set strength (R r)
The test piece is subjected to a force for 10 s to 12 s corresponding to the specified stress and it is then
confirmed, after removing the force, that the permanent set extension or elongation is not more than the
percentage specified for the original gauge length.
16 Determination of percentage reduction of area (Z)
Percentage reduction of area shall be determined in accordance with the definition given in 4.7.
The two.broken pieces of the test piece are carefully fitted back together so that their axes lie in a
straight line. The minimum cross-sectonial area after fracture (Su) shall be measured to an accuracy of
±2 (see annexes A to D). The diftere.tce between the area (Su) and the original cross-sectional area
%
(So) expressed as a percentage of the original area gives the percentage reduction of area.
17 Accuracy ofthe results
The accuracy of results is dependent on various parameters which may be separated into two
categories:
metrological parameters such as class of machine and extensometerand the accuracy of specimen
dimensional measurements;
material and testing parameters such as nature of material, test piece geometry and preparation,
testing rate, temperature. data acquisition and analysis technique.
In the absence of sufficient data on all types of materials it is not possible, at present, to fix values of
accuracyfor the different properties measured by the tensile test.
Annex J provides a guideline for the determination of uncertainty related to metrological parameters.
Annex K provides values obtained from interlaboratorytests on a group of steels and aluminium alloys.
12IS 1608: 2005
ISO 6892: 1998
18 Test report
The test report shall contain at least the following information:
a) reference to this International Standard, t.e. ISO 6892;
b) identification of the test piece;
c) specified material, if known;
d) type of test piece;
e) location and direction of sampling of test pieces;
f) measured properties and results.
<II
< 1II JI -1 ~ ..v....~_..:.-
L ,
Vl
1--
.I::
"
! : I I~
Lnl; :I, I
I
:,, ;.
I
Nj " : I
I I ~
i
" " !
I " : I
I , I
! ; I
~ 16_--------1
i
I I Percentageelongation
r------ --rt -------J . I
C-.····· 14 ~~I ~
.18 ..
NOTE - See table 1for explanation of reference numbers.
Figure 1- Definitionsof elongation
13
.l.-~70R1S'2(J08IS 1608: 2005
ISO 6892: 1998
III
III
QJ '"
<- '"
iii QJ
<-
iii
Initial transienteffect Initial transienteffect
""-4"
""""
.1._..__.
.&--- _
o o
Percentage extension Percentageextension
al bl
III
'"
Q<J- I '"II
iii QJ
<-
iii
""
""-4"
""
o o
Percentage extension Percentageextension
cl dl
NOTE- See table 1for explanation of reference numbers.
Figure 2- Definitions of upperand loweryield strengthsfor differenttypes of curves
14IS 1608: 2005
ISO 6892: 1998
'"
'"
III
L-
Vi
1--
,
,
,I
I ,I
,
! ,
,
I
i ,
'4)[
,I
N!
,
,I
i ,
! ,I
,
,
,
,
,
,I
,
_L__--1--------__
0, 19
r--..._.. I Percentageelongation
~ or percentageextension
NOTE - See table 1for explanation of reference numbers.
Figure 3- Proof strength, non-proportional extension (R )
p
'"
'"
III
L-
Vi
1
I
I
~I
Q)
N
Percentageelongation
Percentageextension
or percentageextension
NOTE - See table 1for explanation of reference numbers.
Figure 4- Proofstrength, total extension (R t) Figure 5- Permanentset strength (Rr)
15IS 1608: 2005
ISO 6892: 1998
.'"..
'- III
o III
U- '"
1:
-r'-V-l' --
,
,
,I
,
,
I ,
i ,,
~i ,
I
N ,,
1I ,,
iI I ,,
I ,I
I
Extension _L-~__--T I --------
_~~e_c._ifie.d.~~n.-proportion~~~~t_e_nsion_ I---JS----j Percentageextension
o
NOTE - See table 1for explanation of reference
numbers.
Figure 6 - Proof strength, non-proportional Figure 7- Percentage yield point
extension (R p) (see 13.1) extension (A e)
...
'"
'o
u-
-,----+-------------.._---
,
,
,
,
,
,
N I
N I
I
,I
,I
,
,
,
,
13 Elongation
.....
__._-_..
-.'-~-._----_.
NOTE- See table 1for explanation of reference numbers.
Figure 8 - Maximum force
16IS 1608: 2005
ISO 6892: 1998
12
,"
1
9
5
6
L_.
A..--F-·J
[~-.
I
8
NOTES
1 The shape ofthe test pieceheads isgiven only as aguide.
2 See table 1for explanation of reference numbers.
Figure 9- Machinedtest pieces of rectangular cross section
(see annex A)
L.. ~ ]
r
-
]
•
[ ]
I. .I
5
NOTES
1 The shape ofthe testpiece heads isgivenonly as a guide.
2 Seetable 1for explanation of reference numbers.
Figure 10- Test pieces comprising anon-machined portion ofthe product
(see annex B)
17IS 1608: 2005
ISO 6892: 1998
9
--=5 .__...._
t--__
9
/
10
I-"--I"-'-~--- ------·~,·l-'·-i
I : ----+-- I I:
.._ ..-.1"..----4----=::==-::;;;;;-............... ~..__
--.--.-.-----.-~-----__t
---..
NOTES
1 The shape ofthe test piece heads isgiven only as a guide.
2 See table 1for explanation of reference numbers.
Figure 11- Proportional test pieces
(see annex C)
1
t----~--._-----_j 10
12
NOTE- Seetable 1for explanationof reference numbers.
Figure 12- Test pieces comprising a length of tube
(see annex D)
18IS 1608: 2005
ISO 6892: 1998
12
1
r
N
~
[-_.
6
1
NOTES
1 The shape ofthe test piece heads isgivenonly as a guide.
2 See table 1for explanation of reference numbers.
Figure 13- Test piece cut from atube
(see annex D)
19IS 1608: 2005
ISO 6892: 1998
AnnexA
(normative)
Types of test pieceto be used for thin products: sheets, strips and flats between
0,1 mm and 3 mm thick
For products of lessthan 0,5 mm thickness, special precautions may be necessary.
A.1 Shape ofthe test piece
Generally the test piece has gripped ends which are wider than the parallel length. The parallel length
t
(L c) shall be connected to the ends by means of transition curves with a radius of at least 20 mm. The
width of these ends shall be at least 20 mm and not more than 40 mm.
By agreement, the test piece may also consist of a strip with parallel sides. For products of width equal
to or less than 20 mm, the width of the test.piece may be the same as that of the product.
A.2 Dimensions of the test piece
The parallel length shall not be lessthan L o+ !!...
2
In case of dispute, the length La+2b shall always be used unless there is insufficient material.
Inthe case of parallel side test pieces less than 20 mm wide, and unless otherwise specified in.the
product standard, the original gauge length (La) shall be equal to 50 mm. For this type of test piece, the
free length between the grips shall be equal to La+ 3b.
There are two types of non-proportional test pieces, wit~ dimensions as given in table A.1.
When measuring the dimensions of each test piece, the tolerances on shape given in table A.2 shall
apply.
In the case of test pieces where the width is the same as that of"theproduct, the original cross-sectional
area (So) shall be calculated on the basis of the measured dimensions of the test piece,
The nominal width of the test piece may be used, provided that the machining tolerances and tolerances
on shape given in table A.2 have been complied with, to avoid measuring the width of the test piece at
the time of the test.
Table A.1 - Dimensions of test pieces
Dimensions in millimetres
Test piece Width Original Parallel Free length between the grips
type gauge length length for parallel sided test piece
b L L
o c
1 12,5:t 1 50 75 87,5
2 20 ± 1 80 120 140
20IS 1608: 2005
ISO 6892: 1998
Table A.2 - Tolerances on the width ofthe test piece
Dimensions and tolerances in millimetres
Nominal Machining Tolerance
width of the tolerance1) on shape2)
test piece
12,5 ±O,O9 0,043
20 ± 0,105 0,052
1) Tolerances js 12 in accordance with ISO 286-2. These tolerances are
applicable ifthe nominal value of the oriqinal cross-sectional area (So)is to be
included in the calculation without having to measure it.
2) Tolerances IT 9 (see ISO 286-2). Maximum deviation between the
measurements of the width along the entire palallellength (Lc)of the test piece.
A.3 Preparation oftest pieces
The test pieces are prepared so as not to affect the properties of the metal. Any areas which have been
hardened by shearing or pressing shall be removed by machining.
For very thin materials, it is recommended that strips of identical widths be cut and assembled into a
bundle with intermediate layers of a paper which is resistant to the cutting oil. It is recommended that
each small bundle of strips be assembled with a thicker strip on each side, before machining to the final
dimensions of test piece.
The value given in A.2, for example ±0,09 mm for a nominal width of 12,5 mm, means that no test piece
shall have a width outside the two values given below, if the nominal value of the original cross-sectional
area (So) is to be included without having to measure it:
=
12,5 +0,09 12,59 mm
=
12,5- 0,09 12,41 mm.
A.4 Determination ofthe original cross-sectional area (So)
The original cross-sectional area shall be calculated from measurements of the dimensions of the test
piece.
The error in determining the original cross-sectional area s'hallnot exceed ± 2 00/.As the greatest part
of this error normally results from the measurement of the thickness of the test piece, the error in
measurement of the width shall not exceed ± 0,2 0/0.
21
~-!70HISI100MIS 1608: 2005
ISO 6892: 1998
Annex·B
(normative)
Types of te.t piece to be used for wire, bars and .ectlons with adiameter orthlckne.s
of lessthan 4mm
B.1 Shape of thet••t piece
The test piece generally consists of an unmachined portion of the product (see figure 10).
B.2 Dimensions ofthet••t piece
The original gauge length (L >shall be taken as 200 mm ± 2 mm or 100 mm ± 1mm. The distance
o
between the grips of the machine shall be equal to at leastL +50 mm, i.e. 250 mm and 150 mm
o
respectively, except in the case of small diameterwires where this distance can be taken as equal to L •
o
NOTE- Incases where the percentage elongation after fracture is not to be determined, adistancebetweenthe
grips of at least50 mm may be used.
B.3 Preparation oftest plec••
If the product is delivered coiled, care shall be taken in straightening it.
8.4 Determination of the original cro•••..ctlonal ate. (So)
The original cross-sectional area (So) shall be determined to an accuracyof :t: 10/0.
For products of circular cross-section. the original cross-sectional area may be calculated from the
arithmetic mean of two measurementscarried out in two perpendiculardirections.
The originalcross-sectionalarea may be determinedfrom the mass of a known length ~nd its density.
22IS 1608: 2005
ISO 6892: 1998
Annex C
(normative)
Types oftest piece to be used for sheets a~,d flats ofthickness equal to or greaterthan 3 mm,
and wire, bars and sections ofdiameter orthickness equal to or greaterthan 4mm
C.1 Shape ofthe test piece
In general, the test piece is machined and the parallel length shall be connected by means of transition
curves to the gripped ends which may be of any suitable shape for the grips of the test machine (see
figure 11). The minimum transition radius between the gripped ends and the parallel length shall be:
0,75 d (dbeing the diameter of the gauge length) for the cylindrical test pieces;
12 mm for the prismatic test pieces.
Sections, bars, etc., may be tested unmachined, if required.
The cross-section of the test piece may be circular, square, rectangular or, in special cases, of another
shape.
For test pieces with a rectangular cross-section it is recommended that the width to thickness ratio
should not exceed 8:1.
Ingeneral, the diameter of the parallel length of machined cyli"drical test pieces shall be not less than
4mm.
C.2 Dimensions of the test piece
C.2.1Parallel length of machinedtest piece
The parallel length (L ) shall be at least equal to:
c
~
a) L + in the case of test pieceswith circular cross-section;
o
b) L + 1,5~ in the case of prismatic test pieces.
o
Depending on the type of test piece, the length L +2d or L +2~ shall be used in cases of dispute,
o o
unless there is insufficient material.
C.2.2 Length of unmachlned test piece
The free length between the grips of the machine shall be adequate for the gauge marks to be at a
reasonable distancefromthesegrips.
23IS 1608: 2005
ISO 6892: 1998
C.2.3Original gauge length (L o)
C.2.3.1 Proportional test pieces
As a general rule, proportional test pieces are used where the original gauge length (L ) is related to the
o
original cross-sectional area (So) by the equation
where k is equal to 5,65.
Test pieces of circular cross-section preferablyhave the dimensions given in table C.1.
The scale given in annex F makes it easierto determine the original gauge length (L ) corresponding to
o
the dimensions of test pieces of rectangular cross-section.
C.2.3.2 Non-proportionaltest pieces
Non-proportional test pieces may be used if specified by the proouctstandard.
Table C.1- Circular cross-section test p'eces
Diameter Originalcross- Original Minimum Total length
sectional gauge parallel
area length length
k d So Lo=k~ Lc L t
mm mm2 mm mm
20% 0,15 314 100% 1 110 Dependson the methodof fixing
5,65 10%0,075 78,5 50 %0.5 55 the testpiece inthe machine grips
5%0,040 19,6 25 %0.25 28
In principle:
L t>Lc+2dor4d
C.3 Preparation oftest pieces
The toleranceson the transverse dimensions of machined test pieces are given in table C.2.
An example of the application of these tolerances is given below:
a) Machining tolerances
Thevalue given in table C.2, forexample:t 0,075 mm for a nominal diameterof 10 mm, means that no
testpiece shall have a diameteroutside the two values given below, if the nominai value of the original
cross-sectional area (So) is to be included in the calculation without having to measure it:
=
10 +0,075 10,075 mm
=
10 - 0,075 9,925 mm
24IS 1608: 2005
ISO 6892: 1998
b) Tolerances on shape
The value given in table C.2 means that, for a test piece with a nominal diameterof 10 mm which
satisfies the machining conditions given above, the deviation between the smallest and largest
diameters measured shall not exceed 0,04 mm.
Consequently, ifthe minimum diameter of this test piece is 9,99 mm, its maximum diameter shall not
exceed 9,99 + 0,04 = 10,03 mm
C.4 Determination of the cross-sectional area (5.
)
0
The nominal diameter can be used to calculate the original cross-sectional area of test pieces of circular
cross-section which satisfy the tolerances given in table C 2. For all other shapes of test pieces, the
original cross-sectional area shall be calculated from measurements of the appropriate dimensions, with
an error not exceeding ± 0,5 % on each dimension.
Table C.2- Tolerances relating to the transverse dimensions oftest pieces
Dimensions and tolerances in millimetres
Designation Nominal Machining tolerance Tolerance
transverse on the nominal on shape
dimension dimension1)
3 ±0,05 0,0252)
> 3 ±0,06 0,032)
~ 6
Diameterof machined test > 6 ± 0,075 0,0362)
pieces of circularcross-section ~ 10
>10 ±O,09 0,0432)
~ 18
>18 ± 0,105 0,0522)
~ 30
Transverse dimensions of
Same toleranceas on the diameter
test pieces of rectangular
ot test pieces of circular
cross-section machined on
cross-section
all four sides
o
3 143)
> 3 0,183)
~ 6
Transverse dimensions of test > 6 0,223)
pieces of rectangular ~ 10
cross-section machined on only >10 0,273)
two opposite sides ~ 18
>18 0,333)
~ 30
> 30 0,393)
~ 50
1) Tolerances js 12inaccordance with ISO286-2. These tolerances areapplicable ifthe
nominal value oftheoriginal cross-sectionalarea (So) istobeincluded inthecalculation without
having tomeasure it.
2) Tolerances IT9 Maximum deviation between the measurements ofaspecified
transverse dimension along theentire parallel
}
3) Tolerances IT13 length (Lc)·ofthetestpiece.
25IS 1608: 2005
ISO 6892: 1998
Annex 0
(normative)
Types oftest pieceto be used fortubes
0.1 Shape of the test piece
The test piece consists either of a length of tube or a longitudinal or transverse strip cut from the tube
and having the full thickness of the wall tube (see figures 12 and 13), or of a test piece of circular cross
section machined from the wall of the tube.
Machined transverse, longitudinal and circular cross-section test pieces are described in annex A for
tube of wall thickness less than 3 mm and in annex C for thicknesses equal to or greaterthan 3 mm.
The longitudinal strip is generally used for tubes with a wall thickness of more than 0,5 mm.
0.2 Dimensions of the test piece
0.2.1 Length oftube
The length of tube may be plugged at both ends. The free length between each plug and the nearest
gauge marks shall exceed D/4. In cases of dispute, the value D shall be used, as long as there is
sufficient material.
The length of the plug projecting relative to the grips of the machine in the direction of the gauge marks
shall not exceed D, and its shape shall be such that it does not interfere with the gauge length
deformation.
D.2.2Longitudinal ortransverse strip
The parallel length (L ) of the longitudinal strips shall not be flattened butthe gripped ends may be
c
flattened for gripping in the testing machine.
Transverse or longitudinal test piece dimensions other than those given in annexes A and C can be
specified in the productstandard.
Special precautions shall be taken when straightening the transverse test pieces.
D.2.3Circularcro••·~ctlontest piece machined In tube wall
The sampling of the test pieces is specified in the productstandard.
D.3 Determination ofthe original cross-sectional are. (So)
The original cross-sectional area of the testpiece shall be determined to the nearest:t 10/0.
The original cross-sectional area of the length of tube or longitudinal or transverse strip may be
determined from the mass of the test piece, the length of which has been measured, and from its
density.
26IS 1608: 2005
ISO 6892: 1998
The original cross-sectional area (So)of a test piece consisting of a longitudinal or transverse strip shall
be calculated according to the following equation
2 b 1/2 (D - )2 . h
So
=-b ( D2
-
b2)1/2 +-D arcs. ln---b [(D--2u)2 -b2
) -
211
arcsin ----
4 4 D 4 2 [) ---2a
where
a is the thickness of the tube wall;
b is the average width of the strips;
D is the external diameter.
The following simplified equations can be used for longitudinal or transverse test pieces:
2
So= ab 1+ b ] whenb-<0,25;
[ 6D(D-2a) D
= b
So ab when-< 0,17.
D
In the case of a length of tube..the original cross-sectional area (So)shall be calculated as follows:
=
So 1ta(D- a).
27IS 1608: 2005
ISO 6892: 1998
Annex E
(informative)
Precautions to be taken when mea,surlng the percentage elongation after fracture
If the specified value Is less than 5 0/0
One of the recommended methods is as follows:
Prior to the test a very small mark should be made near one of the ends of the parallel length. Using a
pair of needle-pointed dividers set at the gauge length, an arc is scribed with the mark as the centre.
After fracture. the broken test piece should be placed in a fixing clamp and axial compressive force
applied, preferably by means of a screw sufficient to hold the pieces firmly together during
I
measurement. A second arc of the same radius should then be scribed from the original centre, and the
distance between the two scratches measured by means of a measuring microscope or other suitable
instrument. In order to render the fine scratches more easily visible, a suitable dye film may be applied
to the test piece before testing.
28IS 1608: 2005
ISO 6892: 1998
Annex F
(informative)
Nomogram for calculating the gauge lengths oftest pieces of rectangular cross-section
This nomogram has been constructed by using the alignment method.
F.1 Method of use
Carry out the following steps:
a) on the outside scales, select points and h representing the thickness and the width of the
(J
rectangular test piece;
b) join these two points with a line (length of thread or edge of a ruler);
c) read off the corresponding gauge length from the left hand graduation, at the intersection of this line
with the central scale.
Example of use
b=21mm II = 15,5 mm 1'-0 = 102 mm
NOTES
1. An error in reading 1. is less than ± 1 means that this nomogram can be used in all cases without further
0 %
calculation.
2 An error in reading "0 greaterthan 1o/~, means that in some cases the desired accuracy is not obtarned: It is
then preferable to calculate the product of a ar.d h directly.
F.2 Construction of the nomogram
Draw three parallel equidistant lines which will be the ordinates for the logarithmic graduations. These
shall be graduated logarithmically such that Ig 10 is represented by 250 mrn: the three scales increase
towards the top of the page. The points (20) and (10) should be placed approximately in the centre of
the page on the lateral scales. Join the two points (10) of the lateral scales.
The intersection of this line and the central scale gives the point 56,5 of the left hand centre
qraduation 1Jo'
The area scale So is on the right hand side of the central line. This same point 56,5 is the point 100 on
the scale of areas; the graduation should be drawn to a scale which is half the preceding one, namely:
19 10 = 125 mm.
29IS 1608: 2005
ISO 6892: 1998
Width Original gauge lengtn Original cross-sec.ronal area Thickness
b'l1lTl L~::l).6S~mm .s-. :: db mrn2 amm
250 2COO
60 - 30
200
SO
- 1000
20
40
150
500
15
3J
1.00
-
100 -
300
AO 200 '10
20 .
9
8
F; 60 .,
-100
90
50 80
6
70
60
5
10 40 50
9
40
4
8
30
30
7
2S 20
6
30IS 1608: 2005
ISO 6892: 1998
Annex G
(informative)
Measurement of percentage elongation after fracture based on subdivision
of the original gauge length
To avoid having to reject test pieces where the position of the fracture does not comply with the
conditions of 11.1,the following method may be used, by agreement:
a) before the test, sub-divide the original gauge length (IJo) into N equal parts;
b) after the test, use the symbol X to denote the gauge mark on the shorter piece and the symbol Y to
denote it on the longer piece, the subdivision of which is at the same distance from the fracture as
mark X.
If 11is the number of intervals between X and Y, the elongation after fracture is determined as follows:
1) if N -" is an even number [see figure G.1 a)], measure the distance between X and Y and the
distance from Y to the graduation mark Z located at
N
-II
-- intervals beyond V;
2
calculate the percentage elongation after fracture using the equation
XY+2YZ- IJo
A = --._- ..- x 100
1"'0
2) if N - 11is an odd number [figure G.1 b)], measure the distance between X and Y and the distance
from Y to the graduation marks Z' and 2" located respectively at
N-n-1 N-Il+1.
---.-.--- and ----.....--- Intervals beyond y.
2 2 '
calculate the percentage elongation after fracture using the equation
=-X-V-+YZ'+ YZ"- L
A x 100
0
L
o
31IS 1608: 2005
ISO 6892: 1998
N
I
I I I I
J
H-------4------l--~ _
I~
1----l
---'!.----.-r----
y z
x
ill
N
H- /'--- --, I
I ~------;---r
I
I
L __
~
x y
NOTE - The shape ofthe test piece heads is given onlyas a guide.
Figure G.1
32IS 1608: 2005
ISO 6892: 1998
Annex H
(informative)
Manual method of determination of percentage total elongation at maximum force
for long products such as bars, wire, rods
The extensometer method defined in clause 12 may be replaced by the following manual method. In
case of dispute, the extensometer method shall be used.
The method consists of measuring, on the longer part of a test piece which has been submitted to a
tensile test, the non-proportional elongation at maximum force, from which the percentage total
eJongation is calculated.
Before the test, equidistant marks are made on the measuring gauge length, the distance between
2 successive marks being equal to a submultiple of the initial gauge length (/:0). The marking of the
initial gauge length (l}o) should be accurate to within ±0,5 mm. This length which is a function of the
value of the percentage total elongation should be defined in the product standard.
The measurement of the final gauge length after fracture (L' is made on the longest broken part of the
)
U
test piece and should be accurate to within 0,5 mm.
In order that the measurement is valid, the two following conditions should be respected:
the limits of the measuring zone should be located at least 5 d from the fracture section and at least
2,5 d from the grip;
the measuring gauge length should be at least equal to the value specified in the product standard.
The percentage non-proportional elongation at maximum force is calculated by the following formula:
=L' -L'
A u JO X 100
g L'
o
The percentage total elongation at maximum force is calculated by the following formula:
~
Agt = Ag + x100
33IS 1608: 2005
ISO 6892: 1998
Annex J
(informative)
An "Error Budget" approach to the estimation ofthe uncertainty of measurement
In tensile testing
J.1 Introduction
An approach for estimating the uncertainty of measurements is outlined based upon the "error budget"
concept using the measurement tolerances specified in the testing and calibration standards. It should
be noted that it is not possible to calculate a single value for the measurement uncertainty for all
materials since different materials exhlbit different response characteristics to some of the specified
control parameters, e.g. straining rate or stressing rate[3). The error budget presented here could be
regarded as an upper limit to the measurement uncertainty for a laboratory undertaking testing in
compliance with this International Standard (class 1machine and extensometer). .
It should be noted that when evaluating the total scatter in experimental results the uncertainty in
measurement should be considered in addition to the inherent scatter due to material inhomogeneity.
The statistical approach to the analysis of intercomparison exercises (Round Robin experiments) given
in appendix K does not separate out the two contributing causes of the scatter. Another useful approach
for estimating interlaboratory scatter is to employ a Certified Reference Material (CAM) which has
certified material properties. The selection of candidate materials for use as a room temperature tensile
CAM has been discussed elsewhere[3) and a 1tonne batch of a material (Nimonic 75) in the form of
14 mm diameter bar is in the process of being certified in a project under the supervision of the
Community Bureau of Reference (SCA).
J.2 Estimation of uncertainty
J.2.1 Material Independent parameters
The manner in which errors from a variety of sources should be added together has been treated in
considerable detail (4) and more recently guidance has been given on assessing precision and
uncertainty in two ISO documents, ISO 5725-2 and the Guide to the expression of uncertainty in
measurement.
In the following analysis the conventional least mean squares approach has been used.
The tolerances for the various testing parameters for tensile properties are given in table J.1 together
with expected uncertainty. Because of the shape of the stress-strain curve, some of the tensile
properties in principle can be determined with a higher degree of precision than others, e.g., the upper
yield strength R is only dependent on the tolerances for measurement of force and cross sectional
eH
area, whilst proof strength, R ' is dependent on force, strain (displacement), gauge length and
p
cross-sectional area. In the case of reduction in area, Z, the measurement tolerance for cross-sectional
area both before and afterfracture needs to be considered.
34IS 1608: 2005
ISO 6892: 1998
Table J.1 - Summary of maximum admissible measurements uncertainties
for determining tensile test data
Parameter Tensile properties, error
%
R eH Hal R m R p A Z
Force 1 1 1 1
- - -
Strain1) (displacement) 1 1
Gauge length, La1) - - - 1 1
-
So 1 1 1 1 1
Su - - - - - 2
Expected uncertainty ±J2 ±J2 ±J2 ±J4 ±J2 ±.J5
(errorsummation using least-mean squares)
1) Assuming aclass 1extensometercalibrated inaccordancewith ISO 9513.
J.2.2 Material dependent parameters
For room temperature tensile testing, the only tensile properties significantly dependent upon the
materials response to the straining rate (or stressing rate) control parameters are R eH, R
el
and R p.
Tensile strength, R , can also be strain rate dependent, however in practice it is usually determined at a
m
much higher straining rate than R and is generally less sensitive to variations in strain rate.
p
In principle, it will be necessary to determine any material's strain rate response before the total error
budget can be calculated. Some limited data are available and the following examples may be used to
estimate uncertainty for some classes of materials.
Typical examples of data sets used to determine materials' response over the strain rate range specified
in this International Standard are shown in tables J.2 and J.3 and a summary of materials' response for
proof stress for a number of materials measured under strain rate control is given in table J.2. Earlier
data on a variety of steels measured under a set stressing rate are given in the seminar paperl51.
Table J.2 - Examples of variation in room temperature proof stress over the strain rate
range permitted in this International Standard
Material Nominal composition RpO,2 Proofstress Equivalent
Mean value strain rate tolerance
response
±
MPa 0/0 %
Ferritle steel
Pipe steel Cr-Mo-V-Fe(bal) 680 0,1 0,05
Plate steel (Fe 430) C-Mn-Fe(bal) 315 1,8 0,9
Austenitic steel
(X5 Cr Ni Mo 17-12-2) 17Cr, 11Ni-Fe(bal) 235 6,8 3,4
Nickel B88eAlloys
Ni Cr 20 Ti 18Cr, 5Fe, 2Co-Ni(bal) 325 2,8 1,4
Ni Cr Co Ti AI25-20 24Cr, 20Co, 3Ti, 790 1,9 0,95
1,SMa, 1,5AI-Ni(bal)
35IS 1608: 2005
ISO 6892: 1998
J.2.3 Total measurement uncertainty
The material-dependent response of proof strength over the permitted strain rate range specified in
table J.2 may be combined with the material independent parameters specified in table J.1 to give a total
estimate of uncertainty for the various materials indicated, as shown in table J.3.
For the purpose of this analysis, the total value of the variation in proof strength over the strain rate
range permitted in the standard has been halved and expressed as an equivalent tolerance, i.e, for
X5 Cr Ni Mo 17-12-2 stainless steel, the proof strength can vary by 6,8 % over the permitted strain rate
range so it is equivalent to a tolerance of ±3,4 %. Therefore for X5 Cr Ni Mo 17-12-2 stainlesss steel,
the total uncertainty is given by:
Table J.3 - Examples oftotal expected measurement uncertainty for room temperature
proof strength determined in accordance with this International Standard
Material RpO,2 Values from Values from Total expected
Meanvalue table J.1 table J.2 measurement
uncertainty
MPa ±% 0/0 ±%
Ferritic steel
=
Pipe steel 680 2 0,05 .J4,0 2,0
=
Plate steel 315 2 0,9 .J4,8 2,2
AusteniticstHI
=
X5 Cr Ni Mo 17-12-2 235 2 3,4 .J15,6 3,9
Nickelbase alloys
=
NiCr20Ti 325 2 1,4 .J6,0 2,4
NiCr Co Ti AI25-20 790 2 0,95 J4,9 =2,2
J.3 Concluding remarks
A method of calculating the measurement uncertainty for room temperature tensile testing using an
"Error Budget" concept has been outlined and examples given for a few materials where the material
response to the testing parameters is known. It should be noted that the calculated uncertainties may
need to be modified to include a weighting factor in accordance with the guide to the expression of
uncertainty in measurement[2] and this will be undertaken when the Eurolab.and ISO working parties
finalise their recommendations on the optimum approach to be adopted. In addition, there are other
factors that can affectthe measurement of tensile properties such as test piece bending, methods of
gripping the test piece, orthe testing machine control mode, Le.,extensometercontrol or loadlcrosshead
control which may affect the measured tensile properties(6]. Howeversince there is insufficient
quantitative data available it is not possible to include their effects in error budgets at present. It should
also be recognised that this error budgetapproach only gives an estimate of the uncertaintydue to the
measurement technique and does not make an allowance for the inherent scatter in experimental results
attributable to material inhomogeneity.
36IS 1608: 2005
ISO 6892: 1998
Finally. it should be appreciated that when suitable reference materials become avaiblable they will offer
a useful means of measuring the total measurement uncertainty on any given testing machine including
the influence of grips, bending, etc. which at present have not been quantified.
~53"6'8-8-l,
"-.
8518-------,
..
I i
350 I
I
!
340
330
o
280
270
260
I
-3 -2 -1 o
tg10plastic strainrateper minute
IKey
Maximumexpected errorinstress
Figure J.1 - Variation of lower yield strength (N ) at room temperature as afunction
el
of strain rate, for plate steel [6J
37'S 1608: 2005
'SO 6892: 1998
350
~
<>
"
Q::
'"
'"
~ 300
~
o
o
La .
*'
No
250
Strain/minute
Figure J.2 - Tensile test data at 22 °Cfor NICr 20 Ti
38IS 1608: 2005
ISO 6892: 1998
Annex K
(informative)
Precision oftensile testing - Results from interlaboratory test programmes
K.1 Causes of uncertainty in tensile testing
The precision of the results of tensile tests is limited by factors related to material. test t"Ht~",P. testlny
equipment, test procedure and method of calculation of the rnechamcal proport.es
More specifically, the following causes of uncertainty can be mentioned:
some degree of inhomogeneity, which exists even within a processing batch obtained from a single
heat of material;
test piece geometry, preparation method and tolerances;
gripping method and axiality of force application;
testing machine and associated measuring systems (stiffness, drive, control, method of operation);
measurements of test piece dimensions, gauge length marking, extensometer initial gauge length,
measurement of force and extension;
test temperature and loading rates in the successive stages of the test;
human or software errors associated with the determination of the tensile properties.
The requirements and tolerances of this International Standard do not permit quantification of the effect
of all these factors. Interlaboratory tests can be used for an overall determination of the uncertainty of
the results under conditions close to the industrial practice of the test. They do not, however, permit
separation of effects related to the material from errors due to the test method.
K.2 Procedure
The results of two interlaboratory test programmes (programme A, reference [7] and programme S,
reference [8]) are given as examples of the type of uncertainties, which are typically obtained when
testing metallic materials.
For each material included in the programme, a fixed number of specimen blanks are randomly selected
from the stock. A preliminary study checks the homogeneity of this stock and provides data on the
"intrinsic" scatter of the mechanical properties within the stock. The blanks are sent to the participating
laboratories, where the test pieces are machined to the drawings they normally use. The only
requirement for the test pieces and the testing itself are the compliance with the requirements of the
relevant standards. As much as possible, it is recommended that the tests be made in a short period of
time, by the same operator using the same machine.
39IS 1608 : 2005
ISO 6892: 1998
In tables K.1 and K.2, these three kinds of error are expressed in terms of a relative uncertainty
coefficient:
where
x is the general average;
sr is the estimated repeatability standard deviation within laboratories;
is the estimated variability between laboratories;
'\"l..
sR is the estimated precision of the test method: reproducibility standard deviation.
x.
These quantities are close to the 95 confidence interval of They are calculated for each material
%
tested. and each property.
K.3 Results of programme A
Details can be found in the report, reference [7]. The materials are a soft aluminium, a heat-treated
aluminium alloy, a low alloy steel, an austenitic stainless steel, a nickel-base alloy and a high-alloy heat
treated steel. For each material, six tests were carried out by the six participants. In all cases, 12,5 mm
diameter cylindrical test pieces were used. The results are summarized in table K.1. In the case of the
low-alloy steel having a yield point behaviour, only the 0,2 proof strength is reported. The elongation
%
values are relative to a gauge length equal to five diameters.
K.4 Results of programme B
Details can be found in the report, reference [8]. The materials are:
two sheet materials: a low carbon malleable steel and an austenitic stainless steel (thickness
2,5 mm);
three grades of bars: a constructional steel, an austenitic stainless steel, a heat treated high
strength steel (diameter 20 mm).
Tests were carried out using flat test pieces for the first two materials (18 participants, 5 tests for each
material) and 10 mm diametercylindrical test pieces for the bars (18 participants, 5 tests for each
material). The width of the flat test piece was 20 mm and the initial gauge length 80 mm. The results are
summarized in table K.2. No distinction is made between lower yield strength (R eL) and proof strength
(RpO,2) in the case of materials with yield points. For the cylindrical test pieces, the elongation values
correspond to a gauge length equal to five diameters.
40IS 1608: 2005
ISO 6892: 1998
Table K.1 - Results from interlaboratory tensile tests:
Test programme A
Material Aluminium Aluminium Carbon Austenitic stainless Nickel alloy Martensitic
steel steel stainless
steel
EC-H 19 2024-T 351 C 22 X 7 Cr Ni Mo Ni c- 15 Fe 8 X12Cr13
17-12-02
Yield strength with 0,2 offset, MPa
%
Grand average 158,4 362,9 402,4 480,1 268,3 967,5
UC, (~~) 4,12 2,82 2,84 2,74 1,86 1,84
UCI.(~/~) 0,42 0,98 4,04 7,66 3,94 2,72
UC (~/~) 4,14 2,98 4,94 8,14 4,36 3,28
R
Tensile strength, MPa
Grand average 176,9 491,3 596,9 694,6 695,9 1 253,0
UC,. (%) 4,90 2,48 1,40 0,78 0,86 0,50
UCI. (~/~) - 1,00 2,40 2,28 1,16 1,16
UC (~/O) 4,90 2.,66 2,78 2,40 1,44 1,26
u
Elongation in 5 diameters gauge length, 0/
0
Grand average 14,61 18,04 25,63 35,93 41,58 12,39
UC,. (~~) 8,14 6,94 6,00 3,96 3,22 7,22
UCI. (%) 4,06 17,58 8,18 14,36 7,00 13,70
UC (o/~) 9,10 18,90 10,12 14,90 7,72 15,48
R
Reduction of area, 0/
0
Grand average 79,14 30,31 65,59 71,49 59,34 50,49
UC: (~/o) 4,86 13,80 2,56 2,78 2,28 7,38
UC/.('}~) 1,46 19,24 2,88 3,54 0,68 13,78
UC'" (~'~) 5,08 23,66 3,84 4,50 2,38 15,62
41IS 1608: 2005
ISO 6892: 1998
Table K.2 - Results from Interlaboratorytensile tests:
Test programme B
Material Low carbon Austenitic Constructional Austenitic High strength
steel stainless steel steel stainless steel steel
Steel type HR 3 (ISO) X 2 Cr Ni 18-10 Fe 510 C (ISO) X 2 Cr Ni Mo 18-10 30 Ni Cr Mo 16
Test piece Flat Flat Cylindrical Cylindrical Cylindrical
Yield strength (0,2 °/0 offset or lower yield strength), MPa
Grand 228,6 303,8 367,4 353,3 1 039,9
average
UC,.(%) 4 2,47 2,47 5,29 1,13
j92
UC .(%) 6,53 6,06 4,42 5,77 1,64
1
UC (%) 8,17 6,54 5,07 7,83 1,99
R
Tensile strength, MPa
Grand 335,2 594,0 552,4 622,5 1 167,8
average
UC (0/0) 1,14 2,63 1,25 1,36 0,61
r
UC/.. (%) 4,86 2,88 1,42 2,71 1,32
UC (%) 4,99 2,98 1,90 3,03 1,45
R
Elongation afterfracture,
%
= =
La 80 mm La 5 d
Grand 38,41 52,47 31,44 51,86 16,69
average
UC (%) 10,44 3,81 6,41 3,82 7,07
r
UC (0/0) 7,97 12,00 12,46 12,04 11,20
L
UC (%) 13,80 12,59 14,01 12,65 13,26
R
Reduction of area,
%
Grand 71,38 77,94 65,59
average
UC, (%) 2,05 1,99 2,45
UC (%) 1,71 5,26 2,11
L
.
UC (%) 2,68 5,62 3,23
R
42IS 1608: 2005
ISO 6892: 1998
Annex L
(informative)
Bibliography
[1] ISO 5725-2:1994, Accuracy (trueness andprecision) ofmeasurementmethods andresults
Part2: Basic methodfor the determination ofrepeatability andreproducibility ofa standard
measurment method.
[2] Guide to the expression ofuncertainty in measurement, BIPM/IEC/IFCC/ISO/IUPAC/IUPAP/OIML.
[3] M.S. LC)VEl)AY (1992) "Towards a tensile reference material", Chapter 7, pp. 111-153 in
Harmonisation of Testing Practice for High Temperature Materials, Ed. M.S. LOVEDAY and T.B.
GIBBONS, Chapman and Hall (formerly published by Elsevier Applied Science).
[4] P.J. CAMPION, J.E. BURNS and A. WILLIAMS (1980) "A code of practice for the detailed statement of
accuracy", National Physical Laboratory, ISBN 0 950 4496 6 O.
[5) R.F. J()HNS()N and J.D. MURRAY (1966) "The effect of rate of straining on the 0,2 °/0 proof stress and
lower yield stress of steel", Symposium on High Temperature Performance of Steels", Eastbourne
1966, Iron &Steel Institute, 1967.
[6] T.G.F. GRAY and J. SHARP (1988) "Influence of machine type and strain-rate interaction in tensile
testing", ASTM Symposium on Precision of Mechanical Tests, STP 1025.
[7] ASTM Research Report RR E - 28 1004 (March 1984) - Round Robin Results of Interlaboratory
Tensile Tests.
[8] L. ROESCH, N. COUE, J. VITALI, M. 01 FANT - Results of an Interlaboratory Test Programme on
Room Ternperature Tensile Properties ... Standard Deviation of the Measured Values - IRSID Report
N. DT. 93310 (July 1993).
43MGr~F-270(krllutBISI2OO1-I5.601-)OO~.lb.(Continuedfromsecondcover)
InternationalStandard CorrespondingIndianStandard DegreeofEquivalence
ISO9513: 19891 )Metallicmaterials IS 12872 :1990 Metallic materials Identical
Verification of extensometers used Verification of extensometers used
in uniaxial testing in uniaxial testing
In reporting the results of a test or analysis made in accordance with this standard, ifthe final value,
observed or calculated, is to be rounded off, it shall be done in accordance with IS 2 :1960'Rules for
rounding off numerical values ( revised)'.
\
)
1) Since revisedin1999.Bureau of Indian Standards
BIS is a statutory institution established under the Bureau ofIndian Standards Act, 1986 to promote
harmonious development of the activities of standardization, marking and quality certification of goods
arid attendingto 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 course of
implementing the standard, of necessary details, such as symbols and sizes, type or grade
designations. Enquiries relating to copyright be addressedtothe Director (Publications), 81S.
Review of Indian Standards
Amendments are issued to standards as the need arises on the basis of comments. Standards are
also revi-ewed 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 'SIS Catalogue' and 'Standards : Monthly
Additions'.
This Indian Standard has been developed from Doc : No. MTD 3 (4427).
Amendments Issued Since Publication
Amendment No. Date of Issue TextAffected
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9435.pdf
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UDC 829.113-071-l : 001.4 IS:943511980
6’ .‘BF G
lndian Standard I
.
[s1
TERMS AND DEFINITIONS RELATING Td ’ ‘*
1 I
DIMENSIONS OF ROAD VEHICLES
.._
. Scope - Defines terms relating to dimensions of road vehicles.
.l It does not deal with methods of measurement, the units used in reporting the results, or the
accuracy required or the order of magnitude of the dimensions defined.
1.2 Provisions of this standard apply to motor vehicles defined in ‘ Indian Standard Classification
>f road vehicles and related terms and definitions ’ ( under preparation ).
1.3 This standard does not cover road vehicles such as motorcycles, mopeds, or other vehicles,
such as agricultural tractors, which are only incidentally used for the carriage of persons or goods by
,oad or for towing on the road vehicles used for the carriage of persons or goods.
2. General - Unless otherwise stated with regard to one or more of the items mentioned below, it
should be understood that:
a) the supporting surface is horizontal; lengths and widths are measured on the horizontal
plane, and heights in the vertical plane;
b) the total weight of the vehicle is the maximum authorized total weight, the load being
distributed according to the manufacturer’s instructions (see IS : 9211-1979 Denominations
and definitions of weights of road vehicles );
c) the tyres are inflated to the pressure corresponding to the maximum authorized total weight
of the vehicle;
d) the vehicle is stationary, and ifs wheels and articulated elements are in positions corres-
ponding to movements in a straight line;
e) the vehicle is new from the factory and normally equipped;
f) all wheels of the vehicle are resting on the ground; and
g) the expression ‘ mid-plane of the wheel ‘, that occurs in a number of definitions, designates
the planes equidistant from the inner edges of the rim.
3. Definition of the Longitudinal Median Plane (of the Vehicle) (see Fig. 1 )-The vertical
plane Y passing through the mid-points of A6 for front and rear axles, perpendicular to AB, A and
6 being defined as follows:
a) for each wheel, the vertical plane passing through its axis cuts the mid-plane of the wheel
[see 2 (g) ] following a straight line D which meets the supporting surface of the vehicle
at one point; and
b) A and B are two points thus defined which correspond to two wheels, both of which are
either steering or powered wheels, situated respectively at both ends of the same real 01
imaginary axle.
INDIAN STANDARDS INSTITUTION
MANAK BHAVAN, 9 BAHADUR SHAH ZAFAR MARG
NEW DELHI 110002IS : 9435 - 1980
(A)
FIG. 1 LONGITUDINAL MEDIAN PLANE
Note 1 -The longitudinal median Plafle ( of the vehicle) is also called the ‘ longitudinal plane of symmetry ’
or ‘Zero Y plane’ [see Indian Standard three-dimensional reference system and fiducial marks (under
preparation )I.
Note 2-In the case of dual wheels, the mid-plane of the dual wheels is equidistant from the inner edge of
one wheel and the outer edge of the other. The straight line n is, in this particular case, the intersection
of the mid-plane of the dual wheels and the vertical plane passing through the axis of the axle pin.
4. TERMS AND DEFINITIONS OF MOTOR VEHICLES
:lause Term Definition Drawing
I i
4.1 Vehicle see 4.1 .l
Length
4.1 .l Motor The distance between
vehicle two vertical planes
length perpendicular to the
longitudinal median
plane ( of the vehicle)
(see 3 ) and touching
the front and rear of
the vehicle respecti-
vely.
Note -All parts of the
vehicle, including any parts
projecting from front or rear
(towing hooks, bumpers,
etc ) are contained between
these two planes.
I I
--
2IS : 9435 - 1980
-
Clause ? Term Definition Drawing
4.2 Vehicle The distance between
Width two planes parallel to
the longitudinal median
plane (of the vehicle )
(see 3) and touching
the vehicle on either
side of the said plane.
Note -All parts of the
vehicle, including any lateral
projections of fixed parts
( wheel hubs, door-handles,
fenders, etc 1 are contained
between these two planes,
except the driving mirror,
side marker lamps, tyre
pressure indicators, direc-
tion Indicator lamps, posl-
tion lights, customs seals,
flexible mudguards, retracta-
ble steps, snow chains and
the deflected part of the tyre
walls immediately above the
point of contact with the
ground.
Vehicle The distance between
Height the supporting surface
( unladen ) and a horizontal plane
touching the topmost
part of a vehicle.
Note 1- All fixed parts of
the vehicle are contained
between these two planes.
Note 2- The vehicle Is In
operating order and unladen.
-
3IS : 94350 1980
ilause Term Definition Drawing
4.4 A/heel Base See 4.4.1
4.4.1 Motor vehi- The distance between
cle wheel :he perpendicular lines
base constructed to the
ongitudinal median
plane ( of the vehicle )
( see 3 ) from the previ-
~usly defined points A
or l3 corresponding to
two consecutive wheels
situated on the same
side of the vehicle.
Note 1 -If the values of
right ‘and left wheel bases
are different, both dimensi-
ons shall be stated separate<
by a dash, the first corres-
ponding to the left wheels.
EB t
Note 2 - For vehicles with
three Or more axles, the
wheel bases between con-
secutive wheels are indicated H
going from the foremost to
the rearmost wheel : the
total wheel bases for right
or for left is the sum of
these distances. A.
IS:943511980
“.
lau se Term Definition Drawing
-
1.5 ‘rack The track correspond-
ng to a real or imagin-
Iry axle is the sum of
he two distances AH
md BH in relation to
he two wheels connec-
ed to this axle, AH and
3H being the distances
rom points A and B
defined in 3 to the
ongitudinal median
slane ( of the vehicle ).
dote 1 - Practical brief defl-
Won : In the case of two
iingle wheels corresponding
o the same real or Imaginary
Ixle, the track is represented
)y the distance between the
lxes of the traces left by the
wheels on the supporting
iurface.
e 4
(Al (A)
Jote 2 - Case of dual wheels
iee Note 2 of 3.
4.6 -rant Over. The distance between
Tang ihe vertical plane pass-
I=
ing through the centres
Cl0
of the front wheels and a-
l
the foremost point 01
+
the vehicle, taking into
consideration lashing
hooks, registration l-4
number plate, etc. and
any parts rigidly attach-
ed to the vehicle.
4.7 Rear Over’ The distance between
hang the vertical plane pass-
ing through the centres
of the rearmost wheels
and the rearmost point
of the vehicle, taking
into consideration the
towing attachment,
registration number
plate, etc, and any parts
rigidly attached to the
vehicle.
_IS: 9435-1980
-
Llause Term Definition Drawing
I-
4.8 IG round The distance between
tC learance the ground and the
lowest point of the
centre part of the
vehicle. The centre part
is that part contained
between two planes
parallel to and equidis-
tant from the longitu-
dinal median plane ( of
the vehicle ) ( see 3 )
and separated by a
distance which is 80
percent of the least
distance between points
on the inner edges of
the wheels on any one
axle.
- _
4.9 Ramp The minimum acute
Angle angle measured bet-
ween two planes, per-
pendicular to the longi-
tudinal median plane of
the vehicle, tangential,
respectively, to the tyres
of the front and the rear
wheels, static loaded,
and intersecting at a
line touching the lower
part of the vehicle, out-
side these wheels. This
angle defines the largest
ramp over which the
vehicle can move.
Approach The greatest angle bet-
Angle ween the horizontal
plane and planes tange-
ntial to the static loaded
front wheel tyres, such
that no point of the
vehicle ahead of the
axle lies below these
planes and that no part
rigidly attached to the
vehicle lies below these
planes.
4.11 Departure The greatest angle bet-
Angle ween the horizontal
plane and planes tange.
ntial to the static loadec
rear wheel tyres, such
that no point of the
vehicle behind the axle
lies below these planes
and that no part rigidly
attached to the vehicle
lies below these planes
-
6IS : 9435 - 1980
Llause Term Definition Drawing
I I
4.12 Height of The distance from the
Chassis ground to the horizontal
Above line perpendicular to the
Ground longitudinal median
( Commer- plane (of the vehicle )
cial Vehi- ( see 3 ) and touching
cles) the upper surface of the
chassis measured at
the middle of wheel
base in unladen con-
dition.
Note l-In the case of
vehicles with more than two
axles, the distance is measu- I
red at the outermost axles
( excluding lrfting axles ).
Note P-The height of the
chassis above the supporting
surtace should be determined
not only with the vehicle
loaded to its maximum per-
missible weight, but also
with the vehicle unladen.
4.13 Maximum The distance between
Usable two vertical planes C and
Length of D perpendicular to the
Chassis longitudinal median
Behind Cab plane ( of the vehicle )
( Vehicle ( see 3 ):
@+
With Cab ) -plane C is the fore-
most plane which can be
used for the bodywork;
-plane D touches the
rear end of the chassis.
4.14 Bodywork The distance between
Length two planes Eand F per-
pendicular to the longi-
tudinal median plane
( of the vehicle )( see 3) I
defined as in 4.14.1 to
4.14.3.
Note-The bodywork length
does not include lashing
hooks, towing attachments
of trailers, rear registration
number plates, bumpers, etc,
unless these are an integral
part of the body.
!#14#1 ;as&si;gder a) $!::gh ke fo~~~o~t
part of the body:
chassis
without cab b) plane F passes
and without through the rearmost
any enclo- , part of the body. (
sure for the
engine or
other com-
, ponents
which are
intended to
form an
external
part of the
vehicle
7IS:943511980
Zlause I Term Definition Drawing
.--
4.14.2 Chassis a) plane E touches the
without cab back of the foremost
but with an predominating sur-
enclosure face of the dash
for the panel in the area
engine in- directly ahead of the
tended to driving position of
form an the vehicle, disre-
external garding flanges and
part of the localized depress-
vehicle ions;
b) plane F is defined as
in 4.14.1.
4.14.3 Chassis a) plane E passes
supplied through the foremost
complete part of the body
with driver’s which is behind the
cab driver’s cab;
b) plane F is defined as
in 4.14.1.
_-
4.15 Maximum The interior length,
Internal width and height of the
Dimensions, body without taking into
of Body account internal pro-
( Commer- jections ( wheel boxes,
cial ribs, hooks, etc ).
Vehicles ) Note 1 - However, the pre-
sence of internal projections
should be noted.
Note 2 - If the walls or roof
1 y;” ;“,B”s”ud;ed”ac;e~~~s;;~
planes (vertical or hori-
zontal, depending on the
case)tangential to the apices
of the curved surfaces con-
cerned, the dimensions being
i measured inside the body.
I-
4.16 ( Drawgear ) The distance between
the axis of the drawbar
eye ( in a vertical posi-
~ tion ) and the vertical
plane passing through
the axes of the front
wheels of the trailer.
818:9435-1980
lause Term Definition Drawing
1.17 Irawbar The distance between
.ength :he drawbar eye ( in a
Jertical position ) and
ihe vertical plane pass-
ing through the axis of
ihe pin fixing the
drawbar to the trailer
[ plane perpendicular
to the longitudinal
median plane ( see 3 )
of the trailer I.
4.18 ‘osition of This attachment assu-
rowing mes as its plane of
Mtachmen symmetry the longi-
tudinal median plane
( of the vehicle )( see 3 ).
Its position is defined by
the dimensions defined
in 4.18.1 to 4.18.3.
1.18.1 Overhang The distance from the
If Attach- attachment to the verti-
nent cal plane perpendicular
to the longitudinal
median plane ( see 3 )
and passing through
the axis of the rearmost
axle ( plane V), i.e., the
distance to plane V:
a) for a ball, from the
centre of the ball;
b) for a jaw, from the
vertical plane passing
through the axis of the
pin and parallel to
plane V;
c) for a hook, from the
centre of the meridian
section of the corres-
ponding toroidal ring,
the axis of the section
being vertical.
4.18.2 Height of The distance from the
attachmenl attachment to the sup-
I porting plane, i. e., the ’
distance from the sup-
I porting plane:
a) for a ball, to the
centre of the ball;
b) for a jaw, to the hori-
zontal plane equidistant
from the two inner faces
of the shackle with the
pin vertical;
c) for a hook, to the
centre of the meridian
section of the corres-
ponding toroidal ring,
the axis of this section
being vertical.
- -
L
9IS : 9435 - 1980
-
Zlauss Term Definition Drawing
--
4.18.3 Distance of The distance from the
towing attachment as defined
attachment in 4.18.1 (a), (b) or (c) + I rw
in front of to the vertical plane W
P’
rear of perpendicular tied:!;
vehicle longitudinal
plane ( see 3 ) and pass-
ing through the rear of
the body.
pN oo st ie ti on- In of d pe lt ae nrm e ini Wng , mint oh re II II ---
projections such as tail-gate
hinges, latches, etc, are
disregarded.
. .
4.19 Fifth Wheel See 4.19.1 to 4.19.2
Lead Note- For towing vehicles
with two or more rear axles,
the distance is measured ta
the vertical plane passing
through the centre line oi
the rearmost wheel.
4.19.1 Fifth wheel The distance from the
lead for vertical axis passing
calculation through the centre of
of length the seating on the tow-
ing vehicle for the fifth
wheel kingpin to the
vertical plane passing
through the axis of the
rear wheel of the towing
vehicle, perpendicular
to the longitudinal
median plane ( of the
vehicle ) ( see 3 ).
4.19.2 Fifth wheel The distance from the
lead for horizontal axis of the
calculation pivot of the fifthwheel
of load on the towing vehicle to
distributior I the vertical plane pass-
ing through the axis of
the rear wheel of the
towing vehicle, per-
pendicular to the longi-
tudinal median plane
( of the vehicle )( see 3 ).
4.20 Height of The maximum distance
Coupling from the centre of the
Face seating of the kingpin to
the bearing plane. This
point is situated in the
horizontal plane touch-
ing the upper part of
I
the seat.
I
10- -
lause Term Definition Drawing
.- _-
1.21 CIi stance 2i ee 4.21.1 and 4.21.2
Eje tween
rowing
: Ievice and
F:r ont End
C) f Towing
\ dehicle
_-
4.21 .I I3 istance The distance from the
Io etween axis of the pin in the jaw
iaw and or centre of the ball or,
front end for a hook, from the
of towing centre of the meridian
vehicle section of the corres-
ponding toroidal ring, tc
a vertical plane, per-
pendicular to the longi-
tudinal median plane
( of the vehicle ) (see 3)
and touching the front
part of the towing
vehicle.
-- _ -
4.21.2 , , D istance The distance from the
between vertical axis passing
Ik ingpin am through the centre of
front end the kingpin seating on
Io f towing the towing vehicle to
vehicle the vertical plane, per-
pendicular to the longi-
tudinal median plane
( of the vehicle )( see 3 )
and touching the front
end of the vehicle.
_ -
4.22 I? ear Trac- The distance from the
1:o r Cleara- axis of the kingpin to
Ii ce Radius the surface of the
(I f Semi- zylindrical part of the
1k railer gooseneck of other
downward projection.
-- - _
4.23 l- rant Fitt- The distance from the
Iin g Radius axis of the kingpin to
3f Semi- the farthest point of the
1:r ailer front part of the semi-
trailer from this axis.
- -
1.24 (Z am ber The acute angle formed
14 ngle by a vertical line and
the mid-plane of the
wheel.
The angle is positive
nrhen the wheel leans
2ut at the top.
4ote -This angle is measu-
ed in the unladen condition
)f the vehicle.IS : 9435 - 1980
-
I
lame Term Definition Drawing
1.25 (ingpin The projection onto a
nclination alane perpendicular to
:he longitudinal median
Diane ( of the vehicle )
( see 3 ) of the acute
sngle, formed by the
vertical and the real or
imaginary swivelling
axis of the stub axle.
Note - This angle is measu-
red in the unladen condition
of the vehicle.
4.26 Kingpin The distance from the
Offset extension of the swivel I-
ing axis of the stub axle
onto the supporting
surface to the extension
onto the same plane of
the mid-plane of the
wheel.
The kingpin offset
shown on the drawing
is positive.
--
4.27 Toe-In see 4.27.1 and 4.27.2
4.27.1 Toe-In The length defined as
( length ) follows:
The ends of the hori-
zontal diameters of the
Driving dmctloo
interior contours of the
rims corresponding to
the same axle are the
apices of an isosceles
trapezium. The diffe-
rence between the
length of the rear base
and that of the forward
base of the trapezium
is the toe-in, the diffe-
rence being positive
when the wheels are
closer together in front
than behind, and nega-
tive in the contrary case.
--
4.27.2 Toe-In The angle formed by
( angle > the horizontal diameter
of the wheel and the
Driving direction
longitudinal median
plane ( of the vehicle )
( see 3 ) or the acute
angle tl. formed by the
vertical plane G passing
through the axis of the
axle-pin and a veriical
plane H perpendicular
to the longitudinal
median plane ( of the
vehicle ).
--- -
12IS : 9435-1980
__~
Clause Term Definition Drawing
-- ______ __. _
4.28 Zastor The distance between
two points p and q : this
distance is the projec-
tion onto a plane parallel
to the longitudinal
median plane ( of the
vehicle ) ( see 3 ) of the
acute angle formed by
the vertical and the real
or imaginary swivelling
axis of the stub axle.
It is positive when q is
ahead of p in the direc-
tion of normal travel.
I-
4.29 Vertical The vertical displace-
Clearance ment of a wheel in rela-
( Buffer tion to the suspended
Clearance ) part of the vehicle from
the position correspond-
ing to the maximum
permissible load to the
position from which any
additional vertical travel
is impossible.
Note - The maximum per-
missible load is that recom-
mended by the manufacturer.
4.30 Lift The height to which a
wheel may be lifted
without any otherwheels
leua$n~f their supporting
.
4.31 Turning ;i;;lesdiameters of the
Circles circumscribing
the extensions on the
supporting plane of the
mid-planes of the
steered wheels ( the
steering wheel being
turned to the full lock ).
Note 1 -The smaller dia-
meter of the circle circums-
cribing the extension on thC
supporting plane of the mid-
plane of an inner non-steered
wheel is also of practical
interest.
Note 2 - Each vehiclp has
left-hand a I, d right-hand
turning circles.
- -- -
13IS : 9435 - 1980
-
7-
:lause Term Definition Drawing
;-
4.32 Turning The turning clearance
Clearance circles (the steering
Circles wheel being turned to
full lock) are:
a) The diameter of the
smallest circle enclos-
ing the projections onto
the supporting plane of
all points of the vehicle.
b) The diameter of the
largest circle beyond
which are located the
projections onto the
supporting plane of all
the points of the
vehicle.
Note-Each vehicle has
right-hand and left hand
- turning clearance circles. -I
EXPLANATORY NOTE
This Indian Standard is in agreement with the international standard IS0 612-1978 Road
vehicles - Dimensions of motor vehicles and towed vehicles-Terms and definitions, issued by
the International Organization for Standardization ( IS0 ), except the term ’ Wheel Base’ defined
in 4.4 and 4.4.1. In IS0 612-1978 this term is called ‘ Wheel Space ‘, Since in India it is commonly
understood as ’ Wheel Base ‘, therefore, this term has been adopted.
14
Printed at New lndla Prlntlno Press, Khuria,lndla
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1323.pdf
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IS:132391982
(R eafliiwd 19% )
lndian Standard
CODE OF PRACTICE FOR
OXY-ACETYLENE WELDING FOR
STRUCTURAL WORK IN MILD STEEL
( Second Revision )
Second Reprint OCTOBER 1908
UDC 621’791’555: 624’014’2 f 006’76
0 Copyright 1982
BUREAU OF INDIAN STANDARDS
MANAK BHAVAN, 9 BAHADUR SHAH ZAFAR MARC3
NEW DELHI 110002
Cr 6 December 1982IS t 1323- 1982
Indian Standard
CODE OF PRACTICE FOR
OXY-ACETYLENE WELDING FOR
STRUCTURAL WORK IN MILD STEEL
( Second Revision )
Welding Applications Sectional Committee, SMDC 15
Chairman Refwescnting
SRRI P. N. AHUMUC+HAM Bharat Heavy Electricals Ltd, New Delhi
Members
SHE1 J. K. Aa~nwa~ra Stewarts & Lloyds of India Ltd, Calcutta
SH~I B. B. MUKEERJEE i\ A~l~te rnate 1
SHSI R. BANERJ EE Indian Oxygen Ltd, Calcutta
SHRI S. BANERJEE ( Alternate )
SHRI S. N. BASU Directorate General of Supplies & Disposal,
New Delhi
SHRI B. N. GHOSAL ( Alternate )
MAJ GXN 0. P. BHATIA Institution of Engineers ( I ), Calcutta
SHRI S. C. BRAWAL National Test House, Calcutta
SHRI B. SINaH ( Alternate )
SHRI 12. N. CHAKRABOILTY Braithwaite & Co Ltd, Calcutta
SHRI R. C. CHOPM Association of Indian Engineering Industry,
New Delhi
SHRI R. N. DAS ACC Vickers Babcock Ltd, Durgapur
SHBI AMITAVA GUPTA Garden Reach Ship Builders & Engineers Ltd,
Calcutta
SIIRI P. K. GHOSH ( Alternate )
DR J. GLTRURAJA Bharat Heavy Plate & Vessels Ltd,. Vishakhapat-
nam
SHRI K. V. G. KRISHNAMURTHY ( Altnnatt )
DR J. JAIN Tata Engineering & Locomotive Co Ltd.
Jamshedpur
SHRI A. V. MULAY ( Alternate )
SIIRI A. KHAN Heavy Engineering Corporation Ltd, Ranchi
S~ILI B. K. SAHAI ( Alternate )
( Contin& on @gC 2 )
@ Cofiyiiht 1982
BUREAU OF INDIAN STANDARDS
This publication is protected under the Indian Co&right Act ( XIV of 1957 ) and
reproduction in whole or in part by any means except with written permission of the
oublisher shall be deemed to be an infrinnement of Convriaht under the said Act.IS : 1323- 1982
( Continuedfrom page 1 )
Mem hers R+zenting
SHRI S. KUMAR Indian Register of Shipping, Bombay
SHRI M. M. BHINQRAJ ( Alwnofe)
SHRI K. LAKSHMINARAYANAN Hindustan Shipyard Ltd, Visakhapatnam
SNIZI N. S. R. V. RAJU ( Alternafc )
SHRI S. Y. MAJUMDAR Indian Institute of Welding, Calcutta
Snar P. K. MALLICK Jescop & Co Ltd, Calcutta
SHRI N. MUM Moo~rnr Engineer-in-Chief’s Branch, Army Headquarters,
New Delhi
SHRI M. K. TIIADANI ( Alternate )
SHRI M. V. NAQIZSIIAIAH Metallurgical & Engineering Consultants ( I )
Ltd, Ranchi
SHRI N. C. PANDE Central Boilers Board, New Delhi
SHRIJ.R.PnAsHER Engineers India Ltd, New Delhi
SERI M. R. C. NAQARAJAN ( Alternate )
PRODUCTION E N G I N E ER ICF, Ministry of Railways
MADRAS
DEPUTY DIRECTOR STDS ( B & S )
( AlternateI )
CHEMIST & METALLURGIST-~
RDSO, Lucn~ow ( Alterna(8 II i
SlIRI w. D. RODttIQUnS Larsen & Toubro Ltd, Bombay
SHRI S. K. SRI~IVA~AN Bharat Heavy Electricals Ltd, Hyderabad
SURI 0. P. KAPOOI~ ( AIfnnde I )
SIIRI V. S. R. K. P~ASA~ (AlternateI I )
SI%RI R.A.SUBRAMANIAm Hindustan Steel Works Construction Ltd,
Calcutta
SNRI P. S. VISVANATH Advani Oerlikon Ltd, Bombay
5~111 R. K. THARIANI ( Alternate)
SHRIC. R.RAMA RAO, Director General, IS1 ( Ex-oficie Member)
Director (,Struc & Met )
Secretary
SHRI P.DAKSHINAMURTY
Deputy Director ( Merais ), IS1
2IS : 1323 - 1982
Indian Standard
CODE OF PRACTICE FOR
OXY-ACETYLENE WELDING FOR
STRUCTURAL WORK IN MILD STEEL
( Second Revision )
0. FOREWORD
0.1 This Indian Standard ( Second Revision ) was adopted by the Indian
Standards Institution on 1 June 1982, after the draft finalized by the
Welding General Sectional Committee had been approved by the Struc-
tural and Metals Division Council.
0.2 This standard, first published in 1959, was revised in 1966. In this
revision, the following major modifications have been effected:
a>
The allowable stresses have been aligned with those for parent
metal given in IS : 800-1962*;
b) Wherever possible the design provisions have been aligned with
IS : 816-19697; and
cl Considering the decline in application of owy-acetylene welding
process for welding of mild steels of thickness above 6.3 mm, this
standard has been modified suitably,
0.3 In the preparation of this standard, assistance has been derived from
BS : 693-1960 ‘ General requirements for oxy-acetylene welding of mild
steel ’ issued by the British Standards Institution, London,
0.4 This standard does not cover specific information for welding of struc-
tural tubes. However, it is considered that this standard is applicable to
all forms of structural steel.
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, shall be rounded off in accordance with
IS : 2- 1960$. The number of significant places retained in the rounded
*Code of practice for use of structural steel in general building constructino
( rcviscd ).
tCode of practice for use of metal arc welding for general construction in mild steel
(Jirsl rcuision ). 6
IRules for rounding off numerical values ( revised ).
3IS I 1323 - 1982
off value should be the same as that of the specified value in this
standard.
1. SCOPE
1.1 This standard covers the use of oxy-acetylene welding of structu-
ral steel work in mild steel of thickness up to and including 6.3 mm.
1.2 This code does not apply to welding of pressure vessels, pipelines and
pipe assemblies for fluids under pressure.
1.3 This standard is a supplement to IS : 800-1962* and a complement to
1s : 816-1969t.
2. DEFINITIONS
2.1 All terms relating to gas-wrlded construction shall have, unless
specifically defined in this code, the meaning assigned to them in IS :
812-1957$.
3. MATERIAL
3.1 Parent Metal - Mild steel used for structural members and connec-
tions shall conform to IS : 2 -6-19755 or IS : 2062-196911 or equivalent.
3.2 Filler Rods - Filler rods shall conform to IS : 1278-19721.
4. WELDING EQUIPMENT
4.1 Pressure Regulators - Pressure regulators shall conform to IS :
6901-1981**.
4.2 Hose - Welding hose shall conform to IS : 447-1980tt.
4.3 Hose Connections - Hose connections shall conform to IS :
6016-1970$$.
4.4 Blow Pipes - Blow pipes shall conform to IS : 7653-1975@.
*Code of practice for use of structural steel in general building construction
( reuised) .
+Code of practice for use of metal arc welding for general construction in mild steel
(first revision).
SGlossary of terms relating to welding and cutting of metals.
SStructural steel ( standard quality ) (Jiflh reuision ).
[IStructural steel ( fusion welding quality ) (J;r~t revision ).
BFiller rods and wires for eas weldine f second revision 1.
*&Pressure regulators for g; cylinders-uied in welding; cutting and related processes
(J;rst rccrtsion ).
ttSpecification for rubber hose for welding ( third revision j.
$$Hose connection for welding and cutting equipment.
§§Manual blowpipes for welding and cutting.3.5 Other equipment used in oxy-acetylene welding shall conform to
relevant Indian Standards, where available.
5. DESIGN
5.1 General Requirements
5.1.1 In designing structures for oxy-acetylene welding, it is
recommended that fillet welds be avoided and butt welds be employed as
far as possible. Fillet welds should not be used for structures subject to
dynamic load.
5.1.2 The arrangement of welds shall be such that uncertainty as to the
distribution of stress is minimized. Where an eccentric connection cannot
be avoided, the bending effect shall be computed and adequate provision
made.
5.1.3 In structures subjected to dynamic load, only complete penetration
butt welds shall be used.
5.1.4 In all cases, the location of the weld and the form and dimensions
of the weld surfaces shall be such as will provide access for the filler rod
.and the blow pipe to the surfaces to be welded, and enable the welder to
see clearly the work in progress.
5.1.5 Adequate provisions shall be made for controlling the ultimate
dimensions and configurdtion to offset the effects of distortions due to
welding. Some general _g uidelines on distortion control are given in
Appendix B.
5.2 Butt Weld
5.2.1 Size - The size of butt welds shall be specified by the effective
throat thickness.
5.2.2 Effective Throat Thickness
5.2.2.1 The effective throat thickness of a complete penetration butt
weld shall be taken as the thickness of the thinner member joined. Rein
forcement shall be provided to ensure full cross sectional area, but shall
not be considered as part of the effective throat thickness.
5.2.2.2 The effective throat thickness of an incomplete penetration
butt weld shall be taken as the minimum thickness of the weld meta]
common to the members joined, excluding the reinforcement.
5.2:3 Efictive Length -The effective length of a butt weld shall be taken
as the length of the continuous weld having minimum effective throat
thickness.
5%
km._.
IS: 1323 - 1982
512.3.1 Intermittent butt welds - The effective length of intermittent
butt welds shall be not less than four times the longitudinal space
between the e%ctive length of welds nor more than 16 times the thinner
part joined. Such welds should be used for shear load only.
5.2.3.2 Transverse skewed butt weld - Such weld shall not be assumed
in computations to be longer than the width of the joint or member
perpendicular to the direction of stress.
5.2.4 Effective Area of Butt Welds - The effective area of a butt weld
shall be considered as the effective length multiplied by the effective throat
thickness for the purposes of design calculations for load.
5.2.4.1 Load_carrying butt weIds - Butt welds shall be considered as
the parent metal for purpose of design calculation.
5.2.4.2 .hron-load carrying butt welds - Incomplete penetration butt
welds due to non-accessibility,*shall be considered as non-load carrying
for the purposes of design calculations.
5.2.5 Sealing - In all cases, where welded joints are liable to be exposed
tpdetrimental conditions, the joining edges of the contact surfaces shall
be sealed by welding; or the parts shall be effectively connected by
welding, so that the contact surfaces are securely held in contact to prevent
the entry of moisture or other deleterious substances.
5.2.6 Reinforcement - Only sufficient surface convexity shall be
provided by reinforcement to ensure full cross-sectional area at the joint.
The reinforcement shall not be considered as part of the effective throat
thickness and may be removed to provide a flush surface, if desired. For
a butt weld of parts of equal thickness, the reinforcement shall be as
follows :
Plate Thickness Reinforcement
mm
Upto and including 6 mm 1.5 to 3.0
Above 6 mm up to and 1.5 to 4.5
including 10 mm
Above 10 mm 1.5 to 6
5.2.7 Butt Welding of Members of Unequal Thickness - Where members
of different thicknesses are butt welded and the surfaces of the members
are-out of plane by more than 3 mm, the thicker member shall be tapered
down so that the slope of the surface from the thinner part shall not be
steeper than one in three before butt welded to the thinner members of
equal thickness ( see Fig. 1A ).
6IS t 1323 - 1982
5.2.7.1 Where the differential thickness is less than or equal to 3 mm!
the weld metal shall be built up between the two members to the thickness
of the thicker part ( see Fig. IB ).
1A BeveIling of Parts of IB Building up of Parts of
Unequal Thickness Unequal Thickness
Qo. 1 BUTT WELDINGOF PARTS OF UNEQUAL THICKNESS
93 Fillet Weld
5.3.1 The size of a fillet weld shall be determined by the minimum leg
length ( see Fig. 2 ).
f”E’N”+‘n LEG
r ///A r ACTUAL LEG LENGTH
THROAT THICKNESSX
*Minimum leg length required.
FIG. 2 DIMENSIONS OF FILLET WELD
5.3.2. Effective Throat’ Thickness - The effective throat thickness of
a fillet weld shall not be less than 3 mm and shall generally be not less
than 0.7 times or not more than O-9 times of the specified size of the fillet
7IS :1323-1fl@2
5.3.2.1 St& of concave fillet welds + For concave fillet welds,’ the
minimum effective throat thickness shall be specified.
5.3.2.2 Fbr the purpose of design calculations,’ the effective throat
thickness shall be taken as not more than 0.7 times the specified size of
fillet welds.
5.3.2.3 Gap in fillet welds - In the- case of T-fillet and corner welds,
the gap between the surf&es of the parts to be joined ( ste Fig. 3 ) shall
be kept to a minimum and sh$l generally not exceed l-5 mm at any point
before welding.
E = Throat thickness, not less than 0.707 D or F ( whichever is shorter ).
Fro. 3 T-FILLET WELD
5.3.3 Angle Between. Fusion Faces - Fillet weld connecting parts, th3
fusion faces of which form an angle more than 120” or less than thti
specified below, according to the position of welding, shall not be reliel
upon to tr&nsmit load :
‘- Flat or downhand welding 60"
‘k ertical and horizontal vertical 70”
‘;welding
Okerhead welding 80”
5.3.4 Eflctive Length - The effective length of a fillet weld ~611 bc
;aken as th#t length only which is of the specified size and required throat
thickness. In practice the actual length of weld shall be the effective
length shown on the drawing plus twice the weld size.
5.3.4.1 Minimum Length - The effective length of a fillet weld
designed to transmit load, shall not be less than four times the size of the
weld.
5.3.5 Intermittent Fillet Weld - Intermittent fillet welds may be used to
trSInsfer calculated stress across a joint when the strength required is less
than th’at developed by a continuous fillet weld of the smallest size for the
thickness of the members joined. Intermittent welds are not recommended
8IS : 1323- 1982
to he used in the case of main members of structures directly exposed to
weather However, if such intermittent welds are preferred for reasons
of economy or otherwise, the welds shall be turned around the corners and
edges or ends.
5.3.5.1 The clear spacing between the effective lengths of intermi-
ttent fillet welds carrying calculated stress shall not exceed the following
number of times the thickness of the thinner plate joined and shall in no
case be more than 20 cm:
12 times for compression, and
16 times for tension.
Longitudinal fillet welds at the ends of built-up members shall have an
effective length of not less than the width of the component part joined;
unless end transverse welds are used, in which case, the sum of the end
longitudinal and .end transverse welds shall be not less than twice the
width of the component part.
Chain intermittent welding is to be preferred to staggered intermi-
ttent welding. Where staggered intermittent welding is u>ed, the ends of
the component paft shall be welded on both sides.
5.3.5.2 In B line of intermittent filler welds, the welding shall extend
to the ends of the parts connected; for welds staggered about two edges,
this applies generally to both edgs, but need not apply to subsidiary
fittings or components, such as intermediate web stiffeners.
5.3.6 Fillet Wklds Applied to the Edge of a Plate or Section
5.3.6.1 Where the fillet weld is applied to the rounded toe of a
rolled section or square edge of a part, the specified size of the fillet weld
should generally not exceed three-fourths of the thickness of the section at
the toe, unless the leg length is specifically built up to make it equal to
the thickness of the section or the plate.
5.3.7 In lap joints, the minimum amount of lap shall be at least five
times the thickness of the thinner part and welds shall be provided at the
end of each part.
5.3.7.1 A side fillet weld is a fillet weld stressed in longitudinal
shear, that is, a fillet weld the axis of which is parallel to the direction of
the applied load (see Fig. 4 ).
5.3.7.2 An end fillet weld.is a fillet weld stressed in transverse shear,
that is, a fillet weld the axis of which is at right angles to the direction of
the applied load ( see Fig. 4 ).
5.3.7.3 A diagonal fillet weld is a fillet weld of which the axis is
inclined to the direction of the applied load.
9ISr1323-1982
FIG. 4 JOINT SHOWING SIDE AND END FILLET WELDS
5.3.7.4 If side fillet welds alone are used in end connections, the
length of each side fillet weld shall be not less than the distance between
them.
5.3.7.5 End fillets shall be so arranged that the weld is subjected to
either tension or coinpression.
5.3.7.6 A T-fillet weld is a fillet weld joining two parts, the end or
edge of one part butting ‘on a surface of the other. part ( see Fig. 3 ).
5.3.8 Plug Welds - The effective area of a plug weld shall be consi-
dered as the nominal area of the hole in the plane of faying surface. Plug
welds shall not be designed to carry stresses.
5.3.8.1 Where plug welds are used in holes through one or more of the
parts being joined, the total thickness of assembly shall not exceed
6.3 mm. The diameter of the hole shall be 2 x t or 12 mm whichever is
smaller. Centre to centre distance between adjacent holes shall not be
less than 25 mm and distance from the nearest edges shall not be
less than 3 x t, where ‘ t ’ is the aggregate thickness of the parts to be
joined by plug weld.
5.3.9 Bending About Single Fillet Weld - A single fillet weld shall not be
subjected to a bending moment about the longitudinal axis of the fillet.
5.3.10 End Returns -Fillet welds terminating at the ends or sides of
parts or members shall, wherever practicable, be turned continuously
around the corners in the same plane for a distance not less than twice
the size of the we1.d. This provision shall, in particular, apply to side and
top fillet welds in tension which connect brackets, beam seatings and
similar parts.
5.3.11 Combinations of Welds -If two or more of the general types of
weld ( butt, fillet, plu g and slot ) are combined in a single joint, the
effective capacity of each shall be separately computed with reference to
the axis of the group, in order to determine the allowable capacity of the
combination,
10ISr1323-1982
6. PERMISSIBLE WORKING STRESSES
6.1 Shop Welds
6.l.l Butt Welds - Butt welds shall be treated as parent metal with
a thickness equal to the effective throat thickness, and the working stress
shall not exceed those permitted in the parent metal ( see 10 of IS : 8OO-
1962” ).
6.1,2 Fillrt Welds - The permissible working stress in fillet welds based
on the effective throat thickness area shall be lC8 MPa ( 1 100 kgf/cnr” ).
6.1.3 The permissible shear s.tress on plug welds, based on the nominal
area of the hole in the plane of the faying surface, shall be 108 MPa
( 1 100 kg/Cm2 ).
6.2 Site Welds
6.2.1 Site welds made during the erection of structural members shall
be reduced to 80 percent of the permissible working stresses of those given
in 6.1 for tension and shear,
6.3 Increased Permissible Stresses -Where design calculations take
into consideration the effects of wind or earthquake, or both, the permis-
sible stresses given in 6.1 may be increased by 25 percent. In no case shnll
the welds thus provided be less than those needed if the effects of wind
or earthquake or both are neglected.
7. WELDING PROCEDURE
7.1 Butt joints between members of equal thickness shall be welded in
accordance with the procedure laid down in Table 1, regarding the
following:
a) Edge preparation for thickness range,
b) Assembly,
c) Welding positions, and
d) Weldi@ technique.
7.2 Welding Technique - Welding shall be carried out by one of the
two techniques of oxy-accetylene gas welding process as described in
Appendix A.
7.2.1 It is recommended that rightward (or backward ) welding
technique be used only when thickness of the plate is around 6 mm for
butt joints and in case of fillet welds, where the aggregate thickness is
more than 10 mm.
NOTE - For general recommendation regarding the mrthod of welding refe-
rence may be made to SP : 12-1975t.
*Code of practice for use of structural steel.in general building construction (revised).
tIS1 handbook for gas welders.IS t 1323 - 1982
7.3 Flame Conditions
7.3.1 For ensuring metallurgical integrity of weld deposit, flame
conditions need to be adjusted and maintained at desired level. General
guidance has been outlined in Appendix C.
TABLE 1 PROCEDURE FOR OXY-ACETYLENE WELDING FOR
BUTT WELDS
( Clause 7.1 and A-5.1 )
i) Type ofJoinf: Square Edge Butt Joint
Thickness Range: 1.6 to 6.3 mm
Assembb :
THICKNESS RANCUE, GAP, g, mm POSITION WELDINQ
T,‘mm TECRNIQUE
1’6 to 3.15 T Flat Forward
3.15 to 6.3 T/2 Flat Backward
1.6 to 5.0 T Vertical Forward
One operator
5.0 to 6.3 T/2 Vertical Forward
Two operators
3.15 to 6.3 T/2 All positions Backward
ii, Type of3oinf: Single Vee Groove Butt Joint
ThhrckncssR ange: 3.15 to 6.3 mm
Asstmbly:
THICKNESS RANGE, GAP, g, mm INCLUDED POSITIOP; WIXLDIN~
T, mm ANGLE, 0 TECHNIQUE
3.15 to 6.3 3.15 80°-90” Flat Forward
Above 6.0 T/4 60” - 70” Flat Backward
5.0 to 6.3 4.0 Max 50”-60” All positions Backward
8. WORKMANSHIP
8.1 For general recommendations regarding workmanship reference may
be made to SP: 12*.
8.2 The surfaces to be welded and the surrounding material for a distance
of at least 12 mm from the weld shall be freed from scale and cleaned so
as to remove dirt, grease, paint, heavy rust or other surface deposit, wire
brushing shall be used if necessary. A coating of linseed oil applied for
the purpose of preventing corrosion may be disregarded.
8.3 Fusion faces may be cut by shearing, chipping, machining or machine
gas cutting, Hand cutting by gas may be substituted for machine gas
*IS1 handbook for gas welders.18 t 1323 - I982
cutting only if the latter is impracticable, and in such a case the cutter
shall be adequately guided so that the cut edge is clean and uniform.
8.3.1 If the prepared fusion face is irregular, it shall be dressed by
chipping, filling or grinding to the satisfaction of the engineer or
the purchaser.
8.4 The piece to be welded shall be securely held in their correct relative
positions during welding, so as to ensure that the gap is maintained uni-
formly and the distortion is controlled to a minimum.
8.4.1 The welding sequence adopted shall be such that distortion is
reduced to a minimum ( see Appendix B ).
8.5 The deposition of the weld metal shall be carried out, SO as to ensure
that:
a) welds are of good clean metal deposited by a procedure which
will ensure uniformity and continuity of the weld, and
b) the surfaces of the weld have an even contour and regular finish
and indicate proper fusion with the parent metal.
8.6 Care shall be taken to ensure that full penetration and fusion is
obtained up to the root of welds.
8.6.1 The bottom or underside of a butt weld shall be characterized by
an even bead of penetrated weld metal ( see Fig. 5).
FIG. 5 GOOD BUTT WELDS
13IS I T323 - 1982
8.6.2 A dcfcctivc weld without a_ bead of penetrated weld metal is
shown in Fig. 6.
NOTE - The penetration bead should join with the surface of the parent metal
in a smooth continuous contour indicating fusion between penetrated weld metal
and parent metal. A hard or sharp line along the edge of the weld metal penetra-
tion bead is likely to indicate lack of fusion between penetrated weld metal and
parent metal.
A UNDERCUTTING AND
NO REINFORCEMENT
L FLUSH OR CONCAVE
FIG. 6 DEFECTIVE BUTT WELD
8.7 Welds showing cavities or lack of proper fusion shall be cut out and
re-welded to the satisfaction of the engineer’ or the purchaser.
8.8 Care shall be taken to avoid undercutting and, where serious under-
cutting occurs, the reduction shall be made good by additional weld metal
to the satisfaction of the engineer or the purchaser.
8.9 Welds and adjacent parts shall not be painted until approved by the
engineer or purchaser. If a protective coating is required, then clean
linseed oil may be used.
8.19 Welders shall be provided with such staging and, if necessary,
protection as will enable them to ‘perform the welding operations
properly.
8.11 All welding equipment shall be in good condition and capable of
enabling the welder to provide and maintain the correct flame at ail
times.
8.12 Flame Conditions
8.12.1 Flame conditions shall be as given in Appendix C.
9. INSPECTION AND TESTING
9.1 For purposes of inspection and testing, reference should be made to
IS : 822-1970* and SP : 12t.
*Code of procedure for inspection of weld:
tIS1 handbook for gas welders.
14IS:1323 -1982
10. OPERATOR QUALIFICATION
10.1 For details on operator qualification, reference should be made to
IS : 1393-1961*. They shall also be subjected to appropriate qualifying
tests specified in IS : 7307 ( Part I)-1974t_, IS : 7310 (Part I)-1974$ and
IS : 7318( Part I )-19743.
11. SAFETY REQUIREMENTS AND HEALTH PROVISIONS
11.1 For purposes of safety requirements and health provisions, reference
should be made to IS : 818-196~11 and IS : 3016-19657.
APPENDIX A
( Clause7 .2 )
METHOD OF OXY-ACETYLENE WELDING
A-l. RIGHTWARD ( OR BACKWARD ) ;METHOD
,A-1.1 In the rightward method, welding blowpipe and welding rod are so
disposed that the flame points back at the completed weld while the rod
is interposed in between and is constantly in the molten puddle (see
Fig. 7 ). The welding rod is giveu an elongated elliptical motion on the
surface of the weld puddle.
A-2. ALL-POSITION RIGHTWARD METHOD
A-2.1 The all-position rightward technique is a modification of rightward
( or backward ) method, whereby the flame precedes the rod (see-Fig. 8 ).
This method is particularly suitable for the welding of mild steel plate and
pipe in vertical, horizontal-vertical and overhead positions.
A-3. LEFTWARD ( OR FORWARD ) METHOD
A-3.1 In the leftwa’rd method, welding blowpipe and welding rod are so
disposed that the flame points away from the complete weld and the rod
is followed by the flame ( see Fig. 9 ).
*Code of practice for training and testing of oxy-acetylene welders.
tApprova1 tests of welding procedures: Part I Fusion welding of steel.
$Approval testing of welders working to approval welding procedures: Part I Fusion
welding of steel.
§Approval tests for welders when welding procedure approval is not required:
Part I Fusion welding of steel.
’ llCode of practice for safety and health requirements in electric and ewa s weldin-ev
and cutting dperations (Jirst r&&n ).
TCode of practice for fire precautions in welding and cutting operations.
15“l_-._l___
-‘.-a”-.*.“.......--.. ^_~“--_--_-l~l~-_... . .-_ “_____,.. .__,
tS I 1323 - 1982
FIG. 7 RNXSIWARD OR BACKWARD WELDING
16SIDE ELEVATION SIDE ELEVATION PLAN
VERTICAL QVER HEAD HORIZONTAL-VERTICAL
FIG.~ ALL-POSITIONR ICHTWARDWELDINO
1
CI
EFIG. 9 FEFTWARD OR FORWARD WELDING
A-4. VERTICAL UPWARD WELDING,, SINGLE OPERATOR
A-4.1 In this methoa, the welding is done by a single operator and the
welding proceeds upwards, using the technique where the welding rod
precedes the flame along the joint ( see Fig. 10 ).
A-5. VERTICAL UPWARD WELDING, TWO OPERATORS
WORKING SIMULTANEOUSLY
A-5.1 In this technique, the two operators face each other on opposite
sides of the joint. The operators use blowpipes of the same power, weld-
ing proceeds upwards, using the technique where the welding rodIS:1323 -1982
FIG. 10 VERTICAL UPWARDW ELDINGS INGLEO PERATOR
precedes the flame along the joint ( see Fig. 11 ). Butt welds only are
possible by this technique. Steel plates up to 6.3 mm thick need not be
bevelled, and the gap between the abutting edges shall be as given in
Table 1.
FIG. 11 VERTICALU PWARD WELDING,T wo OPERATORS
APPENDIX B
( Clauses 5.1.5 and 8.4.1 )
DISTORTION CONTROL
B-l. Distortion is likely to be present in assemblies requiring the applica-
tion of heat. In oxy-acetylene welding of sheet metal in particular, this
problem may be quite serious.
19-~..- ”. -..r..
IS : 1323- 1982
B-l.1 Distortion may be minimized and in some cases completely over-
come if suitable precautions are taken. The follcwing guiding principles
are useful:
4 The recommendations with regard to plate edge precaution,
gap-settings, etc, should be followed properly.
b) Tacks should be equally spaced and the sizes of tacks should be
minimum and commensurate with holding the weld seam in
correct alignment.
4 Back-step or skip welding should be done in case of relatively
long seams; the idea is to keep the distribution of heat uniform
as fai as practicable.
4 Use of welding jigs and chills is very helpful and where these are
used, care should be taken to see that the welder finds easy
access to the seam and is able to perform the welding comfor-
tably.
4 Pi-e-setting of parts to be joined to nullify distortion due to
contraction of the work may also be used.
APPENDIX C
( Clauses7 .3.1 and 8.12)
FLAME CONDITIONS
c-l. WELDiNG FLAME
C-l.1 The maintenance of a constant flame at the desired adjustment is
most important. Generally, for steel the flame should be neutral, that is,
the inner cone should be sharply defined with a very slight haze or flicker
at the end of it. This haze or flicker provides an c indicator ‘, which by
its disappearance will show when the flame is tending to become oxidizing
(see Fig. 12).
C-2. WELDING NOZZLE
C-2.1 The orifice of the welding nozzle shall be kept clean at all times
during the welding operation, so that a regular and symmetrical inner
cone may be maintained.
C-3. SIZE OF INNER CONE
C-3.1 The size of the inner cone shall be regulated by changing the
nozzle and adjusting the gas pressure for different thicknesses of parent
metal so that the proper amount of heat is obtained to perform the
welding operation.
20iS : 1323 - 1982
IZA Oxidizing Flame 12R Neutral Flame 12C Carburizing flame
( Excess of Oxygen ) ( Equal quantities of ( Excess (“6 A;em;,;
( An oxidizing flame Oxygen and Acety- lene )
is necessary f,or weG tene ) (For steel, excess ofacetylene is
ding brass ) stainless steel, cast necessary for stelli-
iron, copper, alumi- ting, hard-facing,
nium, etc ) etc )
FIG. 12: FLAME CONDITIONS
Adjustment of the flame size is preferably made by changing the nozzle
rather than by altering the gas pressure.
C-4. GAS PRESSURE
C-4.1 The gas pressure, shall be substantial as recommended by the
manufacturers for the nozzle being used.
$3. MANUAL OPERATION OF WELDING FLAME
C-5.1 The flame shall be manipulated, so as to maintain a puddle of
molten metal of sufficient size without overheating either the parent
metal or the deposited metal. Excessive or unnecessary manipulation
which agitates the weld metal and exposes it to atmospheric contamination
shall be avoided. Impurities encountered or produced during the wel-
ding operation, usually appearing as small white specks, globules or
flakes, shall be floated to the surface of the weld metal by melting below
their lodgement.
21BUREAU OF INDIAN STANDARDS
Headquarters:
Manak Bhavan, 9 Bahadur Shah Zafar Marg, NEW DELHI 110002
Telephones: 323 0131, 323 3375,323 9402
Fax : 91 113 234062,91 11 3239399,91 11 3239382
Telegrams : Manaksanstha
(Common to all Offices)
Central Laboratory: Telephone
Plot No. 20/9, Site IV, Sahibabad Industrial Area, Sahibabad 201010 8-77 00 32
Regional Offices:
Central : Manak Bhavan, 9 Bahadur Shah Zafar Marg, NEW DELHI 110002 3237817
*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:
‘Pushpak’, Nurmohamed Shaikh Marg, Khanpur, AHMEDABAD 380001 550 13 48
$ Peenya Industrial Area, 1s t Stage, Bangalore-Tumkur Road, 839 49 55
BANGALORE 560058
Gang_otri Complex, 5th Floor, Bhadbhada Road, T.T. Nagar, BHOPAL 462003 55 40 21
Plot No. 62-63, Unit VI, Ganga Nagar, BHUBANESHWAR 751001 40 3’6 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 5OOdOl 20 IO 83
E-52, Chitaranjan Marg, C-Scheme, JAIPUR 302001 37 29 25
1171418.8, 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. 14/1421, University PO. Palayam, THIRUVANANTHAPURAM 695034 621 17
\Sales Office is at 5 Chowringhee Approach, PO. Princep Street, 27 1085
CALCUTTA 700072
tS.ales 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
Printeda t Simco Printing Press. Delhi
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12701.pdf
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IS 12701 : 1996
Indian Standard
ROTATIONAL MOULDED POLYETHYLENE
WATER STORAGE TANKS - SPECIFICATION
(F irst Revision ,J
First Reprint JUNE 1998
ICS 23.020.10
0 BIS 1996
BUKEAU OF INDIAN STANDARDS
MANAK BHAVAN, 9 BAHADIJR SHAH ZAFAK MARG
NEW DET,HI I10002
Price Group SSanitary Appliances and Water Fittings Sectional Committee, CED 3
FOREWORD
This Indian Standard (First Revision) was adopted by the Bureau of Indian Standards after the draft finalized
by the Sanitary Appliances and Water Fittings Sectional Committee had been approved by the Civil Engineering
Division Council.
Looking to the widespread use of rotational moulded polyethylene tanks for the storage of potable water
in India, the committee felt the need to bring out an Indian Standard in order to safeguard the user of
such tanks against quality and performance requirements.
This Standard was first published in 1989. In this revision of the standard following major modifications
have been made:
- Wall thickness and weight of the tanks have been modified based on the feedback from the manufacturers
and users.
- Methods of installation and fittings have been made recommendatory and are separately given at
Annex E.
- Method for carrying out flexural strength test has been modified.
The composition of the technical committee responsible for the preparation of this standard is given in
Annex F.
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 the same as that of the specified value in this standard.IS 12701 : 1996
Indian Standard
ROTATIONAL MOULDED POLYETHYLENE
WATER STORAGE TANKS - SPECIFICATION
( First Revision )
1 SCOPE 3.5 Overall Height
The height of the finished empty lank at its highest
1.1 This standard covers the requirements of
point including the top rim of the man-hole and Iii\
materials, dimensions construction, shape,
of the tank (WC Fig. I).
workmanship, performance requircmcnts and
inspection and testing of rotational moulded 3.6 Effective Height
polyethylene water storage tanks with a nominal
The height of the finished empty tank its base
scrvicc tcmpcralurc from + I “C to +5O”C Il-om
to the point where overflow connection is provided
for the purpose of limiting water storage capacity
1.1.1 These tanks are not meant for undergroumd
(see Fig. I).
applications.
3.7 Overall Diameter
1.2 This standard is applicable only to water storage
tanks subjected to the following two conditions: The maximum diameter of finished empty tank
measured at its base as the mean of two measurements
a) Own hydrostatic head of water, and of diameters including wall thickness of the tank and
avoiding the mould parting line (SW Fig. 1).
b) Tank with uniform flat base support.
3.8 Rim Height
1.3 This standard dots not cover mobile water tanks
The perpendicular distance from the highest point
and horizontal cylinderical water tanks.
of the top Irim of the man-hole LO the nearest point
of the shoulder of the finished empty tank (XV Fig. 1).
2 REFERENCES
Kim can be provided above the tank OI- within the
tank.
2.1 The Indian Standards listed in Annex A are
necessary adjuncts to this standard. 3.9 Man-Hole/Hand-Hole
A hole of suitable internal diameter pr-ovided at the
3 TERMINOLOGY
top of the tank, for the purpose of inspection 01
internal surface and entry into the tank.
3.0 For the pun-pose 01‘ this standard the following
definitions shall apply. 3.10 Internal Diameter of Man-Hole/Hand-Hole
3.1 Rotational Moulded Water Storage Tank The internal diameter of the rim of the man-hole
measured as the mean of two perpendicular diameters
A tank moultled from polyethylene powder by the (see Fig. I).
process of rotational rnoulding.
4 MATERIALS
3.2 Net Capacity 4.1 The material of construction of tank, lid and
fittings which come in contact with water shall be
Net capacity shall bc: net volume of water contained such that it does not impart any tasrc, colour or odour
hetwccn the lowest level of thc~ inlet and lowest to water, nor have any toxic effect, and it shall not
spccil.icd level. contalninate water thcrcby making it unpoi;lhlc.
4.2 I’vlycthylcne resin tu bc used for rhc manul‘acturc
3.3 Cross Capacity
ol wutcr tanks should bc 01’r otational ~~~ulticrl glade
and duly slabilizctl with anliLc~xidanls. TIIC ;inli-
oxidnnts LISC~,n o1 exccccling 0.3% by niilhr. 01 finishctl
resin, ~h0u1d hC physiologic;rlly Ililll~llCi~ allcl sllciulcl
bc sclccletl I’min the list given III IS IO I-! I 10X2.
Iii atl(lition, the rnalcri;tl \11;1ll ,iIso ITIVC’~1 11~
rcquir~~nlcnts given in 4.2. I 10 4.2.1.
IIS 12701 : 1996
4.2.2T he melt flow rate (MFR) of the resin when h) The dispersion of carbon black shall be
tested under the test condition D (temperature 190°C satisfactory.
and nominal load of 2.16 kg) and in accordance with
4.3 The addition of not more than 10 percent 01. the
1S 2530 : 1963 shall be within 2.0t o6 .0g /l0m inutes.
manufacturers own reworked material resulting from
the manufacture of tanks only according to this
4.2.3T he water tanks meant for out door use shall standard is permissible. No other reworked or recycled
be manufactured from carbon black compounded waste material from any other source or filler shall
polyethylene. The carbon black content and carbon be used in the manufacture of tanks.
dispersion test shall be carried out in accordance with
the procedure described in IS 2530 : 1963 and shall 5 TYPES AND FEATURES
meet the following requirements:
5.1 Cylinderical Vertical Tank (Fig. 1)
a) The percentage of carbon black content in The dimensions, net and gross capacities and weight
the material shall be within 2.0 and 3.0, and of the tank shall be as given in Table 1.
LID OF MANHOLE 7 FLOAT TYPE LEVEL
iNDlCATOR (OPTIONAL)
1
INLE T
50 mm min
7-
RIBSIS 12701 : 1996
Table 1 Dimensions of Cylinderical Vertical Tank
(Clause 5.1)
SI Minimum Net Cap_ac ity - Overall Overall Minimum Internal Minimum Wall Minimum
NO. Up to Effective Height Range Dia of Man-Hold and Bottom Weight of tank
Height Range Hand-Hole Thickness (Without Lid)
(0 (nuw (mm) (mm) (mm) (kg)
(1) (2) (3) (4) (5) (6) (7)
i) 200 650 - 850 490 - 690 265 3.0 78
ii) 300 650 850 700 - 900 265 3.0 9.0
iii) 400 700 - 980 700 - 950 265 3.5 15.0
iv) 500 800 - I 140 625 - 1 025 370 4.0 18.0
v) 700 900 I 140 800 - I 100 370 4.4 23 0
vi) I 000 I 000 - I 200 I 050 - I 350 370 4.5 33.0
vii) I 590 I 080 - 1450 1 150 1 590 370 4.5 47.0
viii) 1 700 I 300 - 1500 1260 - 1650 370 4.5 54.0
ix) 2 000 1 365 - 1 500 I 400 - I 700 450 5.4 64.0
x) 2 500 I 380 - 1610 1400- 1810 450 7.7 81.0
xi) 3 000 I410 - 1800 1 640 2 150 450 8. I 96.0
xii) 4 000 I 450 1 920 1 750 - 2 400 450 10.4 147.0
xiii) 5 000 I800 - 2 110 1 800 2 100 450 10.7 180.0
xiv) 6 000 I 800 - 2 200 2 065 - 2 800 450 10.7 205.0
xv) 7 500 I 890 - 2 250 2 100 - 2930 450 10.7 239.0
xvi) l0000 I 900 - 2 680 2 400 3 740 450 I I.5 319.0
xvii) 15 000 2 100 - 2680 3100-4000 450 II.5 40x.0
xviii) 20 000 2 100 - 3 IS0 3 190 - 5 000 450 13.2 566 0
NOTE - The gross capacity of the tanks shall be at leant 5 percent in excess of the minimum net capacity.
5.2 Rectangular Loft Tank (Fig. 2, 5.3 A flat area may he provided on the top of the
cylinderical vertical tanks for workers to stand before
The dimensions, net and gross capacities and weight
entering the tank.
of the tank shall be as given in Table 2.
5.A Wall Thickness
Owing to limitations of rotational moulding process,
the wall thickness of the water storage tank at bottom,
top and cylinderical sides at the bottom and top
edges where the shape of tank changes is usually
found to be much greater than the wall thickness at
other surfaces.For cylinderical vertical tanks the wall
thickness upto the effective height of the tank shall
not he less than the values given in Table 1 and the
wall thickness above the effective height of the tank
shall be not less than 75 per cent of the values given
Table 2 Dimensions of Rectangular Loft Tanks
( Clause 5.2 )
SI Minirnurn Net Overall OVerall Overall Minmum Minimum Wall Minmum
No. Capacity I.englh Width Height lnternnl Dia of Thickness Weight
Hand Hole (Measured trn) Weight of
ICectangular Tank
Vcl-tical Purt (Without Lid)
and Ibttom
Thickness
(XI
0.0
7.7
11.0
I i 0
17.5IS 12701 : 1996
in Table 1. For rectangular loft tanks the wall thick- This test shall be applied to tanks with capacity I SO0
ness shall be in accordance with the values given litres and more.
in Table 2. The wall thickness shall be measured at
least at 20 points well distributed on the sides, top
7.4 Tensile Strength
and bottom. Thickness measurement on lid shall bc
made at least in four well distributed locations.
7.4.1 Tensile strength at yield shall be determined
in accordance with IS 8543(Part 4/See I) : 1984.
5.5 The dimensions as given in 5.1 and 5.2 refer
The tensile strength of the wall of water tanks shall
to finished empty tanks. Measurement shall be made
not be less than 12 N/mm?.
after 48 hours of moulding. The wall thickness may
IX measured with a dial gauge micrometer fitted with
7.4.2 The test specimens shall he cu; from the flat
spherical anvils. The overall diameter, height and
portion of the top of the water tank at a temperature
other dilncnsions may be measured with steel rule
not exceeding 50°C and then machined.
or steel tape of dcaircd accuracy by placing the empty
tank on a flat .surfacc.
7.5 Flexursl Modulus
6 FINISH
7.51 The flexural modulus shall be determined in
6.1 The in~emal and external surface of the water accordance with IS 13360 (Part 5/See 7) : IYY5.
storage tank shall be smooth, clean and free from The tlexural modulus of the wall of’ the water tank
other hidden internal defects, such as air bubbles, shall not be less than 300 N/mm2. The sample shall
pits and metallic or other foreign material inclusions. be taken as given in 7.4.2.
The mould parting line and excess material near the
top rim of the tank shall be cut and finished to the 7.6 Overall Migration
rccluircd Icvcl. Defects like air bubbles and pits at
niould parting lint and at top rim of the The material of construction (compounded resin) shall
main-man-hole shall he repaired by hot-air filler rod meet the specified limits of overall migration of
welding method. constitutents as specified in IS 10146 : 1982 when
tested according to 5 of IS 9845 : 1986.
7 PERFORMANCE REQUIREMENTS
8 SAMPLING AND TESTING
7.1 Resistance to Deformation
8.1 Routine Tests
7.1.1 When cylindrical vertical water storage tanks
is tested in acco~lancc with the Method 1 described
The scale of sampling and criteria for conformity of
at Annex B, the difference between the
a lot for routine tests specified in Table 3 shall be
circumferrential measurement shall not be greater
as given in Annex D.
than 2 percent of the original measurements.
Table 3 Routine Tests
7.1.2 When rectangular loft tank is tested in
actordance with the Method 2 described at
SI No. Test Ref to Clause
Annex B the difference between the longitudinal
and Annex
measurements shall not be greater than 3 percent of (2) (3)
the original measurements.
i) Hand width/location Fig. I
NOTE ~~~T he rank shall not clack at rhe ohserved deflection. ii) Outer dimensions and Weight Table I and Table 2
Iii) Nel capacity Tahlc I antI Table 2
7.2 Resistance to Impact
Iv) Gross capacily Table I and Tahlr 2
When polyethylene water tank is tested in accordance v) ‘Thicknesscx Table I and I’ahlc 2
with the method as dcscl-ibcd in Annex C the impact vi) Resistance fo deformation 7.1 and Annex I3
shall neither result into cracking nor puncture of the vii) Rssistur~e IO impact 12 and Annex C
tank. viii) ‘I‘estf or rop load resinlancc 7.3
ix) Tensile strcngrh 74
7.3 Test l’or Top Load Resistance
XI Flcxurnl modulus 15
7.3.1 ‘I‘k tank shall he fiilcd to Y8 percent of its
IIC~ capacity and shall he suhjectcd for not less than 8.2 Type Tests
4 I~OLII~S a\ ou~clo~l~ temperature to cornpI-cssion by
IIIGII~:, 01‘ IO0 kg load applied on t.he horizontal surtacc Type tests ;LIK intended to prove the suitability and
provitlcd lor ;I III:II~ to stand helixc cntcring the tank. pcrformancc 01‘ watci. tank of n new coi~yx~silion, ;I
Al‘ter ~-~III~~;II 01 Ilic load die lest spximcn shall hc new tcchnicluc, new shape or modified w;III thickness.
inspcckd fog cl~-lrm~alion or crack on the WI-fact and Such tests neccl ncccssarily kc dnnc, hcl’orc untlcrt;tkinp
a1b.v 3 11on1.s 01’ the rc~~~oval 01‘ the load the flat 111;iss p~mclr~ction when a change is made ii\ l~olyii~ci
5III~IiI~C hh;llI l~l!l~llIl LO II01 IKII position. conipnxitiim or method of tnanufaclur~ 01 ~!ICII :IIS 12701 : 1996
new size and shape of water tank is introduced. 10 MARKING
Howcvcr, ii’ no change is envisaged, at least one
sample of any size shall be put to ‘Type Tests’ once 10.1 All the water storage tanks shall bc marked
in a year. Tests for suitability of tank material as with the following information:
specified in 4 and overall migration as specified in
4 Manufacturer’s name, initials or recognised
7.6 shall he taken as type tests.
trade mark;
b) Net capacity in litres;
9 MAN-HOLE HAND-HOLE LIDS
cl Lot or Batch number, and year of
9.1 Materials manufacture; and
Man-hole hand-hole lids shall be moulded from d) ‘For indoor USC only’, for tanks meant lor
indoor use.
polyolet’ins of minimum thickness 3mm and shall
have sufficient ribs to provide adequate stiffness. It
10.2 In additions to the marking by painting, the
shall be stahili7,cd with 2 to 3 percent of carbon black
manufacturers name or trade mark and ncl capacity
having satisfactory dispersions. The carbon black
content and carbon disperion test shall be carried out of the tank shall be moulded on the external surface
in accordance with IS 2530:1963 of the tank during manufacture.
10.3 BIS Certifications Marking
9.2 The lid shall fit securely over the top rim of the
tank and it shall rest evenly on it in order to prevent The tanks may also he marked with Standard Mark.
the ingress of foreign matter such as insects,
mosquitoes or dust through the top of the tank. The 10.3.1 ‘The use of the Standard Mark is governed
lid shall also bc provided with suitable locking by the provisions of the Bureuu of Irtdim Stctndcrrds
arrangement. Act, 1986 and the Rules and Regularions made there
under.Details of conditions under which a licence
9.2.1 To test the lid being fit securily to the manhole, for the use of the standard mark may be granted to
no clearance in it should permit a 1.6 mm diameter the manufactures or producers may hc: obtained from
wire to pass through. the Bureau of Indian Standards.
ANNEX A
Titlr IS No. Title
Dimensions for pipe threads 9845 : 1986 Methods of analysis for the
where pressure-tight joints arc determination of specific and/
required on threads ( third or overall migration of
revi.Gm ) constiluents of plastic materials
and articles intendctt to come
1879 : 1987 Mallcable cast iron pipe fittings into contact with foodslut’l‘s
( srwrrtt rc~vision ) ( ,first rcvisirm )
2530 : 19G3 Methods of test for polyethylene
10141 : 1982 Positive list of’ constitucnls of
moulding materials ancl
polyclhylene in contact with
poly~clhylene compounds
foodstuffs, phannaccu~icals and
4905 ; 1968 Methods for randoln sampling drinking wulcr
732X : 1992 High density polyethylene
triaterinls t’or moulding and
exIr_usion
Methods oi testing plastics :
Pars 4 Short tclln mechanical
properties, Section 1 Deler-
tllin;llion of’ ICilSilc pl-opcrtiesIS 12701 : 1996
ANNEX B
(
Clauses 7.1.1 and 7.1.2 )
METHOD OF DEFORMATION TEST
B-l METHOD 1, FOR CYLINDERICAL B-2.2 The tank shall he filled upto the effective
VERTICAL TANKS height at a minimum rate of 23 litres/min with water
at a temperature not less than 1PC. The lid shall
B-l.1 The water tank shall be placed on a flat be closed after filling the loft tank.
level base. A circumferential measurement shall be
made parallel to the base at a distance of one third B-2.3 The tank and water shall be maintained at
the effective height. The tank shall be filled upto a temperature of not less than 15°C and after 7 days
the effective height at a minimum rate of 23 l/min measurements of length and width shall he made at
with water at temperature of not less than 15*C. a previously determined centre lines.
B-l.2 A continuous film of polythyelene shall be B-2.4 The deformation in each direction shall he
tloated over the whole of the surface of the water calculated as follows:
in the tank to prevent evaporation.
W* - Y
D, = x 100
B-l.3 The tank and water shall be maintained at
24
temperature not less than 15*C and after 3 days a
circumferential measurement shall be made at the = L2- Ll
D, x 100
previously determined level.
2Y
The difference between the two circumferential
Where
measurement shall he expressed as a percentage of
the original circumferential measurements. deformation of the longer side,
D,_ =
B-2 METHOD 2, FOR RECTANGULAR LOFT D, = deformation of the shorter side,
TANK
w, = width at the start of test,
B-2.1 The reclangular tanks shall be placed on a w, = width at the end of the test,
flat level base. The internal length and width of the
L, = length at the start of test, and
tank shall he measured on the centre lines, as shown
in Fig. 3 at the centre of effective height. L, = length at the end of test.
FIG. 3
ANNEX C
( Clause 7.2 )
C-l METHOD FOR IMYACT RESISTANCE C-l.2 The striker shall bc so arranged as to hit the
TEST FOR WATER TANK base at its mid-point. ThI-cc other impacts sh;~ll bc
made, which shall be as close to the edge 01 COIIICI-s
C-l.1 The water tank shall hc invcrtcd and the base of the base as is practical. The shape of’ the str~ikcr
01. tank shall bc struck with a 25 mm diametcl- shall he such that only the surface 01. the spccilictl
hemispherically ended striker of mass 2.5 kg falling hemisphere comes into contact with the tank under
freely from a height of 3.0 metre. the initial blow.IS 12701 : 1996
ANNEX D
( Clause 8.1 )
SCALE OF SAMPLING AND CRITERIA FOR CONFORMITY FOR ROUTINE TESTS
D-l SCALE OF SAMPLING D-2.2 The lot having been found satisfactory
according to D-2.1 shall be further tested for tests
D-l.1 Lot at Sl No. 5, 6, 7, 8, 9 and 10 of Table 3. For this
purpose a sub-sample of the size given in co1 4 01
In any consignment, all the tanks of same size and Table 4 or co1 3 of Table 5, as the case may be,
type made from same raw materials and manufactured shall be selected from those already examined and
under similar conditions shall be grouped together found satisfactory according to D-2.1 and shall be
to constitute a lot. tested for requirements, as specified. The lot shall
be declared to have satisfied the requirements if no
D-1.2 For ascertaining the conformity of the tanks defective is found in the sub-sample.
to the requirements of the specification, samples shall
be tested from each lot separately.
Table 4 Scale of Sampling and Criteria for
Conformity
D-l.3 The number of water storage tanks to be
(For Tanks with Capacity up to 1000 1)
selected from a lot shall depend on the size of the
lot and-shall be according to Table 4 for tanks with ( Clause D-l .3 )
capacity up to 1 000 litres and Table 5 for tanks
with capacity above 1 000 litres. SI Lot Size Sample Acceptance Sub-sample Size
No. Size Number for Tests at
D-l.4 The tanks shall be selected at random from SI No. (v), (vi), (vii),
the lot. In order to ensure the randomness of selection (viii), (ix) and (x)
of Table 3
procedures given in IS 4905:1968 may be followed.
(I) (2) (3) (4) (5)
D-2 NUMBER OF TESTS AND CRITERIA FOR
CONFORMITY i) up to 50 2 0 J
ii) 51 to 100 3 0 I
D-2.1 Visual, Dimensional Requirements and
iii) 101 to 300 5 0 2
Capacity
iv) 301 to 500 8 0 3
D-2.1.1 Tanks cf Capacity up to 1 000 litres v) SO1 and above 13 I 5
Each of the tanks selected according to co1 1
and 2 of the Table 4 shall be examined for the tests Table 5 Scale of Sampling
at Sl No. 1, 2, 3 and 4 of Table 3. A tank failing (For Tanks with Capacity Above 1000 1)
to satisfy one or more of these requirements shall
( Clause D-l .3 )
be considered as defective. The lot shall be deemed
to have satisfied these requirements if the number
SI Lot Size Sample Size Sub-sample Size
of defectives found in the sample is less than or
No. for Tests at
equal IO the corresponding acceptance number given
81 No. (v), (vi), (vii),
in co1 3 of Table 4.
(viii), (ix) and (x)
of Table 3
D-2.3.2 Tanks qf cupcity above I 000 litres
(1) (2) (3) (4)
Each of the tanks selected according to col I and
2 of Table 5 shall bc examined for the tests given i) up f0 2.5 2 I
at SI No. 1, 2, 3 and 4 of the Table 3. A tank failing il) 26 to SO 3 I
to satisfy one or more of these requirements shall
iii) 51 IO 100 4 I
he considered as defective. The lot shall be deemed
to have satisfied these requirements if there is no iv) IUI and ahove 5 1I_
dclective in the sample.
7IS 12701 : 1996
ANNEX E
( Foreword )
RECOMMENDATIONS FOR INSTALLATION AND FITTING OF TANKS
E-l Vent pipe/overflow pipe is provided near the top E-8 The water storage tank should not he installed
with mosquito and insect proof cap. in close proximity to heaters or other direct sowces
of heat.
of
E-2 The flat base cylindrical vertical or rectangular
water storage tanks should he fully supported over E-9 FITTINGS
its whole bottom area by a durable, rigid, llat and
E-9.1 For providing inlet, outlet and other
level platform sufficiently strong to withstand without
connections, usually full threaded G.I. brass
dcllcction the weight of the tank when filled fully
connections are used which shall not produce any
with the water. In case, the tank is placed on a
kind of harmful effect on potable water. A typical
suitable M. S. platform then it is essential that the
threaded connections is illustrated in Fig 4. Flat surface
latter is fret li-om sharp edges, corners or surface
may preferably be provided to fix outlet pipes at
projections and shall be corrosion resistant.
appropriate locations. The design of threaded
connections fixed with the water storage tank may
E-3 Where rcquircd the tanks shall be suitably
be similar to that shown in Fig 4. The different sizes
anchored. The tanks may also be provided with
of threaded connections required to bc fixed for
clamping devices.
different capacities of water storage tanks may be
according to Table 6.
E-4 The pipelines, valves and other fittings should
hc supported in such a manner that it is aligned E-9.1.1 The overflow pipes should be provided with
properly sv as not lo produce any distortion in the non-corrodible mosquito-proof device of maximum
water tank where the fitting is fixed. clearance not more than I.6 mm.
E-5 The checknuts of the threaded connection should Table 6 Sizes of Threaded Connections
bc placed after placing rubber gaskets and should (Clause E-9.1)
not bc ovcrtightened. Under no circumstances should SI Capacity of Water Nominal Bore Size
jointing compounds or putty he employed in contact No. Storage Tank of Threaded Connection
with the polyethylene water tanks. PTFE (poly-tetra- (mm)
fluroethylcnc) unsintered tape may be wrapped around
i) up to 7.50 12.5
the threaded portion of the valves and connections
ii) Above 750 nnd up IO 2 000 2s
to acl as a sealant. iii) Above 2 000 and up fo 4 000 40
iv) Above 4 000 and up to IO 000 SO
E-6 Circular holes drilled for fixing threaded v) Above IO0 00 75
connections should have a clean edge free horn
notches. Holes can be drilled with a high speed steel E-9.2 The dimensions of male and female threads
hole saw cutter. Scratching or scoring the wall should of G.I. PVC/brass full threaded connections and other
not he done for setting out holes. fittings like elbow, tee, bend, coupling, nipple, ctc,
shall be conforming to IS 554 : 1985. The sizes and
E-7 Where the section of water tank has a change other dimensions of the fittings, such as centre-
in profile which is accomplished with a radius, it to-face, face-to-face and centre-to-centre shall conform
is essential that the outer extremities of the threaded IO IS I X79 : 1987. Manufacturers shall provide
connections RI? clear of this radius. instructions for fittings.
-Y--- WALL OF THE TANK
LBBER GASKETS
HEXAGONAC CHECK
HRtAl)rD PIPEY
IS 12701 : 1996
ANNEX F
(Foreword)
COMMITTEE COMPOSITION
Sanitary Appliances and Water Fittings Sectional Committee, CED 3
Delhi Water Supply 2nd Sewage Disposnl Undertaking (MCD), Delhi
Central Public Hrnlth uud Envilonmrnt Engineering, New Delhi
Goverdhnn 1)~s P A. (C’:rlcutla)
Mnhcuxhtra Wntrr Supply nnd Sewage Board. New 1Mutnbal
Bhnskar Stonewnrc Pipes Pvt Ltd. Fnridnbad
Nntion:~l En\~~i~~n~nr~~t:~Il: ng~nccrml_ Resexch Institute (CSIR). Nqpu~
C’rntr:d Gkrz and Ceralnlc Rescnrch Institute (CSIR), Calcutta
Municipal Corporation of &eater Mutnhai, Mulnbni
Nutional Test House, Calcutta
Kelnlu Water Authority, (PHED), Tlivnndrum
Institution of Public Hcul~h Enpinccs India, Calcutta
E.I.D. Pxry (Indin) Ltd. M:tdr:~c
Building Materinl and Technology Pt-oluotion Council, New l)clhi
Kil-losknr Bl-othcls Lid, PuntSIIRI R. K. SOMANY Hindustan Sanitaryware Industries Ltd, Bahadurgarh
SHRI SANDIP SOMANY (Alternate)
SUPRINTENI~INC SCJRVEYOR OF WORKS (NIIZI) Central Public Works Depaltmcnt, New Delhi
SURVEYOR I F WOKKS (NDZI) (Akmute)
St4Rt S. SUNDARAM Glass fibre Technology Cenrre, 0x1 Ltd. Hyderabad
StIRI VtNOD KUMAK. Director General, BIS (Ex-Oflic~o Mrmh~r)
UlREc-rctR (civil Engg)
MemhPr sec.retu,y
SHRI K. S. JUNEIA
Joint IIirector (Civil Engineering), BIS
Building Materials and Technology Promotion Council (Ministry of Urban
Development), New Delhi
Smr MUKESH A. AMRANI Infra Industries Ltd, Mumbai
Sttnt SANJAY SHAH (Alternote)
SHt<RI . B. BHATIA Central Pubhc Works Dcpartmcrrt, (Standards and Specifications), New Delhi
Stitll L). D. GuPTA (~hernute)
Stmt RAMESH KUMAU KAPuR Rotomatic Containers Pvt Lfd, Nasik
Strtct AMIT CHOWDHARY Patton Tanks Ltd, Calcutta
StiRt S SAMADDAR (Ahnute)
CITY ENGINEER Municipal Corporation of Greater Mumbai, Mumbai
SHKI S. R. DANGAYACI~ Sintex Industries Ltd, Kalrtl (N. Gujamt)
StiRI RAJAN R GlJLARANl (Alter-mm)
DlRtXT( )R U. I’. Jai Nigam, I,ucknow
SHIU R. EI.AMARAM Gummadi Polymers (P) Ltd. Madras
ENGINEER-IN-CHIFF Engineer-in-Chief’s Branch, Army Headquarters, New D&i
SFIRI RAMESII KLIMAK KAPLIH Umplas India Ltd, New Delhi
1)~ A. K. RAY (Alrerntrre)
SIIRI V. C. FI<AN~IS IPCL, Barotln
SHRI T. K. BANDOPADHYAY (Altrmnw)
MANAGING L)II<ECl-IIK Naptha Resins and Chemicals Pvt Ltd. Bangalore
SHIU R. RAMESII Devi Polymers (I’) Ltd. Madras
SHKI A t’. RAMACHANDRAN (Altcrrrute)
Stint DlNEStl KUMAR SAINI Research Designs and Standards Organization (Ministry of Rrnlwny). l.ucknow
Swr<t. rAr<Y GENERAL Federation of All Indi:l Rotomoultlers, New Delhi
Sttlll t’At<VtN v Shill All India Plstics Manufxturers‘ Aqsoclatmn, Mumhai
Stint CIIANoRestt AMHANI (Alfmzt~te)
I)IC Y N SIIARMA
StIRI N. K. SINGI-I
Sttt~ D. r). GIIPTA (Altotme)
SIIRI S. SlINfXbWAM
SHRI YIKXSII VAKIIARIA
SIM AJI’I K~~htntt SHAII (Akmut~)
Sttl~l~4ATl SCCMA VAIDYA
‘t,-ct<t I< S N I),\nA (A//i~rr/c)Bureau of Indian Standards
BIS is a statutory institution established under the Bureau of Indian Srandurds 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 chaqges 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 CED 3(X585).
Amendments Issued Since Publication
Amend No. Date of Issue Text Affected
BUREAU OF INDIAN STANDARDS
Headquarters:
Manak Bhavan, 9 Bahadur Shah Zafar Marg, New Delhi 110002 Telegrams : Manaksanstha
Telephones : 323 0131,323 33 75,323 94 02 (Common to all offices)
Regional Of&es : Telephone
Central : Manak Bhavan, 9 Bahadur Shah Zafar Marg 323 76 17
NEW DELHI 110002 323 38 41
Eastern : l/14 C. LT. Scheme VII M, V. I. P. Road, Maniktola 337 84 99,337 85 61
CALCUTTA 7ooO54 337 86 26,337 9120
Northern : SC0 335-336, Sector 34-A, CHANDIGdRH 160022 603843
602025
{
Southern : C. I. T. Campus, IV Cross Road, CHENNAI 600113 235 02 16,235 04 42
1 235 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 1
Branches : AHh4ADAEMD. BANGALORE. BHOPAL. BHUBANESHWAR. COIMBATORE.
FARIDABAD. GHAZIABAD. GUWAHATI. HYDERABAD. JALPUR. KANPUR.
LUCKNOW. NAGPUR. PATNA PUNE. THIRUVANANTHAPURAM.
Printed at P1intofsuph, New Delhi, Ph : 5726147AMENDMENT NO. 1 JANUARY 2001
TO
IS 12701:1996 ROTATIONAL MOULDED
POLYETHYLENE WATER STORAGE TANKS —
SPECIFICATION
(FirstRevision )
( Page 4, clause 5.5) — Insert the following new clause after 5.5:
‘5.6 Rotational moulded polyethylene water storage tanks may be manufactured
in single layer or double layers, inner layer being white in colour. The outer
layer shall be black in colour and its thickness shall be minimum 50 percent of
the total thickness of the wall.’
(CED3)
ReprographyUnit,BIS,NewDelhi,India
|
6908.pdf
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( Tpfr @hvT )
Indian Standard
ASBESTOS-CEMENT PIPES AND FITkINGS FOR
SEWERAGE AND DRAINAGE - SPECIFICATION
( First Revision )
UDC 621’643’2 [ 666’961 ] : 628’245
@ BIS 1991
BUREAU OF INDIAN STANDARDS
MANAK BHAVAN, 9 BAHADUR SHAH ZAFAR MARG
NEW DELHI 110002
April 1991 Price Group 3Cement and Concrete Sectional Committee, CED 2
FOREWORD
This Indian Standard ( First Revision ) was adopted by the Bureau of Indian Standards, after the
draft finalized by the Cement and Concrete Sectional Committee had been approved by the Civil
Engineering Division Council.
Different types of asbestos cemrnt pipes have been in use in this country for over 50 years and
considerable experience is available in regard to their use as water suppl pressure mains and
building pipes, gutters and fittings for conveying rain-water, sullage fro d the buildings to the
drainage and sewerage system. This standard lays down the requirements of asbestos cement
pipes and fittings for sewerage and drainage. When the pipes are intended for conveyance of
particularly aggressive residual waters or to be laid in particularly aggressive grounds, the nature
of these waters and grounds shall be specified beforehand to the manufacturer who may suggest
appropriate material or treatment.
This standard was first published in 1975. This revision has been prepared with a view to modify
some of the requirements in the light of experience gained in the use of this standard. The major
changes in this revision include modification in the class and minimum ultimate crushing load for
pipes, changes in the requirements for straightness, transverse crushing strength and longitudinal
bending strength and modification in tolerances on dimensions and in respect of criteria for accept-
ance, sampling and marking. ln this revision the requirements for fittings have been aligned to
a great extent with the requirements of IS0 Standard. Hydraulic pressure test, longitudinal
bending strength and acid resistance test for pipes have been made optional in this revision. The
word “Non-pressure” appearing in the title of the earlier version of standard has been omitted in
this revision to align the title with the international practice.
In revising this standard due weightage has been given to international co-ordination among the
standards and practices prevailing in different countries in bddition to relating it to the practices
in the field in this country. This has been done by deriving assistance from IS0 881 : 1980
‘Asbestos-cement pipes, joints and fittings for sewerage and drainage’.
The composition of the technical committee responsible for the formulation of this standard is
given in Annex A.
For the purpose of deciding whether a particular requirement of this standard is complied with,
the final value, observed or calculated, expressing the result of a test or analysis, shall be rounded
off in accordance with IS 2 : 1960 ‘Rules for rounding off numerical values ( revised )‘. The
number of significant places retained in the rounded off value should be the sa~me as that of the
specified value in this standard.IS 6908 :1991
Indian Standard
ASBESTOS-CEMENTPIPESANDFITTINGSFOR
SEWERAGEANDDRAINAGE-SPECIFICATION
( First Revision j
1 SCOPE cement conforming to IS 1489 : 1976, and water.
Addition of siliceous filler is also permissible.
This standard covers the requirements for The mixture shall be free from any other loading
asbestos-cement pipes and fittings suitable for and organic fibres od any materials liable to
use with gravity flow at atmospheric pressure, cause deterioration in the quality of pipes.
intended for sewerage and drainage applications.
3.2 General Appearance and Finish
2 REFERENCES
3.2.1 The pipes shall be seamless, compact and
The Indian Standards listed below are necessary homogeneous.. Their internal surface shall be
adjuncts to this standard. regular and smooth. If required by the pur-
chaser, the pipes may be coated internally and/
IS No. 1’1d e or externally with a suitable coating but their
internal surface shall remain r,-gular and smooth.
269 : 1989 33 grade, ordinary Portland The finished pipes shall be capable of being
cement (four/h revision ) easily cut or drilled.
455 : 1989 Portland slag cement (fourth
3.2.2 The internal face between the branch and
revision )
the parent pipe of junctions shall have a flush
1489 : 1976 Portland pozzolana cement and fair finish.
( second revision )
3.3 Classification
5382 : 1985 Rubber sealing rings for
gas mains, water mains and
The pipes shall be classified according to their
sewers ( first revision )
crushing strength as given in Table 1. The
5913 : 1989 Methods of test for asbestos ultimate loads of the three classes are based on
cement products ( first a load per unit area of
revision)
60 kN/m2 for class 1
1639 : 1975 Methods of sampling of 90 kN/ma for class 2
asbestos cement products 120 kN/m2 for class 3
8794 : 1988 Cast iron detachable joints provided that no crushing load at rupture is
for use with asbestos cement less than 15 kN/m.
pressure pipes ( .fIfirsr
revision ) NOTE -The load per unit area is the crushing
load per metre length of pioe divided by the
11769 Guidelines for safe use of nominal diameter of the pipe in metres.
( Part 1 ) : 1986 products containing asbestos:
Part 1 Asbestos cement
3.4 Dimensions and Geometrical Characteristics
products
3.4.1 The size designation of pipes shall be
12081 Recommendations for pic-
according to their nominal internal diameter
( Part 2 ) : 1987 torial warning signs and
expressed in mm, tolerance not being taken into
precautionary notices for
account. The range of standard nominal internal
asbestos ard products con-
diameters shall be as given in Table 1.
taining asbestos: Part 2
Asbestos and its products
-3.4.2 Thickness
3 PIPES The nominal thickness of the pipes is the thick-
ness of the barrel of the pipe, excluding the
3.1 Composition machined ends.
The pipes shall be made from a thorough and NOTES
homogeneous mixture of clean asbestos fibre,
33 grade ordinary Portland cement conforming 1 Standard nominal thickneqses of the pipes are not
specified in this standard. and the nominal thickness
to IS 269 : 1989 or Portland slag cement con- shall conform to the values stated in the manu-
forming to IS 455 : 1989 or Portland pozzolana facturer’s catalogue.IS 6908:1991
2 The thickness of the barrel of the pipes may be manufacturer’s stated external diameter and the
verified from test pieces sampled from transverse nominal length shall be not greater than those
crushing test. specified in Table 2.
3 Where pipe ends are not machined, the thickness
of the barrel of the pipes shall be measured at a
distance nut less than 100 mm from the ends. Table 2 Permissible Deviations on Sizes
Table 1 Classification of Pipes
Thickness Permissible Deviations
( Clauses 3.3, 3.4.1 and 3.5.2 ) ~_~----~*~_~-____-_
On Thickness On External On Nominz
Nominal Minimum Ultimate Crushing Load Excluding Diameter at Length
Diameter r .._-h___-;__7 -MEnacted Finished
Class 1 Class 2- Class 3 Ends
(1) (2) (3) (4)
mm kN/m kN/m kN/m (1) (2) (3) (4)
100 15’0 15.0 15.0 mm mm n mm mm
125 15’0 15.0 15’0
150 15.0 15.0 17.5 UD to and -1,51
2 20 50 0 11 35 .. 00 21 27 .. 55 2 35 0. .0 0 Ovi en rc lu 1d 0in , g u p 1 to0 and -+ 2- 05 0 for I*U-U_ f0
300 17.5 27.5 35.0 including 20 Imm 300 mm
350 21’5 31.5 41.5 Over 2O,.up to and -2.5 1 nomi: nal nominal
44 50 00 22 63 ’.5 5 43 06 .. 05 4 58 3. .5 5 includmg 30 > diamc :ter diameter
500 45.0 60.0 Ov 1er _ _3 10 _, .>up 1~ _t c_o r . and -3.0 1 *t:,“f,
600 3306:: 53.5
700 41.5 63.5 Over 60, up to and -3.5 1 nominal ial dia-
750 45.0 67.5 including 90 diameter meter greater
800 48.5 Over 90 -4.0; than
850 51’0 3::: 300 mm
900 53.5 81.5
1 000 60.0 90.0 NOTES
NOTES 1 Upper deviations on thickness at unmachined
1 Nominal diameters and classes other than those surface are free. *
specified in this table may also be manufactured;
but in such cases the detailed dimensions shall be 2 External diameter at the ends of the pipes, where
jointing rings are located, shall be declared by the
arrived at by mutual agreement between the pur-
manufacturers.
chaser and the manufacturer.
2 The choice of class of pipe is determined by the
pipeline design engineer who alone is qualified to
judge the conditions of installation, laying and 3.4.5 Regularity of the Internal Diameter
operation of the pipes. However, it is recommend- ( Optional Test )
ed that a class be selected such that, taking into
account all the loads and the bedding adopted,
the pipes in use give a factor of safety at crushing If required, the regularity of the internal dia-
of at least 1.3. meter of pipes of nominal diameter up to
3 Occasional internal pressures are admissible 500 rhm may be checked by means of a sphere
provided that an adequate factor of safety be or a disc, of a material unaffected by water,
maintained in relation to the hydrostatic test
passing freely in the pipe. The disc shall be
pressure given in 3.5.1 and 4.5.1.
kept perpendicblar to the axis of the pipe. The
4 750 mm and 850 mm nominal diameter pipes are
diameter of the sphere or the disc shall be less
considered as non-preferred sizes.
than the nominal diameter of the pipe by the
following value, expressed in millimetres
3.4.3 Length ( rounded to the nearest millimetre ):
The nominal length of the pipes shall corres-
pond to the length measured between the 2’5 +,O’Ol d
extremities for pipes with plain ends and to the f
effective length for socketed pipes. It should where d is the nominal diameter, expressed in
preferably be not less than: millimetres. If required, the regularity of the
internal diameter of pipes of nominal diameter
a) 3 m for pipes with a nominal diameter
exceeding 500 mm shall be checked by measur-
equal to or less than 200 mm, and
ing at each end of the pipe three diameters at an
b) 4 m for pipes with a nominal diameter angle of about 60” between them, with an
exceeding 200 mm. accuracy of %I mm. None of the six measured
diameters shall be smaller than that allowed by
In special cases shorter pipes may be specified. application of the above formula.
The nominal length should preferably be a
multiple of 0’50 m.
3.4.6 Straightness ( Optional Test )
3.4.4 Dimensional Tolerances
When pipes are tested for straightness in
The permissible deviations from the manu- accordance with appropriate method given in
facturer’s stated thickness of the walls, the IS 5913 : 1989, the deviation from straightness,
2IS 6908 : 1991
expressed in millimteres, shall not exceed the bends, angle junctions, equal or unequal tees,
following limits: double sockets, sleeves and saddles.
mm mm 4.4 Dimensions and Geometrical Characteristics
f j
4.4.1 The main dimensions shall be as specified
a) For nominal bore of 100 mm 5’5 1 6’5 1 in the manufacturers’ catalogue.
to 150 mm inclusive
4.4.2 Nominal Diameter
b) For nominal bore of 200 mm 4’5 I 5’5 I
to 400 mm inclusive The series of nominal diameters of the fittings
shall correspond to the nominal diameters of
c) For nomiral bore of 450 mm 3’0 1 4’0 I
the pipes as given in 3.4.1.
and above
where 1 = nominal length of the pipe in 4.4.3 Thickness
metres.
The thickness of the baFe1 of the fitting shall
be atleast equal to that specified by the manu-
3.5 Physical, Mechanical and Chemical
facturer for the corresponding pipe.
Characteristics
3.5.1 Hydraulic Pressure Test ( Optional Test ) 4.4.4 Tolerances
When tested in accordance with the method 4.4.4.1 Variation of the internal diameter shall
given in IS 5913 : 1989 to a pressure 0.25 MPa, be same as for the corresponding pipes.
the pipes shall not show any fissure, leakage or
4.4.4.2 Tolerance on the nominal thickness of
sweating on their outside surface.
the fittings shall be as follows:
3.5.2 Transverse Crushing Strength Upper deviation : Free
When tested in accordance with the method Lower deviation : -1.5 mm
given in IS 5913 : 1989, the pipe shall not
NOTE - Tolerances on fittings manufactured from
fracture below the appropriate transverse crush- pipes shall correspond to these of the pipes of the
ingloads for the diameter and class as given in same wall thickness ( see 3.4.4 ).
Table 1, and shall have a minimum transverse
4.5 Physical, Mechanical and Chemical
crushing stress of 33 N/mms.
Cbaracteristlcs
Z$~$~)Longitudinal Bending Strength ( Optional
4.5.1 Hydraulic Pressure Test ( Optional Test )
When tested in accordance with the method When tested in accordance with the method
given in IS 5913 : 1989, pipes of 100, 125 and given in IS 5913 : 1989 to a pressure of 0’25 MPa,
150 mm nominal diameter shall not fracture the fittings shall not show any fissure, leakage
below the following total bending loads: or‘ sweating on their outside surface.
100 mm 2’8 kN 45.2 Transverse Crushing Strength ( Optional
125 mm 4’2 kN
Test )
150 mm 6’0 kN
When tested in accordance with the method
3.5.4 Acid Resistance Test ( Optional Test ) given in IS 5913 : 1989, fittings shall not fracture
When tested in accordance with the method or show any crack under a load less than
given in IS 5913 : 1989, the material of the pipes 90 percent of the total load stated for the pipes
shall be such that the amount of acetic acid of corresponding class and diameter, this load
neutralized shall not exceed 0’100 g/cm*. being calculated in relation to the length of the
axis of the fitting actually loaded.
4 FITTINGS
No minimum transverse crushing stress is
required for fittings.
4.1 Composition
4.5.3 Acid Resistance Test ( Optional Test )
The fittings shall comply with the composition
requirements of 3.1. Epoxy resin or other When tested in accordance with the method
suitable material may be used for jointing the given in IS 5913 : 1989, the material of the
individual pieces of fabricated fittings. fittings shall be such that the amount of acetic
acid neutralized shall not exceed 0’100 g/cm2.
4.2 General Appearance and Finisb
The fittings shall comply with the requirements 5 JOINTS
of 3.2.
5.1 Two types of joints are normally provided
with asbestos cement pipes and they are:
4.3 Classification and Types
Asbestos cement couplings with rubber
The fittings when installed in the pipeline and,
sealing rings, and ’
if necessary, surrounded with lean concrete,
shall be of equivalent strength to that of the b) Cast iron detachable joints with rubber
adjacent pipes. The basic types of fittings are sealing rings and bolts and nuts.
3IS 6908 : 1991
5.2 The composition of asbestos cement representative to b: present while the tests are
coupling shall conform to 3.1 and the cast iron being carried out.
detachable joints shall conform to IS 8794 :
1988. 7.1.4 The pipes and fittings which do not satisfy
the above requirements shall be rejected.
5.3 Rubber rings used in jointing shall comply
with the requirements of IS 5382 : 1985 unless 7.2 Inspection by Sampling
otherwise agreed between the purchaser and the
manufacturer. They shall also be suitable for 7.2.1 The tests indicated in 3.5 and 4.5 shall be
use with the type of jointing device selected. conducted on samples of pipes and fittings
selected as in 9.
5.4 The assembled joint shall be capable of
withstanding an internal hydrostatic pressure of 8 MANUFACTURER’S CERTIFICATE
0’25 MPa when tested in accordance with the
method given in IS 5913 : 1989, even when the 8.1 The manufacturer shall satisfy himself that
pipes are set at the maximum angular deviation the pipes and fittings conform to the require-
stated by the manufacturer of the joint. ments of this standard and, if required, shall
furnish a certificate to this efTect to the pur-
6 INDEPENDENT TESTING chaser or his representative clearly stating the
class of the pipes and fitttings.
6.1 If the purchaser or his representative requires
independent tests, the samples shall be taken
9 SAMPLING
before or immediately after delivery at the
option of the purchaser or his representative 9.1 The sampling, inspection and acceptance
and the tests shall be carried out in accordance shall be in accordance with IS 7639 : 1975.
with this standard on the written instruction of Each inspection lot should include only items
the purchaser or his representative. of the same diameter and the same class. Unless
otherwise agreed to between the manufacturer
7 CRITERIA FOR ACCEPTANCE and the purchaser, the maximum and minimum
inspection lots shall be as follows:
7.1 Inspection of Each Item of Consignment
a) 800 and 200 pipes respectively for dia-
7.1.1 Finish, Marking, Dimensions and Tokrances meters up to 100 mm,
b) 400 and 100 pipes respectively for dia-
The finish, the marking, the dimensions and the
meters from 125 to 250 mm, and
tolerance on pipes, fittings and joints may be
verified on each item of the consignment. c) 200 and 100 pipes respectively for dia-
meters of 300 mm and above.
In order to reduce the duration ‘and the costs
of the acceptance operations in practice, the 10%M ARKING
inspection of the characteristics made 0.1 each
item of the consignment map, at the purchaser’s 10.1 The pipes and fittings shall be legibly and
request, be replaced by an inspection by sampl- indelibly marked with the following information:
ing. In this case, if the inspection results tend
a) Manufacturer’s name or trade-mark, if
toward the rejection of the lot, the manufacturer
any;
may ask for 100 percent inspection on all items
of the consignment with regard to the failing b) Date ofmanufacture;
characteristics. c) Nominal diameter;
7.1.2 Length Delivery Tolerances d) Class of pipe and fittings; and
At least 85 percent of the pipes supplied should e) Pictorial warning sign as given in IS 1208 1
be of nominal length ( subject to the tolerances ( Part 2 ) : 1987.
given in 3.4.4 ). The remainder may be shorter
but not less than 2 m. The required number of 10.1.1 Each pipe dnd fitting may also be marked
additional joints, because of supply of short with the Standard Mark.
length pipes, shall be supplied by the manu-
facturer without any extra cost. 11 SAFETY RULES SHEET
7.1.3 Works hydraulic pressure tightness test in 11.1 All delivery of asbestos cement pipes and
accordance wish 3.5.1 and 4.5.1 shall be carried fittings by the manufacturers shall be accom-
out by the manufacturer. The purchaser, if panied by safety rules sheet as given in IS 11769
he so desires, may be present or depute a ( Part 1 ) : 1987.
4IS 6908 : 1991
ANNEX A
( Foreword )
COMPOSITION OF TECHNiCAL COMMITTE%
Ce ment and Concrete Sectional Committee, CED 2
Chairman Representing
DR H.C. VISVESVARAYA In personal capacitp ( University of Roorkee,
Roorkee-247 667 )
Members
SHIU H. BHATTACHARYA Orissa Cement Limited, New Delhi
DR A. X. CHATTERIEE The Associated Cement Companies Ltd, Bombay
SHRI S. H. SUBRAMANIAN( Alternate )
CHIEF ENGINEER ( DESIGNS ) Central Public Works Department, New Delhi
SUPERINTENDINGE NGINEER( S & S ) ( Alternate )
CHIEF ENGINEER, NAVAGA~VD~A M Sardar Sarov’ar Narmada Nig@m Ltd, Gandhinagar
SUPERINTEKDING-ENGINEER.Q CC ( Alternate )
CHIEF ENGINEER( RESEARCH-CUM-DIRECTOR) Irrigation and Power Research Institute, Amritsar
RESEARCH OFFICER ( CONCRETE TECHNOLOGY) ( Alternate )
DIRECTOR A.P. Engineering Research Laboratories, Hyderabad
JOINT DIRECTOR ( Alternate )
DIRECTOR ( C & MD0 ) ( N & W ) Central Water Commission, New Delhi
DY DIRECTOR ( C & MDD ) ( NW & S ) ( Alternate )
SHRI K. H. GANGWAL Hydetabad Industries Limited, Hyderabad
SHRI V. PATTABHI ( Alternate )
SHRI V. K. GHANEKAR Structural Engineering Research Centre ( CSJR ),
Ghaziabad
SHRI S. GOPINATH The India Comments Ltd, Madras
SHRI R. TAMII.AKARAN f Alternate )
SHRI S. K. GUHA THAKURTA Gannon Dunkerley &Company Limited, Bombay
SHRI S. P. SANKARANARAYA~AN (Alternate )
DR IRSHAD MA~OOD Central Building Research Institute ( CSIR ), Roorkee
DR MD KHALID ( Alternate )
JOINT DIRECTOR, STANDARDS( B & S ) ( CB-I ) Research, Designs & Standards Organization ( Ministry
JOINTDIRECTOR,STANDARDS( B &S 1 (CB-II ) (Afternate) of Railways ), Lucknow
SHRI N. G. JOSHI I . _ Indian Hume Pipes Co Ltd. Bombay
SHRI P. D. KELKAR ( Alternate )
SHRI D. K. KANUNGO National Test House, Calcutta
SHRI B. R. MEENA ( Alternate ) ’ (.I
SHRI P. KRBHNAMURTHY Larsen and Toubro Limited, Bombay
SHRI S. CHAKRAVARTHY ( Alternate )
SHRI G. K. MAIUMDAR Hospital Services Consultancy Corporation ( India ) Ltd,
New Delhi
SHRI S. 0. RANGARI ( Alternate )
SHRI P. N. MEHTA Geological Survey of India, Calcutta
SHRI J. S. SANGANARIA( Alternate )
MEMBER SECRETARY Central Board of Irrigation and Power, New Delhi
DIRECTOR ( CIVIL ) ( Alternate )
SHRI M. K. MUKHERJEE Roads Wing, Department of Surface Transport ( Ministry
of Transport ), New Delhi
SHRI M. K. GHOSH ( Alternate )
DR A. K. MULLICK National Council for Cement and Building Materials,
New Delhi
DR S. C. AHLUWALIA( Alternate )
SHRI NIRMAL SINGH Development Comr$issioner for Cement Industry
( Ministry of Industry )
SI-IRI S. S. MIGLANI ( Alternate )
SHRI R. C. PARATE Engineer-in-Chief’s Branch, Army Headquarters
LT-Cot R. K. SINCH ( Alternate )
SHRI H. S. PASRICHA Hindustan Prefab Ltd, New Delhi
SHRI Y. R. PHULL Central Road Research Institute ( CSIR ), New Delhi
SHRI S. S. SEEHRA ( Alternate 1
SHRI Y. R. P&it ’ Indian Roads Congress, New Delhi
SHRI K. B. THANDEVAN ( Alternate )
DR M. RAMAIAH Stru$daLs Engineering Research Centrel ( CSI~R ),
DR A. G. MADHAVA RAO ( Alternate )
SHRI G. RAMDAS Directorate General of Supplies and Disposal, New Delhi
REPRESENTATIVE Builders Association of India, Bomb&
5IS 6908 : 1991
Members Representing
SHRI A. U. RIJHSINGHANI Cement Corporation of India, New Delhi
SHRI C. S. SHARMA( Alternate )
SHRI J. SEN GUPTA National Buildings Organization, New Delhi
SHRI A. K. LAL ( Alternate )
SHRI T. N. SUBBA RAO Gammon India Limited, Bombay
SHRI S. A. REDDI ( Alternate )
SUPERINTENDI-NGE NGINEER ( DESIGNS ) Public Works Department, Govt of_Tamil Nadu
EXECUTIVE ENGINEER ( S.M.R. DIVISION ) ( Alternate )
SHRI S. B. SURI Central Soil and Materials Research Station, New Delhi
SHRI N. CHANDRASEKARAN( Alternate )
DR H. C. VISVESVARAYA The Institution of Engineers ( India ), Calcutta
SHRI D. C. CHATTURV~DI ( Alternate )
SHRI G. RAMAN,, Dirsctor General, BIS ( Ex-oficio Memb-r )
Director ( Clvll Engg. )
Secretary
SHRI N. C. BANDYOPADHYAY
Joint Diecrtor ( Civil Engg ), BIS n
Fibre Reinforced Cement Products Subcommittee, CE.D 2-z3
Convener
DR C. RAIKUMAR National Council for Cement and Building Materials.
New Delhi
Members
SHRI S. K. BANERIEE Narional Test House, Calcutta
SHRI N. G. BASAK Directorate General of Technical Development,
New Delhi
SHRI P. K. JAIN ( Alternate )
SHRI S. N. BASU Directorate General of Supplies and Disposals,
New Delhi
SHRI T. N. UBOWJA (Alternate )
SHRI S. R. BHANDARI Shree Digvijay Cement Co Ltd, Bombay
SHRI D. N. SINGH ( Alternnte )
SHRI S. GANAPATHY Ramco Industries Ltd. Madras
SHRI S. S. GOENKA Sarbamangala Industries, Calcutta
SHRI I. P. GOENKA ( Alternate )
SHRI MOTWANI GURB& All India Small Scale A. C. Pressure Pipe Manufacturer’s
Association, Hyderabad
SHRI H. R. OZA (Alternate )
SHRI SRINIVASANN . IYER Everest Building Products Ltd, Bombay
DR V. G. UPADHYAYA ( Alternate )
JOINT DIRECTOR, STANDARDS( B & S ) ( CB-I ) Research, Designs & Standards Organization ( Ministry
of Railways ), Lucknow
JOINT DIRECTOR, STANDA.RDS( B & S ) ( CB-II ) ( Alrernate )
SHRI P. S. ~KALANI Kalani Asbestos Cement Pvt Ltd, Indore
SHRl SAURABH KALANI ( Alternate )
DR KALYAN DAS Central Building Research Institute ( CSIR ), Roorkee
SHRI K. D. DHARIYAL ( Alternate )
LTXOL KAMLESH PRAKASH Engineer-in-Chief’s Branch, Army Headquarters
LT-COL A. K. BANGIA ( Alternate )
SHRI P. N. MEHTA Geological Survey of India, Calcutta
SHRI V. K. KASLIW~L ( AIternate )
SHRI V. PATTABHI The Hyderabad Industries Ltd, Hyderabad
SHRI A. K. GUPTA ( Alternate )
DR N. RAGHAVENDRA National Council for Cement and Building Materials,
New Delhi
SHRI RAJ KUMAR Development Commissidner, Small Scale Industries,
New Delhi
SHRYS . C. KUMAR ( Alternate )
SHRI I. SUN GUPTA National Buildings Orgsnization, New Delhi
SUPERINTENDING SURVEYOR OF WORKS ( CZ ) Central Public Work5 Department, New Delhi
SURVEYORO F WORKS ( CZ ) ( Alternate )
SHRI S. A. SWAMY Municipal Corporation of Delhi, DelhiStandard Mark
I
The use of the Standard Mark is governed by the provisions of the Bureau ofI ndian
Standards Act, 2986 and the Rules and Regulations made thereunder. The Standard Mark on
products covered by an Indian Standard conveys the assurance that they have been produced
to comply with the requirements of that standard under a well defined system of inspection,
testing and quality control which is devised and supervised by BIS and operated by the pro-
ducer. Standard marked products are also continuously checkkd 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.Bureaa of Indian Standards
BIS is a statutory institution established under the Bureau of Indian Standards Act, 1986 to promote
harmonious development of the activities of standardization, marking and quality certification of
goods and attending to connected matters in the country.
Copyright
BIS has the copyright of all its publications. No part of these publications may be reproduced in
any form without the prior permission in writing of BIS. This does not preclude the free use, in
the course of implementing the standard, of necessary details, such as symbols and sizes, type or
grade designations. Enquiries relating to copyright be addressed to the Director ( Publication ), -BIS.
Revision of Indian Standards
Indian Standards are reviewed periodically and revised, when necessary and amendments, if anYI
are issued from time to time. Users of Indian Standards should ascertain that they are in
possession of the latest amendments or edition. Comments on this Indian Standard may be sent
to BIS giving the following reference :
Dot : No. CED 2 ( 4603 )
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 O&es )
Regional Offices : Telephone
Central : Manak Bhavan, 9 Bahadur Shah Zafar Marg t 333311 0113 7351
NEW DELHI 110002
Eastern : I/14 C.I.T. Scheme VII M, V.I.P. Road, Maniktola
CALCUTTA 700054 37 86 62
Northern : SC0 445-446, Sector 35-C, CHANDIGARH 160036 53 38 43
Southern : C.I.T. Campus, IV Cross Road, MADRAS 600113 41 29 16
Western : Manakalaya, E9 MIDC, Marol, Andheri ( East )
BOMBAY 400093 6 32 92 95
Branches : AHMADABAD. BANGALORE. BHOPAL. BHUBANESHWAR.
COIMBATORE. FARIDABAD. GHAZIABAD. GUWAHATI.
HYDERABAD. JAIPUR. KANPUR. PATNA. THIRUVANANTHAPURAM.
Printed at Swataotra Bharat Press, ,Delhi, India
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1489_2.pdf
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( a?Titr~ ATJr)
Indian Standard
PORTLAND-POZZOLANA CEMENT -
T
SPECIFICATIOh
PART 2 CALCINED CLAY BASED
Third Revision )
(
First Reprint MARCH 1993
UDC 621*944+1*046
9 BIS 1991
BUREAU OF INDIAN STANDARDS
MANAK RHAVAN, 9 BAHADIJR SHAH ZAFAR MARC3
NEW DELHI 110002
MqJ 1991 Price Group 4Cement and Concrctc Sectional Committee, CED 2
FOREWORD
This Indian Standard ( Part 2 ) ( Third Revision ) was adopted by the Bureau of Indian Standards
after the draft finalized by the Cement and Concrete Sectional Committee had been approved by the
Civil Engineering Division Council.
Portland-pozzolana cement can be produced either by grinding together Portland cement clinker
and pozzolana with addition of gypsum or calcium sulphate, or by intimately and uniformly blending
Portland cement and fine pozzolana. While grinding of the two materials together presents no difficulty,
the mixing of dry powders uniformly is extremely difficult. The blending method should, therefore, be
resorted to only when the grinding method is impossible or proves uneconomical in a particular case.
Where blending method is adopted, every care should be taken to see that the blending is as intimate
as possible. Generally, if the blending is not uniform, it is reflected in the performance tests. The
Sectional Committee responsible for the preparation of this specification is of the opinion that the
blending method should be confined to factories and such other works where intimate and uniform
blending is feasible with the employment of requisite machinery so as to ensure uniformity of produc-
tion and guaranteed performance.
Portland-pozzolana cement produces less heat of hydration and offers greater resistance to the
attack of aggressive waters than normal Portland cement. Moreover, it reduces the leaching of
calcium hydroxide liberated during the setting and hydration of cement. It is particularly useful in
marine and hydraulic construction and other mass concrete structures. Portland-pozzolana cement can
generally be used wherever 33 grade ordinary Portland cement is usable under normal conditions.
However, it should be appreciated that all pozzolanas need not necessarily contribute to strength at
early ages. In view of this fact, this present specification has been prepared to enable manufacturers to
produce Portland-pozzolana cement equivalent to 33 grade ordinary Portland cement on the basis of
3, 7 and 28-days compressive strength.
For construction of structures using rapid construction methocls like slipform construction, Portland-
pozzolana cemcnl shall bc used with caution since 4 to 6 h strength of concrete is significant in such
construction.
This standard was first published in 1962 and subsequently revised in 1967 and 1976. In this revision
the standard has been split into two parts based on the pozzolana used in the manufacture of such
cements in view of the special needs of some hydraulic structures which require pozzolana cement
manufactured only with fly ash pozzolana and for easy identification of pozzolana used in the manu-
facture of Portland-pozzolana cement in the interest of consumers. Part 1 of this standard covers
pozzolana cement manufactured by using only fly ash pozzolana and Part 2 covers pozzolana cement
manufactured by using either calcined clay or a mixture of calcined clay and fly ash as pozzolana. In
this revision both chemical and physical requirements have been kept the same as was given in 1976
version of this standard as amended from time to time. Various requirements of Portland-pozzolana
cement given in 1976 version of this standard had been modified from time to time by issuing amend-
ments based on the experience gained with the use of the standard and the requirements of the users
and also keeping in view the raw materials and fuel available in the country for manufacture of cement
The important amendments include lowering the value of compressive strength in lime reactivity
test from 5 MPa to 4 MPa, incorporating a value of 3 day compressive strength as 16 MPa, modifying
the requirement of sulphuric anhydride ( SOs ) and insoluble residue, deleting the requirement of
pozzolanicity test, increasing the value of 28 days compressive atrenth from 31 MPa to 33 MPa, making
autoclave soundness test compulsory irrespcctivc of the magnesia content in cement, incorporating
a provision for retest in respect of autoclave soundness test after aeration of the cement, incorporting
a clause on false set of cement and permitting packaging of cement in 25 kg bag\. All thc\c an~encl-
ments have been taken care of in this revision.
Mass of cement packed in bags and the tolerance requirements for the masq of cement packed in bags
shall be in accordance with the relevant provisions of the S/n~&cl CJ~‘B ’~@/rts ~/id ,tlk~~.~r~.v ( ~~c~ngcd
C‘ot77777ot/i~i~s ) Rules. 1077 and B-I.2 ( see Annex B ). Any modification in thcsc rules in rcspcct of
tolerance on mass of cement would apply automatically to this standard.IS I489 ( Part 2 ) : 1991
lndian Standard
PORTLAND-POZZOLANACEMENT-
SPECIFICATION
PART 2 CALCINED CLAY BASED
Third Revision J
(
1 SCOPE shall be either Lalcined clay pozzolana confor-
ming to IS 1344 : 1981 or a mixture of calcined
This standard ( Part 2 ) ( Third Revision) clay pozzolana conforming to IS 1344 :1981 and
covers the manufacture, physical and chemical fly ash conforming to 1s 3812 : 1981 subject to
requirements of Portland-pozzolana cement the requirements of 4.1.2 and 4.1.3.
manufactured by using calcined clay pozzolana
4.1.2 Fineness and average compressive strength
or a mixture of calcined clay and fly ash
in lime reactivity of pozzolana that is to be
pozzolana.
blended with finished Portland cement to pro.
2 REFERENCES duce Portland-pozzolana cement, when testec!
in accordance with the procedure specified in
The Indian Standards listed in Annex A are
IS 1727 : 1967, shall not be less than 320 ms/kg
necessary adjuncts to this standard.
and 4-O MPa respectively. Average compressive
3 TERMINOLOGY strength in lime reactivity test of such pozzo-
lana shall be carried out at the fineness at
3.0 For the purpose of this standard, the defi- which pozzolana has been ground for blending.
nitions given in IS 4845 : 1968 and the following
shall apply. 4.1.3 Average compressive strength in lime
reactivity of pozzolana that is to be interground
3.1 Pozzolana with Portland cement clinker for manufacture
of Portland-pozzolana cement shall not be less
An essentially silicious material which while in
than 4.0 MPa when tested at the fineness of
itself possessing little or no cementitious pro-
POI tland-pozzolana cement manufactured out
perties will, in finely divided form and in the
of it or at the fineness in ‘as received’ condition,
presence of water, react with calcium hydroxide
whichever is greater, in accordance with proce-
at ambient temperature to form compounds
dure specified in IS 1727 : 1967.
possessing cementitious properties. The term
includes natural volcanic material having pozzo- 4.1.4 The purchaser shall have the right, if he
lanic properties as also other natural and so desires to obtain samples of pozzolana used
artificial materials, such as diatomaceous earth, in the manufacture of Portland-pozzolana
calcined clay and fly ash. cement for purposes of checking its conformity
to the requirements specified in 4.1.1 to 4.1.3.
3.2 Portland Clinker
4.2 Portland Cement Clinker
Clinker, consisting mostly of calcium silicates,
obtained by heating to incipient fusion, a The Portland cement clinker used in the manu-
predetermined and homogeneous mixture of facture of Portland-pozzolana cement shall
materials principally containing lime ( CaO ) comply in all respects with the chemical
and silica ( SiO, ) with a smaller proportion of requirements of IS 269 : 1989 and the purchaser
alumina ( Al,Os ) and iron oxide ( Fe,09 ). shall have the right, if he so desires, to obtain
samples of the clinker used in the manufacture
3.3 Portland-Pozzolana Cement
for purposes of checking its conformity to
An intimately interground mixture of Portland IS 269 : 1989.
clinker and pozzolana with the possible addi-
4.3 Portland Cement
tion of gypsum ( natural or chemical ) or an
intimate and uniform blending of Portland
Portland cement for blending with pozzdlana
cement and fine pozzolana.
shall conform to 1s 269 : 1989.
4 RAW MATERIAL
4.4 Other Admixtures
4.1 Pozzolana
When Portland-pozzolana cement is obtained
4.1.1 Pozzolana used in the manufacture of by grinding pozzolana with Port!and cement
calcined clay based Portland-pozzolana cement clmker. no material other than gypsum
IIS 1489( Part 2 ) : 1991
( natural or chemical ) or water or both, shall 7.2 Soundness
be added. Such air-entraining agents or surfac-
7.2.1 When tested by ‘Le Chatelier’ method
tants which have been proved not harmful, may
and autoclave test described in IS 4031
be added in quantities not exceeding one
( Part 3 ) : 1988, unaerated Portland-pozzolana
percent. cement shall not have an expansion of more
than 10 mm.and 0.8 percent respectively.
5 MANUFACTURE
7.2.1.1 In the event of cement falling to comply
Portland-pozzolana cement shall be manufac- with any or both the requirements specified in
tured either by intimately intergrinding Port- 7.2.1, further tests in respect of each failure
land cement clinker and pozzolana or by inti- shall be made as described in IS 4031 ( Part 3 ):
mately and uniformly blending Portland cement 1988 from another portion of the same sample
and fine pozzolana. For blending of Portland after aeration. The aeration shall be done by
cement and potzolana, the method and equip- spreading out the sample to a depth of 75 mm
ment usd shall be the one well accepted for at a relative humidity of 50 to 80 percent for a
achieving a complete uniform anJ intimate total period of 7 days. The expansion of cement
blending. The blending operation sha!l be a pro- so aerated shall be not more than 5 mm and
perly designed and well defined unit operation in 0.6 percent when tested by ‘Le-Chatelier’
approved blenders. Gypsum (natural or chemical) method and autoclave test repectively as
may be added if the Portland-pozzolana cement described in IS 4031 ( Part 3 ) : 1988.
is made by intergrinding Portland cement clinker
7.3 Setting Time
with pozzolana. The pozzolana constituent shall
not be less than 10 percent and not more than The setting time of Portland-pozzolana cement
25 percent by mass of Portland-pozzolana when tested by the Vicat apparatus method
cement. The homogeneity of the mixture shall described in IS 4031 ( Part 5 ) : 1988 shall be as
be guaranteed within f 3 percent in the sa.me follows:
consignment. Initial setting time 30 min, Min
Final setting time 600 min, Max
6 CHEMICAL REQUIREMENTS
7.3.1 If cement exhibits false set, the ratio of
Pot tland-pozzolana cement shall comply with final penetration measured after 5 min of
the chemical reqtirements given in Table 1. completion of mixing period to the initial penet-
ration measured exactly after 20 s of completion
of mixing period, expressed as percent, shall be
7 PHYSICAL REQUIREMENTS
not less than 50 when tested by the method
described in IS 4031 ( Part 14) : 1989. 1.n the
7.1 Fineness
event of cement exhibiting false set, the initial
When tested by the air permeability method and final setting time of cement, when tested
described in IS 4031 ( Part 2 ) : 1988, the speci- by the method described in IS 4031 ( Part 5 ) :
fic surface of Portland-pozzolana cement shall 1988 after breaking the false set, shall conform
be not less than 300 ma/kg. to 7.3.
Table 1 Chemical Requirements of Portland-Pozzolana Cement
( Clause 6 )
51 No. Cbarasteristic Requirement Method of Test,
Ref to IS
(1) (2) (3) (4)
ii Loss on ignition, percent by mass, Max 5’0 4032: 1985
ii) Magnesia ( 1Mg0 ), percent by mass, Max 6’0 4032 : 1985
iii) Sulphuric anhydride ( SO* ), percent by mass, 3’0 4032 : 19x5
Max
iv) lnsolub[c material, pucent by mass, Max 4’0 ( 100 - x )
4032 : 1985
x -+ ----loo
where x is the declared percen-
tage of pozzolana in the given
Portland-pouolrna cement
-__I_ .- -mu-IS 1489 ( Part 2 ) : 1991
7.4 Compressive Strength 10 DELIVERY
7.4.1 The average compressive strength of not 10.1 The cement shall be packed in bags [ jute
less than three mortar cubes ( area of face sacking bag conforming to IS 2580 : 1982,
50 cm* ) composed of one part of cement, three double hessian bituminized ( CR1 type), multi-
parts of standard sand ( see Note 2 ) by mass, wall paper conforming to IS 11761 : 1986,
and P/4 + 3.0 percent ( of combined mass of polyethylene lined ( CR1 type ) jute, light-
cement and sand ) water, and prepared, stored weight jute conforming to IS I2154 : 1987,
and tested in the manner described in IS 4031 woven HDPE conforming to IS 11652 : 1986,
( Part 6 ) : 1988 shall be as follows: woven polypropylene conforming to IS 11653 :
1986, jute synthetic union conforming to
a) At 72&l h 16 MPa, Min
IS 12174 : 1987 or any other approved com-
b) At 168&2 h 22 MPa, Min posite bags ] bearing the manufacturer’s name
c) At 672&4 h 33 MPa, Min or his registered trade-mark, if any. The words
‘Portland-pozzolana cement - calcined clay
NOTES
based’ or a bright colour band to distinguish
1 P is the percentage of water required to produce Portland calcined clay based pozzolana
a paste of standard consistency ( see 12.3 1.
cements from other cements and the number
2 Standard sand shail conform to IS 650 : 1991. of bags ( net mass ) to the tonne or the nominal
7.4.2 Notwithstanding the cubes satisfying the average net mass ( see 10.2 ) of the cement shall
strength requirements specified in 7.4.1, they be legibly and indelibly marked on .each bag.
shall show a progressive increase in strength Bags shall be in good condition at the time of
from the strength at 72 h. inspection.
7.5 Drying Shrinkage 10.1.1 Similar information shall be provided in
the delivery advices accompanying the ship-
The average drying shrinkage of mortar bars ment of packed or bulk cement ( see 10.3 ).
prepared and tested in accordance with IS 4031
( Part 10 ) : 1988 shall not be more than 10.2 The average net mass of cement per bag
O-15 percent. shall be 50 kg ( see Annex B ).
8 STORAGE 10.2.1 The average net mass of cement per bag
may also be 25 kg subject to tolerances as given
The Portland-pozzolana cement shall be in 10.2.1-l and packed in suitable bags as agreed
stored in such a manner as to permit easy to between the purchaser and the manufacturer-
access for proper inspection and identification,
and in a suitable waterproof building to protect 10.2.1.1 The number of bags in a sample taken
the cement from dampness and to minimize for weighment showing a minus error greater
warehouse deterioration. than 2 percent of the specified net mass shall
be not more than 5 percent of the bags in the
9 MANUFACTUWR’S CERTIFICATE sample. Also the minus error in none of such
9.1 The manufacturer shall satisfy himself that bags in the sample shall exceed 4 percent of the
specified net mass of cement in the bzg. How-
the cement conforms to the requirements of
ever, the average net mass of cement in a
this standard. The manufacturer shall also
sample shall be equal to or more than 25 kg.
fftrnish within ten days of despatch of cement,
certificate indicating the percentage of 10.2.2 When cement is intended for export and
iozzolana. The manufacturer shall also state if the purchaser so requires, packing of cement
in the certificate that the amount of pozzolana may be done in bags with an average net mass.
in the finished cement will not vary more than per bag as agreed to between the purchaser
_13 percent from the declared value. and the manufacturer.
9.1.1 The certificate furnished shall also indi-
10.2.2.1 For tnis purpose the permission of the
cate the total chloride content in percent by
certifying authority shall be obtained in advance
mass of cement. for each export order.
NOTES
10.2.2.2 The words ‘FOR EXPORT’ and the
1 Total chloride content in cement shall not exceed average net r,lass of cement per bag shall be
0.05 percent by mass for cement used in long span
clearly marked in indelible ink on each bag.
reinforced concrete structures. ( Method of test for
determination of chloride content in cement is given 10.2.2.3 The packing material shall be as agreed
in IS 12423 : 1988. 1
to between the supplier and the purchaser.
2 The limit of total chloride content in cement for
use in plain and other reinforced concrete strucrures 10.2.2.4 The tolerance requirepents for the
is being reviewed. Till that time, the limit may be mass of cement packed in bags shall beas given
mutually agreed to between the purchaser and the
in 10.2.1.1. except the average net mass which
manufacturer.
3IS 1489 ( Part 2 ) : 1991
shall be equal to or more than the quantity However, the actual temperature during the
in 10.2.2. testing shall be recorded.
10.3 Supplies of cement in bulk may be made
12.3 Consistency of Standard Cement Paste
by arrangement between the purchaser and the
supplier ( manufacturer or stockist ). The quantity of water required to produce a
paste of standard consistency to be used for
NOTE - A single bag
Or conta”‘er ‘Ontaining determination of the water content of mortar
1 000 kg or more net mass of cement shall be consi-
dered as bulk supply of cement. Supplies of cement for the compressive strength test and for the
may also be made in intermediate containers, for determination of soundness and setting time,
example, drums of 200 kg, by agreement between the shall be obtained by the method described in
purchaser and the manufacturer.
JS 4031 ( Part 4 ) : 1988.
11 SAMPLING
12.4 Independent Testing
11.1 Samples for Testing and by Whom to be
12.4.1 If the purchaser or his represen!ative
Taken
requires independent tests, the samples shall be
A sample or samples for testing may be taken taken before or immediately after delivery at
by the purchaser or his representative, or by the option of the purchaser or his representa-
any person appointed to superintend the works tive, and the tests shall be carried out in accor-
for the purpose of which the cement is required, dance with this standard on the written instruc-
or by the latter’s representative. tions of the purchaser or his representative.
11.1.1 The samples shall be taken within three
12.4.2 Cost of Testing
weeks of the delivery and all the tests shall be
commenced within one week of sampling. The manufacturer shall supply, free of charge,
the cement required for testing. Unless other-
11.1.2 When it is not possible to test the
wise specified in the enquiry and order, the cost
samples within one week, the samples shall be
of the tests shall be borne as follows:
packed and stored in air-tight containers till
such time they are tested. a> By the manufacturer if the results show
that the cement does not comply with
11.2 In addition to the requirements of 11.1,
this standard. and
the methods and procedure or sampling shall
b) By the purchaser if the results show that
be in accordance with IS 3535 : 1986.
the cement complies with this standard.
11.3 Facilities for Sampling and Identifying
13 REJECTION
The manufacturer or supplier shall afford every
facility, including labour and materials for
13.1 Cement may be rejected if it does not
taking and packing the samples for testing the
comply with any of the requirements of this
cement and for subsequent identification of the
specification.
cement sampled.
13.2 Cement remaining in bulk storage at the
12 TESTS mill, prior to shipment, for more than six
months, or cement in bags in local storage in
12.1 The sample or samples of pozzolana
the hands of a vendor for more than 3 months
cement drawn as described in 11 shall be tested
after completion of tests, may be retested
as per methods referred to in relevant clauses.
before use and may be rejected if it fails to
12.2 The temperature for carrying out physical conform to any of the requriements in this
tests shall, as far as possible, be 27 f. 2°C. specification.IS 1489 ( Part 2 ) : 1991
ANNEX A
( Clause 2 )
LIST OF REFERRED INDIAN STANDARDS
IS No. Title IS No. Title
269 : 1989 Specification for 33 grade ordi- 4032 : 1985 Method of chemical analysis of
nary Portland cement (fourth hydraulic cement (Jirst revision )
revision )
4845 : 1968 Definitions and terminology relat-
650 : 1991 Specification for standard sand ing to hydraulic cement
f&r testing of cement ( second
revision ) 4905 : 1968 Methods for random sampling
1344 : 1981 Specification for calcined clay ] 1652 : 1986 Specification for high density
pozzolana ( second revision ) polyethylene ( HDPE ) woven
sacks for packing cement
1727 : 1967 Methods of test for pozzolanic
materials ( first revision ) 11653 : 1986 Specification for polypropylene
(PP ) woven sacks for packing
2580.: 1982 Specification for jute sacking bags
cement
for packing cement ( second
revision ) 11761: 1986 Specification for multi-wall paper
sacks for cement valved-sewn
3535 : 1986 Methods of sampling hydraulic gussetted
cements (first revision )
Specification for light weight jute
3812 : 1981 Specification for fly ash for use as 12154 ’ 1987
bags for packing cement
pbzzolana and admixture (first
revision ) 12174 : 1987 Specification for jute synthetic
union bag for packing cement
403 1 Methods of physical tests for
( Parts hydraulic cement 12423 : 1988 Method for calorimetric analysis
1 to14) of hydraulic cement
ANNEX B
( Clause 10.2 )
TOLERANCE REQUIRJ%MENTs FOR THE MASS OF CEMENT PACKED IN BAGS
B-l The average net mass of cement packed in than 5 percent of the bags in the sample and
bags at the plant in a sample shall be equal to the minus error in none of such bags in the
o’r more than 50 kg, The number of bags in sample shall exceed 4 percent of the specified
a sample shall be as given below: net mass of cement in the bag.
Butch Size Sample Size NOTE - The matter given in B-1 and B-l.1 is extra-
cts based on the Standards of Weights and Measures
100 to 150 20 ( Packaged Commodities ) Rules, 1977 to which
reference shall be made for full details. Any modi-
151 ,, 280 32 fication made in these Rules and other related Acts
and Rules would apply automatically.
281 ,, 500 50
501 ,, I 200 80 B-1.2 In case of a wagon/truck load of 20 to 25
tonnes, the overall tolerance on net mass of
I 201 ,, 3 200 125
cement shall be 0 to + O-5 percent.
3 201 and above 200
NOTE -The mass of jute sacking bag conforming to
The bags in a sample shall be selected at ran- 1s 2580 : 1982 to hold 50 kg of cement is 531 g, the
mass of a double hessian bituminized (CR1 type 1
dom ( see IS 4905 : 1968 ).
bag to hold 50 kg of cement is 630 g, the mass of a
&ply paper bag to hold 50 kg of cement is approxl-
B-l.1 The number of bags in a sample showing
mutely 400 g and the mass of a polyethylene lined
a minus error greater than 2 percent of the ( CR1 type ) jute bag to hold SO kg of cement !P
specified net mass ( 50 kg ) shall be not mole approximately 480 g.
5IS 1489 ( Part 2 ) : 1991
ANNEX C
( Foreword )
COMPOSITION OF THE TECHNICAL COMMITTEE
Cement and Concrete Sectional Committee, CED 2
Chairman Representing
DR H. C. VISVESVARAYA In personal capacity ( Universily of Roorkes, Roorkce 247 667 )
Members
SHBI H. BEATTAOEARYA Orissa Cement Limited, New Delhi
DR A. K. CEATTEBJEE The Associated Cement Companies Ltd, Bombay
SHRI S. H. SVBRAMANIAN ( Allernals )
CHIEF ENQINEEX ( DESIGNS ) Central Public Works Department, New Delhi
SIJPERINTENDINQ ENGINEER
( B&S ) (Alternate )
CHI~B ENGINEER, NAVAQA~ DAM Sardar Sarovar Narmada Nigam Ltd, Gandhinagar
SOPERINTENDINQE NQINEER, QCC ( Alters rate )
CWIEF ENQINEER ( RESEARCH-CUM-DIRECTOR ) Irrigation and Power Research Institute, Amritsar
RESEARCH OFRICER ( CONCRETE-
TECHNOLOQY ) ( Altsrnate )
DIRECTOR A. P. Engineering Research Laboratories, Hyderabad
JOINT DIRECTOR ( Alternate )
DIRECTOR ( C & MDD ) ( N & W ) Central Water Commission, New Delhi
DEPUTY DIRECTOR ( C (Ir MDD) (N W & S)
( Altcrnats )
SERI K. H. GANQWAL Hyderabad Industries Limited, Hyderabad
SHRI V. PAT~ABRI ( Alternate )
SHRI V. K. GHANEKAR Structural Engineering Research Centre ( CSIR ), Ghaziabad
SHRI S. GOPINATH The India Cements Ltd, Madras
SERI R. TAMILAKARAN ( Alldrnalr )
SHRI S. K. GVHA TEAKVRTA Cannon Dunkerley & Company Limited, Bombay
Sam S. P. SANKARANARAYANAN
( Ahrnalr )
DR IRSHAD MASOOD Central Buildiog Research Tnstitute ( CSXR ), Roorkee
Dlc MD KHALID ( A1tmu1ts)
JOINT D~n~c~on, STANDARDS ( B & S ) ( CE-I ) Research, Designs & Standards Organization ( Ministry 01 Railways 1..
Lucknow
JOINT DIRECTOR STANDARDS ( B & S )
( CB-II ) ( Altsrnare )
SHRI N. G. JOSHI Indian Hume Pipes Co Ltd, Bombay
SHRI P. D. KELKAR ( Altrmatr )
SHRI 1). K. KANUNQ~ National Test House, Calcutta
SHRI B. R. MEENA ( Alterrzot~ i
SERI P. KRISHNUWRTHY Larsen and Toubro Limited, Bombay
SHRI S. CHAKRAVARTHY ( Altwzalr )
SHRI G. K. MAJUMDAR Hospital Services Consultancy Corporation ( India j Lrd, New !_.elhl
SRRI S. 0. RAXQARI ( Alternate )
SHRI P. N. MEHTA Geological Survey of India, Calcutta
SERI J. S. SANQANEIUA ( Aftmaz~ )
MEMBER SECRETARY Central Board of Irrigation and Power, New Delhi
DIRECTOR CIVIL I Alternats )
SHRI M. K. MUKHERJEE Roads Wing, Department of Surface Transport ( Ministry of Trans-
port ). New Delhi
SHRI M. IL GROSH ( Altanate )
DR A. K. MULLICR National Council for Cement and Building Materials, New Delhi
DR S. C. ABLVWALIA ( AItrrnate )
SBRI NIBWAL SINQB Development Commissioner for Cement Industry ( Ministry of
Industry )
SHRI S. S. MIQLANI ( Altrmala)
SHRI R. C. PARATE Engineer-in-Chief’s Branch, Army Headquarters
LT-COI. R. K. SINGE ( Alfsrnde)
SERI H.S. PABRICJIA Hindustan Prefab Ltd, New Delhi
SHRI Y. R. PHULL Central Road Research Institute ( CSIR ), New Delhi
SARI S. S SEEHRA ( Allcrnatc )
SIIRI Y, R. PHVLL Tndian Roads Congress, New Delhi
SH~I K. B. THAN~EVAN ( Altsrnals )
DR M. RI)~AIAII Structural Engineering Research Centre ( CSIR ), Madras
Dn A. G. MADHAVA RAO ( A&mats )
SHRIG. RAMDAS Dlrqctoratr General of Supplies and Disposals, New Delhi
( Continurd on page 7 )
6IS 1489 ( Part 2 ) : 1991
( Conlinurd from @g# 6 )
Mombars
RQPRmJEwfATIV~ Builders Agociation of India, Bombay
SHIU A. u. RlJ3isIW3~A~I Cement Corporation of India Limited, New Delhi
SHRI C. 5. SHABMA ( AUnncllr )
SERI J. SEX GUPTA National Buildings Organization, New Delhi
Ssar A. K. LAL ( Allwnai~ )
SARI T. N. SUBBA RAO Gammon India Limited, Bombay
SERI S. A. REDDI ( Alternat 1
S~JPERINTENDENTE NGINEER ( DEEI~NS ) Public Works Department, Government of Tamil Nadu
EXECWTIVEE ~CUNEE~, S. M. R. DIVISION
( Alternate )
SBRI S. B. SURI Central Soil and Materials Research Station, New Delhi
SBRI N. CHANDBASEKARAN ( Ahrnatr )
DR H. C. VISVEBVARAYA The Institution of Engineers ( India ), Calcutta
SARI D. C. CHA~TURVE~I ( Ahsrnate )
Sam G. R AXAN, Director General, BIS ( Ex-o&o Msmbsr )
Director ( Civ Engg )
Sscvtar~
SHRI N. C. BANDYOPADHYAY
Joint Director ( Civ Engg ), BIS
Cement, P.ozzolana and Cement Additives Subcommittee, CED 2 : 1
DR H. C. VISVESVABAYA In personal capacity ( Universityo f Roorkes, Roorkcs 247 667)
SHRI S. K. BANERJE~ National Test House, Calcutta
SRRI $OYNATn I)ANERJEn Cement Manufacturers Association, Bombay
SRRI N. G. BASAK Directorate General of Technical Development, New Delhi
SBRI T. MADIESHWAR ( Al~rrnatr )
CHIEF ENGINEER ( RESEARO~-CUM DIRECTOR ) Irrigation Department, Government of Punjab
RES~AROH Ovsroag ( CT ) ( Afternat )
Saax N. B. D~SAI Gujarat Engineering Research Institute, Vadodara
SHRI J. K. PATEL ( A~trrrrat6 )
DIREOTOR Maharasbtra Engineering Research Institute, Nasik
REWICAROH OSPIOEB ( Ahfnntc )
DIRECTOR ( C 8~ MDD II ) Central Water Commission, New Delhi
DNPUTY DIR~OTOB ( C & MDD II )
( Ab6rMt6 )
SERI R. K. GATTANI Shree Digvijay Cement Co Ltd, Bombay
SHRI R. K. VAISENAVI ( AU6rnat6)
SERI P. J. JANUS The Associated Cement Companies Ltd, Bombay
DA A. K, C~ATTERJEE ( Aft6rnafe I
JOINT DIRECTOR ( MATERIALS) Naticnal Buildings Organization. New Delhi
AS~TT DIRECTOR ( PLASTIO ) ( AIrera& )
JOINT DIRECTOR, STANDARDS B St S ( CB-1) Research, Designs and Standard6 Organization ( Ministry of
Railways ), Lucknow
TOIWT DIRECTOB. STANDARDS ( B & S )
” -(-CB-II ) ( Akckzt6)
SHRI W. N. KARODE The Hindustan Construction Co Ltd, Bombay
SERI R. KUNJITEAPATTAY Chettinad Cement Corporation Ltd, Poliyur, Tamil Nadu
SHRI G. K. MAJUXDAR Hospital Services Consultancy Corporation ( India ) Ltd, New Delhi
DR’ IRSHAD MASOOD Central Building Research Institute ( CSIR )., Roorkee
SEBI K. P. MOEIDEEN Central Warehousing Corporation, New Delht
SHRI M. K. MVKEEUJEE Roads Wing, Department of Surface Transport ( Ministry of
Transport ), New Delhi
SEW Ibf. K. Gaos~ ( A~tGrnUt6 )
DR A. K. MULLIOK National Council for Cement and Building Materials, New Delhi
DR ( SRIUTI ) S. LAXMI ( Ahcrnat6)
SERI K. NARANAPPA Central Electricity Authority, New Delhi
SHRI D. P. KEWALRAMANI ( A~tcrnal6 )
SERI NIRMAL SINEW Development Commissioner for Cement Industry ( Ministry of
Industry )
Saar S. S. MIG~LANI( A~t6rnatc )
Saar Y. R. PEULL Central Road Research Institute ( CSIR ), New Delhi
SHRI S. S. SEFXRA ( Altcrnatc )
Ss~t A. V. RAMANA Dalmia Cement ( Bharat ) Ltd, New Delhi
Ds K. C. NARAN~ ( Altrmat6 )
CUL V. K. RAN Engineer-in-Chiei’s I3rzoch, Army Headquarters
( Confinud on pngs 8 )IS 1489 ( Part 2 ) : 1991
( Continued from pap 7 )
MImbrrs R0pWiting
SHBI N. S. GALAPDB ( Alternate )
Soar S. A. RIPDDI Gammon India Limited, Bombay
SHRI A. U. RIJESI~~HANI Cement Corporation of India Limited, New Delhi
SHRr M. P. SINQH Federation of Mini Cement Plants, New Delhi
SUPERINTENDINQ ENGINEER (D) Public Works Department, Government of Tamil Nadu
SENSOR DEPUTY CHIEB ENCQNEER
( GENERAL ) ( Alternate )
SHRI S. B. f%,RI Central Soil and Materials Research Station, New Delhi
SH~I N. CHANDRA~EKARAN ( Alternate )
SHRI L. SWAROOP Orissa Cement Limited, New Delhi
SFIRI H. BHATTACHARYA ( Alternate )
SHRI v. M. VE,, Bhilai Steel Plant, Bhilai( Continued from second cover )
This standard contains clauses 4.1.4, 4.2 and 12.4.1 which permit the purchaser to use his option
and clauses 10.2.1 and 10.3 call for agreement between the purchaser and the manufacturer.
The composition of the technical committee responsible for the formulation of this standard is given
in Annex C.
For the purpose of deciding whether a particular requirement of this standard is complied with, the
final value, observed or calculated, expressing the result of a test, shall be rounded off in accor-
dance 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. .
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 he granted to manufacturers or producers may be obtaiued from the Bureau of
Indian Standards.Bureau of Indian Standards
BIS is a statutory institution established under the Bureau of Indian Standards Act, 7986 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
aesignations. 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 02 (4676)
Amendments lssulsd 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
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
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BOMBAY 400093
Branches AHMADARAD. BANGAL.ORE. BHOPAL. BHUBANESHWAR. COIMBATORE.
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PATNA. TRIVANDRUM.
Prmted at Simco Printi~&s,~lhi, IndiaAMENDMENT NO. 1 NOVEMBER 1991
TO
IS 1489 ( Part 2 ) : 1991 PORTLAND - POZZOLANA
CEMENT - SPECIFICATION
PART 2 CALCINED CLAY BASED
( Third Revision )
(Page 5, clause B-l.2 ) - Substitute‘u p to 25 tonnes’ for ‘of 20 to 25
tonnes’.
(CED2)
Printed at t%meo Printing Press Delhi, IndiaAMENDMENT NO.2 JUNE 1993
TO
IS 1489 ( Part 2 ) : 1991 PORTLAND-POZZOLANA
CEMENT-SPECIFICATION
PART2 CALCINED CLAY BASED
( Third Revision)
( Page 3, clorrses 10.2.2 to 10.2.2.4 ) - Substitute the following for the
existing clauses:
“10.2.2 When cement is intended for export and if the purchaser so requires,
packing of cement may be done in bags or in drums with an average net mass of
cement per bag or drum as agreed to between the purchaser and the
manufacturer.
10.2.2.1 For this purpose the permission of the certifying authority shall be
obtained in advance for each export order.
10.2.2.2 The words ‘FOR EXPORT’ and the average net mass of cement per
bag/drum shall be clearly marked in indelible ink on each bag/drum.
10.2.2.3 The packing material shall be as agreed to between the manufacturer
and the purchaser.
10.2.2.4 The tolerance requirements for the mass of cement packed in bags/drum
shall be as given in 10.2.1.1 except the average net mass which shall be equal to
or more than the quantity in 10.2.2 ”
(CED2)
Reprography Unit, BIS, New Delhi, IndiaAMENDMENT NO. 3 MAY 2000
TO
IS 1489 ( Part 2 ) : 1991 PORTLAND-POZZOLANA
CEMENT - SPECIFICATION
PART 2 CALCINED CLAY BASED
(Third Revision)
Substitute ‘net mass’ for ‘nominal average net mass’ and ‘average net mass’
wherever these appear in the stmdard.
(CED2)
ReprographyU nit, BIS, New Delhi, India
|
609.pdf
|
IS : 609 - 1955
(Reaffirmed 1995)
Edition 1.2
(1996-01)
Indian Standard
CODE OF PRACTICE FOR IMPROVEMENTOF
EXISTINGSTRUCTURES USED OR INTENDED TO BE
USED FORFOOD GRAIN STORAGE
(Incorporating Amendment Nos.1 & 2)
U.D.C. 633.1 : 631.563] (083.13) (54)
Food Grain Storage Sectional Committee, EC 7
Chairman
LALA SHRI RAM 22 Curzon Road, New Delhi
Members
AGRICULTURAL COMMISSIONER WITH THE GOVERNMENT Indian Council of Agricultural Research
OF INDIA
ASSISTANT AGRICULTURAL COMMISSIONER WITH THE
GOVERNMENT OF INDIA ( Alternate )
COL AJIT SINGH QMG’s Branch, Army Headquarters
SHRI R. S. VOHRA ( Alternate )
SHRI A. D. BOHRA Community Projects Administration (Planning Commission)
SHRI R. E. DESA Ministry of Railways
DR. M. B. GHATGE Directorate of Marketing & Inspection (Ministry of Food & Agriculture)
SHRI K. H. ADVANI ( Alternate )
MR. C. A. HILL Calcutta Flour Mills Association, Calcutta
SHRI K. N. S. IYENGAR Engineer-in-Chief’s Branch, Army Headquarters
SHRI J. K. LAHIRI Department of Food, Relief & Supply, Government of West Bengal
DR. K. MITRA Ministry of Health
LT-COL B. S. KHURANA ( Alternate )
SHRI E. A. NADIRSHAH Concrete Association of India, Bombay
SHRI K. F. ANTIA ( Alternate )
DR. E. S. NARAYANAN Indian Agricultural Research Institute, New Delhi
SHRI PARMA NAND The Chamber of Commerce, Hapur
SHRI B. P. JAIN ( Alternate )
SHRI G. A. PATEL Department of Agriculture & Forests, Government of Bombay
SHRI VALLABHDAS PERAJ The Grain & Oilseeds Merchants’ Association, Bombay
SHRI S. V. PINGALE Central Food Technological Research Institute, Mysore
SHRI K. G. RAJAGOPALAN Planning Circle, CPWD, New Delhi
SHRI A. L. RAO ( Alternate )
REPRESENTATIVE Food & Agriculture Organization of the United Nations (FAO)
DR. M. L. ROONWAL Forest Research Institute, Dehra Dun
SHRI SARDAR CHAND Central Builders’ Association, Delhi
SHRI K. R. SONTAKAY Ministry of Food & Agriculture
DEPUTY DIRECTOR (STORAGE) ( Alternate )
SHRI SRI RAM SINGH Department of Civil Supplies & Food, Government of Uttar Pradesh
SHRI J. B. TALATI The Commissioners for the Port of Calcutta
MR. L. J. FURTADO ( Alternate )
DR. LAL C. VERMAN ( Ex-officio ) Director, Indian Standards Institution
Staff
SHRI C. N. MODAWAL Assistant Director (Agri), Indian Standards Institution
Codes of Storage Practices Subcommittee, EC 7 : 6
Chairman
SHRI K. R. SONTAKAY Ministry of Food & Agriculture
Members
SHRI K. H. ADVANI Directorate of Marketing & Inspection (Ministry of Food & Agriculture)
SHRI C. ANNAMALAI Marketing Department, Government of Andhra
SHRI R. E. DESA Ministry of Railways
DIRECTOR Civil Supplies Department, Government of Bombay
SHRI CHANDRADHAR ISSAR Civil Supplies Department, Government of Rajasthan
SHRI J. K. LAHIRI Department of Food, Relief & Supplies, Government of West Bengal
SHRI J. THOMAS MANJOORAN Civil Supplies Department, Government of Travancore-Cochin
DR. K. MITRA Ministry of Health
DR. (MISS) R. KARNAD ( Alternate )
SHRI VALLABHDAS PERAJ The Grain & Oilseeds Merchants’ Association, Bombay
SHRI S. V. PINGALE Central Food Technological Research Institute, Mysore
SHRI M. RAMMAPPA Civil Supplies Department, Government of Hyderabad
ASSISTANT DIRECTOR (STORAGE) ( Alternate )
SHRI H. R. SAINI Agriculture Department, Government of Punjab
SHRI R. S. SHARMA Indian Produce Association, Calcutta
SHRI R. L. SONI Civil Supplies Department, Government of Madhya Bharat
SHRI V. SRIRAMAN Directorate of Traffic, Commercial (Ministry of Railways)
© BIS 2002
B U R E A UO FI N D I A NS T A N D A R D S
MANAK BHAVAN, 9 BAHADUR SHAH ZAFAR MARG
NEW DELHI 110002
Price Group 4IS : 609 - 1955
Indian Standard
CODE OF PRACTICE FOR IMPROVEMENTOF
EXISTING STRUCTURES USED OR INTENDED TO BE
USED FOR FOOD GRAIN STORAGE
0. F O R E W O R D
0.1This Indian Standard was adopted by the IS:600-1955C ONSTRUCTION OF Bukhari TYPE
Indian Standards Institution on 6 September RURAL FOOD GRAIN STORAGE STRUCTURE
1955, the draft for which was finalized on 31
IS:601-1955C ONSTRUCTION OF Kothar TYPE
December 1954 by the Food Grain Storage
RURAL FOOD GRAIN STORAGE STRUCTURE
Sectional Committee.
IS:602-1955C ONSTRUCTION OF Morai TYPE
0.2Owing to paucity of proper food grain
RURAL FOOD GRAIN STORAGE STRUCTURE
storage structures, the Government and trade
organizations store food grain, in an *IS:603-C ONSTRUCTION OF Pev TYPE
emergency, in any building which they can RURAL FOOD GRAIN STORAGE STRUCTURE
easily acquire. Such emergencies have *IS:604-C ONSTRUCTION OF FOOD GRAIN
frequently arisen in various parts of the STORAGE STRUCTURES SUITABLE FOR
country during the last decade, particularly TRADE AND GOVERNMENT PURPOSES FOR
because of the sudden heavy arrivals of food THE NORTHERN REGION
grain at places where it was not possible to
construct storage structures at short notice. *IS:605-C ONSTRUCTION OF FOOD GRAIN
Furthermore, even if construction of storage STORAGE STRUCTURES SUITABLE FOR
structures was possible, it was not undertaken TRADE AND GOVERNMENT PURPOSES FOR
for the simple reason that they might not have THE CENTRAL REGION
permanent utility. Since structures, thus IS:606-1955C ONSTRUCTION OF FOOD GRAIN
acquired, are not essentially built for the STORAGE STRUCTURES SUITABLE FOR
storage of food grain, they lack in many TRADE AND GOVERNMENT PURPOSES FOR
essential requirements for such storage, due to THE EASTERN REGION
which the food grain stored in them is liable to
suffer heavy losses. It is, therefore, obvious that IS:607-1955C ONSTRUCTION OF FOOD GRAIN
in all acquired storage structures, which are STORAGE STRUCTURES SUITABLE FOR
not originally constructed for such purpose but TRADE AND GOVERNMENT PURPOSES FOR
utilized for it, either temporarily or on a long THE SOUTHERN REGION
term basis, certain measures should be adopted IS:608-1955C ONSTRUCTION OF FOOD GRAIN
in order that the desired level of proper STORAGE STRUCTURES SUITABLE FOR
conditions both in respect of the surroundings TRADE AND GOVERNMENT PURPOSES FOR
of such structures as well as in their THE COASTAL REGION
constructional features may be maintained.
IS:609-1955I MPROVEMENT OF EXISTING
0.3With a view to assisting in the STRUCTURES USED OR INTENDED TO BE
improvement of existing defective food grain USED FOR FOOD GRAIN STORAGE
storage structures, the preparation of this
IS:610-1955S TORAGE OF FOOD GRAIN AND
standard code was taken up at the instance of
ITS PROTECTION DURING STORAGE
the Government of India. It is hoped that by
observing the various practices detailed in this IS:611-1955H ANDLING OF FOOD GRAIN IN
code, the losses to stored food grain will be TRANSIT
minimized to a large extent, which will finally *IS:612-R E-CONDITIONING OF PARTIALLY
result in not only saving to the storage
DETERIORATED STORED FOOD GRAIN
organizations concerned but also in increasing
the food grain supply of the country. *IS:631-C ONSTRUCTION OF PRE-
FABRICATED ALUMINIUM FOOD GRAIN
0.4In addition to this aspect of improvement of
STORAGE BIN
existing defective food grain storage structures,
the food grain itself has, during handling in 0.5This standard takes due account of the
transit or storage, to be looked after carefully information collected from authoritative sources
and in a scientific manner. Likewise, the such as the Directorate of Storage and Inspection,
Ministry of Food and Agriculture, and Civil
structures in which food grain is stored have to
be of a desired standard. The Bureau of Indian Supplies Departments of various States which are
Standards has brought out a series of custodians of food grain stored on behalf of the
standards for handling in transit and storage of Government. Information has also been collected
food grain and also for the construction of food
grain storage structure. *Under preparation.
2IS : 609 - 1955
from various trade agencies associated with the 0.8In this standard, it has been assumed that
storage of food grain. the work of improvement of the defective food
grain storage structure, which will mainly be of
0.6In this standard, particular attention has
the nature of repairs, cleaning, levelling of
been paid to the fact that while suggesting
methods for improvement of existing defective ground, etc, would be done according to the
food grain storage structures, it is not either prevailing codes and, therefore, the various
possible or economically feasible to re-build engineering practices connected with such work
entirely the whole or part of the storage have not been given. However, wherever it has
structure. The various practices given in this been considered desirable to elaborate any such
standard are, therefore, only of such a nature practices, care has been taken to include such
as could be easily adopted without bringing elaboration in this standard.
about any radical change in the storage
0.9This code requires reference to the
structure itself. Nevertheless, it is considered
following Indian Standard Specifications:
that the changes suggested herein, would be
adequate to provide sufficient protection to the
IS:277-1992 GALVANIZED STEEL SHEET
stored food grain from ravages by insects,
(PLAIN AND CORRUGATED) (Fifth
dampness or moisture and rats. It may also be
Revision)
mentioned that the intention in prescribing the
various practices for improvement and IS:280-1978 MILD STEEL WIRE FOR
maintenance of each part of the storage GENERAL ENGINEERING PURPOSES
structure is to serve as a guide in the selection (Third Revision )
of such of the practices as may be applicable to
the storage structure under consideration.
IS:561-1978BHC (HCH) DUSTING
POWDERS (Fourth Revision)
0.6.1For easy reference, a classified index is
provided at the end of this standard giving IS:634-1965 ETHYLENE DICHLORIDE
relevant clause references pertaining to the CARBON TETRACHLORIDE MIXTURE
various practices embodied in this standard for (3:1v/v) (Revised).
safeguarding the various parts of the storage
0.9.1Wherever a reference to any Indian
structure against the ingress of insects, rats,
Standard Specification mentioned under 0.9
dampness or moisture and birds.
appears in this code of practice, it shall be
0.7It may be added that this is the first taken as a reference to the latest version of the
co-operative attempt in India for the formulation specification.
of this standard, as well as other standards
0.10Metric systems has been adopted in India
mentioned above, in the field of food grain
and all quantities and dimensions in this
storage. With the growing popularity of modern
standard have been given in this system.
methods, it may be necessary to revise this as
well as other standards in the series in the light 0.11This edition 1.2 incorporates Amendment
of the experience and technique that may become No. 1 (June 1964) and Amendment No. 2
available hereafter. The Indian Standards (January 1996). Side bar indicates modification
Institution will welcome any suggestions or of the text as the result of incorporation of the
comments as a result of such experience. amendments.
1. SCOPE 3. GENERAL
1.1This standard prescribes the Methods for 3.1Structures having mud floor or mud walls
Improvement of Existing Structures Used or or thatched roof or those situated near river or
Intended to be Used for Food Grain Storage, sea bottom lands subject to flooding or
both for bag and bulk storage type. It is inundations, shall not be used for the purpose
intended to be chiefly adaptable for of storage of food grain.
Government and trade storage of food grain.
3.2As far as possible, FGSS shall be at least
15m (preferably 30m) away from factories
2. ABBREVIATIONS
dairies, poultry runs, kilns, cattle pens, styes,
2.0For the purpose of this standard, the slaughter houses, hide curing centres or
following abbreviations shall apply. tanneries, garbage dumping grounds, manure
pits, sewage pits and disposal plants, and such
2.1BHC — Benzene hexachloride. other places, the close vicinity of which is
2.2EDCT — Ethylene dichloride carbon deleterious to safe storage of food grain.
tetrachloride mixture in the proportion of 3 : 1.
3.3In case of inland FGSS, it shall be ascertained
2.3FGSS — Food grain storage structure(s), that, as far as possible, there is sufficient off-street
either for bagged food grain or in bulk. parking and manoeuvring space for vehicles.
3IS : 609 - 1955
Likewise, for FGSS situated at ferry heads, docks, 8. FLOOR
etc, care shall be taken to ascertain that sufficient
8.1It shall be ascertained that the floor is
berthing, loading and unloading facilities are
strong and non-yielding and would not
available.
transmit dampness to stored food grain due to
4. SITE seepage of ground moisture.
4.1Drainage — The site shall be provided 8.1.1All cracks and crevices in the floor shall
with proper drainage. be made up. If the floor has sagged at places,
these places shall be dug up and re-built so as
4.1.1All existing pools, ponds and such other
to bring them in level with the rest of the floor.
low level grounds within a radius of 15m from
8.1.2All rat holes in the floor shall be closed
the FGSS, where water is likely to accumulate
with cement concrete mixed with small broken
or stagnate, shall be filled up and levelled.
glass pieces roughly 6mm size (about 1.6 kg of
4.1.2Drains — The open drains within a radius glass pieces to 1m3 of cement concrete).
of 6m from the FGSS shall be made of brick or
8.1.3If the floor is either not strong and would
stone masonry or of cement concrete, and shall
yield to pressure of stored food grain, or is
be plastered smooth. They shall slope towards
likely to transmit dampness to stored food
the natural fall of the ground and shall be
grain due to seepage of ground moisture, it
connected to an out-fall drain for the ultimate
shall be re-made in the following manner:
disposal of water.
Dig out the floor to a depth of 40cm and
4.2Cleanliness — Any garbage, weeds,
level this dug out surface. Fill the bottom of
shrubs and other such things which are likely
this excavation with a 10cm layer of earth
to have a deleterious effect on the stored food consisting of gritty or gravelly soil, water
grain shall be removed, and such unhygienic and tamp it hard. Over this, spread a 10cm
places cleaned up and levelled. thick layer of coarse sand, and again water
4.2.1All the branches of trees within a radius and tamp it. Next, lay a layer of 15cm
thickness of lime concrete, then a6mm
of 3m of the FGSS shall be cut off.
thick layer of bitumen, and finally, 44mm
4.2.2Any lumber or such other articles which thick layer of cement concrete. (This last
may provide either a path-way or jumping layer of cement concrete forms the floor). Lay
ground for the rats so as to enable them to the floor in alternate panels, not exceeding
reach the FGSS, shall be removed. 3m×3m with their joints filled with
mastic. Plaster the floor smooth.
4.3Rat Burrows — All rat burrows whether
inhabited or not by rats in the vicinity of the
9. WALLS
FGSS or abutting the foundation of the FGSS
shall be treated in the manner prescribed in 9.1All cracks and crevices in the walls or in the
Appendix A. plaster of the walls shall be made up.
9.2The inside surface of the walls shall be
5. FOUNDATION
plastered smooth with lime or cement plaster.
5.1All pits in the ground abutting the
9.3The inside edges of the walls and the
foundation shall be levelled, watered, tamped
corners where they meet the floor and the roof
and brought to the surrounding level of the
or the ceiling shall be rounded off to a radius of
ground.
at least 50mm.
6. PAVEMENT 9.4If walls show signs of dampness, the plaster
of inside surface of walls shall be removed and
6.1All round the FGSS abutting the plinth, a
a coat of 6mm thick bitumen applied. The
pavement 150cm wide and 15cm thick of
inside surface shall then be re-plastered and
either bricks or stone slabs set in lime or
the surface rendered smooth.
cement mortar, or of lime or cement concrete
shall be constructed, if such a pavement does
10. OPENINGS
not already exist. The bricks or stone slabs of
10.1Doors — The doors shall be repaired to the
the pavement shall be cement pointed.
extent necessary so that there are no chinks,
6.1.1The pavement shall slope outside gaps or spaces in-between the door leaves and
at1in10. also that the leaves fit the frame closely.
7. PLINTH 10.1.1If the door leaves are made of timber,
their lower portions shall be provided with
7.1All cracks and crevices in the plinth shall be
Ushaped 0.63mm thick, galvanized steel
repaired.
sheets (seeIS:277-1992), up to a height of
7.2All rat holes in the plinth shall be closed 225mm from bottom so as to cover both the
with cement concrete mixed with small broken inner and outer surfaces of door leaves. Also
glass pieces roughly 6mm size (about 1.6 kg of the two edges of the door leaves shall be
glass pieces to 1m3 of cement concrete). covered by additional overlapping strips
4IS : 609 - 1955
ofgalvanized steel sheeting up to a height of fit tightly with its frame and render the opening
225mm from the bottom ( seeFig1 ). completely water-tight.
10.2Windows — The windows shall be 10.4.1Cover — The cover shall be provided
provided with shutters. with a locking arrangement. The inside surface
of the cover shall be provided with a wooden
10.2.1Shutters — The shutters for the
lining.
windows shall be repaired to the extent
necessary so as to fill up all chinks, gaps or 10.5Spout — The spout shall be provided with
spaces in them and fit closely. a shutter.
10.5.1Shutter — The shutter when closed,
shall be close fitting so as to render the spout
air-tight. It shall be provided with a locking
arrangement.
11. ROOF
11.1The roof shall be repaired to the extent
necessary, so that there is no leakage or
percolation of water through it.
11.1.1Gabled Roof — In case of gabled roof, if
there are spaces in between the walls and the
roof sheeting, the spaces shall be fitted with
wire netting of 6mm mesh made of galvanized
mild steel wire of 0.560mm diameter. The roof
FIG.1B OTTOM PORTIONS OF TIMBER DOOR shall project sufficiently outside the walls to
LEAVES prevent rain water coming into the structure.
10.2.2The windows, in addition to the
12. DRAINAGE OF RAIN WATER FROM
shutters, shall be provided with wire netting
ROOF
of6mm mesh made of 0.560mm thick
12.1Adequate provision for drainage of rain
galvanized mild steel wire ( see IS:280-1962 ).
water from the roof shall be made. If drain
10.2.3In case there are no verandahs, the pipes are already built, necessary repairs shall
windows shall be provided with sun shades be done to them and they shall be properly
(chajjas) on the outer side of the FGSS. secured at the off-take as well as to the walls.
Their lower ends shall be cut 1.2m short above
10.2.4The window sill shall slope outwards.
the ground level and shoes for directing the
10.3Ventilators — The ventilators shall be water to fall away from the wall, provided to
provided with sun shades (chajjas) on the them. Below each drain pipe, a stone slab of
outer side of the FGSS and their sills shall suitable dimensions shall be provided on the
slope outwards. ground so that the ground area is not scoured
due to the water falling through the drain pipe.
10.3.1If the ventilators have no shutters, wire
netting of 6mm mesh made of galvanized mild 13. DISINFESTATION OF VACANT FGSS
steel wire of 0.56mm diameter shall be
13.1After the FGSS has been improved upon
provided on all the ventilators. If there are
in the manner prescribed under 12.1 the floor,
shutters, they shall be repaired to the extent
walls and the underside of the roof (or the
necessary, so as to fill up all chinks, gaps or
ceiling) shall be swept thoroughly clean. It shall
spaces and also to fit closely.
then be disinfested by one of the methods
10.4Manhole — The manhole shall be provided prescribed in Appendix B, before taking any
with an iron cover of suitable dimensions so as to food grain inside.
A P P E N D I XA
( Clause 4.3)
METHOD FOR TREATMENT OF RAT BURROWS
A-1. MATERIAL A-2. PRECAUTIONS FOR HANDLING
A-1.1There are a number of products marketed THE MATERIAL
under different proprietary names which on A-2.1Hydrocyanic acid gas is an extremely
exposure to atmosphere liberate hydrocyanic dangerous poison and so also the material evolving
acid gas. These products are sealed in air-tight it. The material shall, therefore, be handled only by
containers. Any one of these proprietary skilled hands. Anybody who is not trained or is not
products could be utilized. confident in handling the material shall not
5IS : 609 - 1955
attempt to do so. The material shall not be touched wind may interfere with smooth handling of the
with bare hands nor allowed to spill anywhere. material.
When the material is not in use, the lid of the
container shall be kept tightly closed and the edges A-3.1Thoroughly wash hands and completely
of lid sealed with plasticine. The lid of the dry them. Take a clean dry piece of cloth and tie
container shall never be opened inside a building. it round the face so as to cover the nostrils and
When not in use, the container shall be kept under the mouth but not the eyes. Place the container
lock and key in the custody of a responsible person. containing the material ( see A-1 ), two table
After the use of the material, the hands, spoons and spoons and sufficient quantity of freshly
any other article which may have been prepared mud near the opening of the rat
contaminated with the material shall be burrow on its leeward side. Sit near the
thoroughly washed and dried. If any article of food opening of the rat burrow with the face turned
is suspected of having been contaminated with the towards the windward side. Open the lid of the
material, the article shall be buried under the container, quickly take out a table-spoonful of
supervision of a responsible person. the material, close the lid of the tin, introduce
the powder taken in the spoon into the rat
A-3. PROCEDURE burrow and close the opening of the rat burrow
A-3.0Choose a fairly breezy day for the with mud and then plug with a piece of hard
operation. Still days are dangerous and too much stone.
A P P E N D I XB
( Clause 13.1 )
METHODS FOR DISINFESTATION OF VACANT FGSS
B-0. GENERAL material onthesurface is uniform. During the
process of dusting of a bag storage structure,
B-0.1Disinfestation of vacant FGSS may be
keep all the openings such as doors, windows,
done by any one of the three methods, namely
ventilators, etc, closed, while in case of a bulk
dusting, smoking or fumigation.
storage structure, manhole may be kept open
B-0.1.1Dusting can be done of any FGSS, for permitting light.
smoking only of those FGSS which can be made
B-1.4Precautions — The operators shall
reasonably air-tight, while fumigation of only
wash and dry their hands, neck and other parts
those which can be made perfectly air-tight. of the body likely to be exposed when wearing
the over all and the mask, prior to starting the
B-0.2During any one of these three operations,
procedure for dusting ( see B-l.3 ) as well as
no spectator shall be allowed inside the FGSS.
after it.
B-1. DUSTING B-2. SMOKING
B-1.1Material — BHC dust containing 0.65 B-2.1Material — A suitable formulation of
percent gamma isomer ( see IS:561-1955 ). BHC which on ignition gives out smoke charged
with BHC fumes, may be used. (A number of
B-l.2 Equipment
such formulations are available in the market
B-1.2.1Duster — According to the area to be and contain instructions for their dosage,
dusted, a hand bellow duster, a rotary dust method of ignition, etc).
blower or a power duster may be used.
B-2.2Procedure — Close all the openings of the
B-l.2.2Dust Respirator, Mask and an FGSS leaving one open for the operator to come
Overall— Each operator shall be provided with out. Paste strips of gummed paper on, or mud
a suitable dust respirator, a mask to protect his plaster, all the points in the openings from which
eyes from the dust and an overall. smoke is likely to escape. Ascertain that barring
the one opening left open for the operator to walk
B-1.3Procedure — Calculate the quantity
out, the FGSS has been made reasonably, air-tight.
ofthe material required to be dusted at the rate Take the requisite quantity of the material
of 25g per 100cm2 surface area of the floor, (seeB-2.1 ) and put it on a piece of galvanized steel
walls and the ceiling and weigh out this sheet. Place this steel sheet together with the
quantity. Charge the chamber of the duster material in the centre of the FGSS. Ignite
according to its capacity from time to time with thematerial. Wait and ascertain that the material
quantities taken out of the weighed material has been well-ignited so that it would not later
and work the duster in a manner so that its remain half-burnt, and also that the smoke has
nozzle is at a reasonable distance from the started to evolve in copious quantities. After
surface to be dusted and the deposit of the ascertaining these points, leave the FGSS through
6IS : 609 - 1955
the one opening left for the purpose. Close and lock theFGSS from which vapours of the fumigant
the opening and then mud plaster the chinks in are likely to escape. Calculate the quantity of the
this opening also, ensuring that the smoke may not fumigant required for the inside space of the
escape from any point in the structure. Keep the FGSS at the rate of 325g per 1m 3. Take out this
FGSS closed till the following morning. calculated quantity in suitable number of
buckets. Give one bucket to each operator and
B-3. FUMIGATION ask the operators to quickly throw the fumigant
on the floor, all the operators working
B-3.1Fumigant — EDCT ( see *IS:634).
simultaneously. After all the quantity of the
B-3.2 Equipment
fumigant has been thrown on the floor, the
B-3.2.1Gas Mask (Canister Respirator) — operators shall immediately leave the FGSS
Each operator shall be provided with a suitable through the one opening left open for this
gas mask. A gas mask of the type given below is purpose. Close and lock this opening. Before
considered suitable: locking the opening, ensure that no operator has
A face-piece covering the eyes, nose and mouth, been left inside the FGSS. Mud plaster all the
connected to a canister containing absorbent possible points of leakage of fumigant vapours in
material for the vapours of EDCT, by means of this opening. Put danger labels on the structure
a flexible non-kinking breathing tube and at various points with the following minimum
arranged with valves so that all air inhaled by cautionary words:
the wearer passes through the canister and the “DANGER — UNDER FUMIGATION”
exhausted air passes direct to the surrounding
Ascertain after an hour that no fumigant
atmosphere through a non-return valve. The
vapour leaks from any of the points in the
canister containing the absorbent material
FGSS. (If there is leakage from a point, odour
should have a warning indicating the number
like that of chloroform would be perceptible
of hours for which it could be used effectively in
there.) Seal such points with strips of gummed
an atmosphere charged with EDCT vapour.
paper or mud plaster. Keep the structure closed
B-3.2.2Buckets — sufficient number depending for at least 48 hours. After the expiry of this
upon the quantity of the fumigant to be used period, unlock the opening by which the
(see B-3.4). operators had left the FGSS after spreading the
fumigant, and push or pull it wide open and
B-3.3Precautions — Fumigation shall be done
run away to a distance not less than 15m from
under the supervision of an experienced and
the opening. Keep it open for at least 4 hours.
responsible person and the operators shall be
During this 4 hours’ period maintain a watch so
well trained. The operators shall wear gasmasks
that nobody is allowed to come within a radius
when handling the fumigant (seeB-3.1).
of 15m from the opening. After the expiry of
B-3.4Procedure — Close all the openings of the these 4 hours, let two operators (wearing gas
FGSS, leaving one open for the operators to come masks) enter the FGSS. They should then open
out. Paste strips of gummed paper on, or mud all the other openings. The operators should
plaster, all the points in the openings and in then leave the FGSS. Keep the FGSS open for a
period of another 6 hours. Do not allow any
*Under preparation. person to enter the FGSS during these 6 hours.
CLASSIFIED INDEX FOR CLAUSE REFERENCE
( Clause 0.6.1 )
SAFEGUARDING FGSS AGAINST THE SAFEGUARDING FGSS AGAINST THE
INGRESS OF INSECTS INGRESS OF DAMPNESS, MOISTURE OR
RAIN
Site 4.2
Site 4.1, 4.1.1 & 4.1.2
Floor 8.1.1
Foundation 5.1
Walls 9.1, 9.2 & 9.3
Pavement 6.1
Manhole 10.4
Floor 8.1.1 & 8.1.3
Spout 10.5 & 10.5.1
Walls 9.4
Doors 10.1
SAFEGUARDING FGSS AGAINST THE
Windows 10.2.3
INGRESS OF RATS
Ventilators 10.3
Site 4.2.1, 4.2.2 & 4.3 Manhole 10.4 & 10.4.1
Roof 11.1 & 11.1.1
Plinth 7.1 & 7.2
Floor 8.1.2 SAFEGUARDING FGSS AGAINST THE
Walls 9.1 INGRESS OF BIRDS
Doors 10.1 & 10.1.1 Windows 10.2, 10.2.1 & 10.2.2
Windows 10.2, 10.2.1 & 10.2.2 Ventilators 10.3.1
Ventilators 10.3.1 Gabled Roof 11.1.1
7
|
ISO 10011-2.pdf
|
1s0
INTERNATIONAL
STANDARD 10011=2
First edition
1991-05-01
Correctedandreprinted
1993-05-01
Guidelines for auditing quality systems —
Part 2:
Qualification criteria for quality systems
auditors
Lignes directrices pour /’audit des sysk+mes qualit6 —
Partie 2: Critdres de qualification pour Ies auditeurs de systdmes qualit6
Reference number
ISO 10011-2:1991(E)
— -—-ISO 10011-2:1991(E)
Contents
Page
1 Scope .,,.,,.,.., ................................................................................... 1
2 Normative references ..................................................................... 1
3 Definitions ....................................................................................... 1
4 Education .............................................................!..................... 1
5 Training ...................................................................................... 1
6 Experience ................................................................................. 2
7 Personal attributes .................................................................... 2
8 Management capabilities .......................................................... 2
9 Maintenance of competence .................................................... 2
10 Language .............................................................................. 2
11 Selection of lead auditor ........................................................ 2
Annexes
A Evaluating auditor candidates .................................................. 3
B National auditor certification .................................................... 5
o 1s0 1991
Allrightsresewed.Nopartofthispublicationmaybereproducedorutilizedin any form or
by any means, electronic or mechanical, including photocopying and microfilm, without per-
mission in writing from the publisher.
International Organization for Standardization
Case Postale 56 l CH-I211 Genbve 20 l Switzerland
Printed in Switzerland
ii
k%ISO 1OO11-2:1991[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
(lEC) on all matters of electrotechnical standardization.
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.
International Standard ISO 10011-2 was prepared by Technical Committee
lSO/TC 176, Qua/ity management and qua/ity assurance.
ISO 10011 consists of the following parts, under the general title Gu;de-
Iines for auditing quality systems:
— Part 1: Auditing
— Part 2: Qualification criteria for quality systems auditors
— Part 3: Management of audit programmed
Annex A forms an integral part of this part of ISO 10011. Annex B is for
information only.ISO 10011-2:1991(E)
Introduction
In order that quality systems audits are carried out effectively and uni-
formly as defined in ISO 10011-1, minimum criteria are required to qualify
auditors.
This part of ISO 10011 describes these minimum criteria,
It also provides the method by which individual potential auditor’s compli-
ance to the criteria should be judged and maintained. This information is
contained in annex A, which is an integral part of this part of ISO 10011.
Annex B contains information on national auditor certification but is not
an integral part of this part of ISO 10011.
I
I iv
uINTERNATIONAL STANDARD ISO 10011-2:1991(E)
Guidelines for auditing quality systems —
Part 2:
Qualification criteria for quality systems auditors
1 Scope 4 Education
This part of ISO 10011 gives guidance on qualification Auditor candidates should have completed at least
criteria for auditors. secondary education, that is, that part of the national
educational system that comes after the prima~ or
It is applicable in the selection of auditors to perform
elementary stage but prior to that which qualifies for
quality systems audits as recommended in
a degree, or as otherwise determined by the evalu-
1s0 10011-1.
ation panel described in annex A. Candidates should
have demonstrated competence in clearly and fluently
2 Normative references expressing concepts and ideas orally and in writing in
their officially recognised language.
The following standards contain provisions which,
through reference in this text, constitute provisions
of this part of ISO 10011. At the time of publication,
5 Training
the editions indicated were valid, All standards are
subject to revision, and patlies to agreements based
Auditor candidates should have undergone training to
on this part of ISO 10011 are encouraged to investi-
the extent necessary to ensure their competence in
gate the possibility of applying the most recent edi-
the skills required for carrying out audits, and for
tions of the standards indicated below. Members of
managing audits. Training in the following areas
IEC and ISO maintain registers of currently valid
should be regarded as particularly relevant:
International Standards.
— knowledge and understanding of the standards
ISO 8402:1986, Qua/ity — Vocabulary.
against which quality systems audits may be per-
formed;
ISO 10011-1:1990, Guidelines for auditing quahy
systems — Part 1:Auditing.
— assessment techniques of examining, questioning,
evaluating and reporting;
ISO 10011-3:1991, Guidehes for auditing qua/ity
systems — Part 3: Management of audit pro-
— additional skills required for managing an audit,
grammed.
such as planning, organizing, communicating and
directing,
3 Definitions
Such competence should be demonstrated through
For the purposes of this part of ISO 10011, the defi- written or oral examinations, or other acceptable
nitions given in ISO 8402 and ISO 10011-1 apply. means.ISO 1OO11-2:1991(E)
6 Experience 8 Management capabilities
Auditor candidates should have a minimum of four Auditor candidates should demonstrate through suit-
years’ full-time appropriate practical workplace ex- able means their knowledge of, and capability of us-
perience (not including training), at least two years of ing, the necessa~ management skills required in the
which should have been in quality assurance activ- execution of an audit as recommended in
Iso 10011-1.
ities.
Prior to assuming responsibility for performing audits
9 Maintenance of competence
as an auditor, the candidate should have gained ex-
perience in the entire audit process as described in
Auditors should maintain their competence by
ISO 10011-1. This experience should have been
gained by participating in a minimum of four audits,
— ensuring that their knowledge of quality systems
for atotal of at least 20 days, including documentation
standards and requirements is current;
review, actual audit activities and audit reporting.
All relevant experience should be reasonably current. — ensuring that their knowledge of auditing proce-
dures and methods is current;
7 Personal attributes — participating in refresher training where necessa~;
Auditor candidates should be open-minded and ma-
— havina their ~erformance reviewed at least every
ture; possess sound judgement, analytical skills and
three-years by an evaluation panel (see annex A)
tenacity; have the ability to perceive situations in a
realistic way, to understand complex operations from These measures should ensure that the auditor con-
a broad perspective, and to understand the role of in- tinues to meet all the requirements of this part of
dividual units within the overall organization. ISO 10011. Auditor reviews should take into account
any additional information, positive or negative, de-
The auditor should be able to apply these attributes in
veloped subsequent to the previous review,
order to
— obtain and assess objective evidence fairly; 10 Language
— remain true to the purpose of the audit without No audit personnel should participate in unsupported
fear or favour; audits where they are not fluent in the agreed lan-
guage of the audit. Support in these terms means the
— evaluate constantly the effects of audit observa- audit personnel have at all times available to them a
tions and personal interactions during an audit; person with the necessay technical language skills,
who is not subject to pressures that would affect the
. treat concerned personnel in a way that will best performance of the audit.
achieve the audit purpose;
11 Selection of lead auditor
— react with sensitivity to the national conventions
of the country in which the audit is performed;
The lead auditor for a specific audit should be selected
by audit programme management from qualified
— perform the audit process without deviating due
auditors using the factors described in ISO 10011-3,
to distractions;
taking into account the following additional criteria:
— commit full attention and support to the audit . the candidates should have acted as qualified
process;
auditors in at least three complete audits per-
formed in accordance with the recommendations
— react effectively in stressful situations;
given in ISO 1001 l-l;
— arrive at generally acceptable conclusions based — the candidates should have demonstrated the ca-
on audit observations;
pability to communicate effectively both orally and
in writing in the agreed language of the audit.
— remain true to a conclusion despite pressure to
change that is not based on evidence.
2ISO 1OO1I-2:I99I(E)
Annex A
(normative)
Evaluating auditor candidates
A.1 General A.3 Evaluations
This annex is an integral part of this part of ISO 10011 A.3.I Education and training
and provides methods for judging auditor candidates
against the criteria defined therein. There should be evidence to show that the candidate
has acquired the necessary knowledge and skills to
carry out and manage audits. This may take the form
of an examination administered by a National Certif-
A.2 Evaluation panel ication Body, or other appropriate means acceptable
to the evaluation panel.
A kev tool in the imdementation of this Dart of
In evaluating auditor candidates, the panel should also
ISO 10011 is the formation and operation” of an
make use of
evaluation panel, that may be internal or external to
the auditee, whose main purpose is to evaluate the
— interviews with candidates;
qualifications of auditor candidates.
This panel should be chaired by an individual currently — examinations;
active in managing significant auditing operations,
who has met the auditor qualification recommen- — candidates’ written work.
dations given in this part of ISO 10011, and who is
acceptable to a majority of other members of the A.3.2 Experience
panel and to the management of the organization re-
sponsible for the activities of the panel. The panel The panel should satisfy itself that the experience
should include representatives from other areas with claimed by a candidate has actually been achieved and
current and informed knowledge of the audit process. has been gained within an acceptable time frame.
These should include clients who require audit re-
ports, and auditees who have been subjects of regular A.3.3 Personal attributes
audits of a substantial nature.
The panel should use techniques such as
Methods of selecting specific members of the panel
are dependent on the type of anticipated audit activity,
— interviews with candidates;
such as:
— Internal audits: panel members should be selected — discussions with former employers, colleagues,
etc.;
by the organization’s management.
. Customer audits: panel members should be se- . structured testing for appropriate characteristics;
lected by the customer unless otherwise agreed.
— role playing;
— Independent third party audits: panel members
— observations under actual audit conditions.
should be selected “by the board “of management
of a national certification scheme or equivalent.
A.3.4 Management capabilities
An evaluation panel should consist of not less than
two members. The panel should use techniques such as
Evaluation panels should operate under defined rules — interviews with candidates;
with procedures that are designed to ensure that the
selection process is not arbitrary, that it maintains the
— discussions with former employers, colleagues,
criteria established in this part of ISO 10011 and is not
etc.;
susceptible to a conflict of interest.
— structured testing for appropriate characteristics;
3ISO 10011-2:1991(E)
— role playing; management’s assessment of performance. Any re-
evaluation of auditor certification arising from these
— observations under actual audit conditions; reviews should be carried out by the evaluation panel.
— reviewing records of training and related examina- A.3.6 Panel decisions
tions.
The evaluation panel should only approve or disap-
A.3.5 Maintenance of competence prove the proposed candidates, Review of auditor
performance should also result only in approval or
The evaluation panel should periodically review audi- disapproval. Decisions should be documented and
tor performance, taking into account audit progamme communicated to the candidates.ISO 1OO11-2:1991(E]
Annex B
(informative)
National auditor certification
B.1 General need to be selected from different geographical lo-
cations within the country (to facilitate interviewing
This annex contains information on national auditor candidates from various regions), and should rep-
resent a sufficient variety of organizations to assure
certification but is not an integral part of this part of
1s0 10011. that the significant, knowledgeable viewpoints are
represented.
B.2 National certification The national body should establish a mechanism to
permit the prompt removal of certification from audi-
Countries may wish to establish their own national tors who do not conduct themselves in a proper,
body responsible for ensuring that auditors are evalu- professional and ethical manner. This mechanism
ated in a competent and consistent manner. This body should include a fair and open appeal procedure. This
could certify auditors directly and/or accredit other or- may be assisted by requiring prospective auditors to
ganizations who in turn certify auditors. Such auditor sign an appropriate code of ethics as a condition of
certification should be carried out using the criteria certification.
contained in this part of ISO 10011.
Unsatisfactory performance should lead either to loss
The national body should be composed of individuals of certification or to participation in training activities
who meet the requirements of the evaluation panel which result in bringing the auditor’s performance up
(see annex A). Those who meet these criteria may to an acceptable level.
5ISO 1001 1-2:1991(E)
UDC 658.56
Descriptors qualityassurance,qualityassuranceprogramme, qualityaudit.
Price based on 5 pages
L---
|
6932_3.pdf
|
IS ; 6932( Part III ) - 1873
Indian Standard
METHODS OF TESTS FOR BUILDING LIMES
PART Ill DETERMINATION OF RESIDUE ON SLAKING
OF QUICKLIME
( Third Reprint APRIL 1993 )
UDC 691’51 : 666-92’052’002’68
,
0 Copyright 1974
BUREAU OF INDIAN STANDARDS
MANAK BHAVAN, 9 BAHADUR SHAH ZAPAR MARc3
NEW DELHI 110002 I
Gr 1 February 1974.‘ ’IS : 6932 ( Part III ) - 1973
Indian Startdard
METHODS OF TESTS FOR BUILDING LIMES
PART III DETERMINATION OF RESIDUE ON SLAKING
OF QUICKLIME
0. FOREWORD
0.1 This Indian Standard ( Part III ) was adopted by the Indian Standards
Institution on 22 March 1973, after the draft finalized by the Building Limes
Sectional Committee had tieen approved by the Civil Engineering Division
Council.
0.2 Hitherto, methods of tests for assessing qualitative requirements of
building limes were included in IS : 712-1964. For facilitating the use of
these tests it has been decided to print these tests as different parts of a separate
Indian Standard. This part covers determination of residue on slaking of
quicklime.
0.3 In reporting the results of a test .or analysis made in accordance with this
standard, if the final value, observed or calculated, is to be rounded off, it
shall be done in accordance with IS : 2-1960*.
1. SCOPE
1.1 This standard ( Part III ) covers the method of test for determination of
residue on slaking of quicklime including isothermal slaking of the sample.
2. GENERAL
2.1 Preparation of the Sample - The sample shall be prepared in
accordance with 7.2 of IS: 712-1973t.
2.2 The distilled water ( see IS : 1070-1960$ ) shall be used where use of
water as a reagent is intended.
*Rules for rounding off numerical values ( revised ) ,
tspecification for building limes ( second revision ).
f Specification for water, distilled quality ( revised ) . ( Since revised ) .
@Co&right 19x4
BUREAU OF INDIAN STANDARDS
hlANAK BHAVAN, 9 BAHADUR SHAH ZAFAR MARG
NEW DELHI 110002IS:6932(PartlII)-1973
2.3 Isothermal Slaking of Sample and Preparation of Putty
2.3.1 The sample of quicklime shall be sieved through 2.36~mm IS Sieve
( conforming to IS : 460-1962* ) and the residue, if any, shall be broken in
a manner so as to avoid undue production of fines and again sieved through
2.36~mm IS Sieve until the whole quantity passes through that sieve.
This sample of lime shall be slaked isothermally by immersing in hot water
maintained at a substantially uniform temperature during the actual
slaking process in accordance with method specified in 2.3.1.1. The
quantity of water required for slaking shall be equal to 4 times the mass of
quicklime for the majority of limes. However, with certain high calcium
limes of high volume yield it may be found necessary to use 8 times the mass
of the lime in order to obtain a product which could be conveniently
handled.
2.3.1.1 When a slaking temperature has been speci6ed by the vendor,
place a sufficient quantity of water as specified in 2.3.1 in a large clean
metal vessel ( for example, a large circular bin approximately 45 cm
in diameter and 50 cm deep ) equipped with a thermometer, reading to 1°C
and with means for heating. Adjust the temperature of water to within
+2“C of the specified temperature, add 5 kg of the crushed quicklime sample
m small quantities at a time, and then stir constantly and thoroughly at
such a rate that not less than 5 minutes are required to introduce the whole
quantity. During this process and a total period of 1 hour, control the
temperature of the mixture to within f2”C of the specified isothermal
temperature by the addition of cold water or by the application of heat.
Spray through a rose, whilst stirring rapidly, any such additional water
so as to avoid excessive local chilling of the mixture. Allow the product
to stand for 24 hours from the time the quicklime was added to water and
allow to cool’gradually to room temperature during this period. Thoroughly
stir it with a wooden stirrer at least twice during this period. The last
stirring irhal.l,h owever, be done within one hour before the expiration of the
24 hours.
Where a slaking temperature has not been specified by 6e vendor,
carry out slaking on two separate quantities, each of 5 kg of crushed quick-
lime, but with the temperature of water adjusted to and maintained at
50°C in one case and 100 f 2°C in the other case.
2.4 Procedure - The product obtained after slaking on expir y of 24 hours
shall be used. Sieve first the supernatant liquid and then the remainder
after stirring thoroughly with a wooden stirrer through 850-micron IS Sieve
and then through 300micron IS Sieve into a vessel similar to that used for
the slaking. Fit the vessel with a temporary filter cloth such as a rectangular
sheet of close woven unbleached calico of size about 1.0 x 1.5 m which has
been previously washed free from dressing. Take special care to see that the
*Specificationfo r t*it sieves( f&&).
2-. _
IS t 6932 ( Part III ) - 1973
contents of the slaking vessel are completely transferred on to the sieves by
washing out the slaking vessel with a jet of water. Wash the residues on both
the sieves with a moderate jet of water from a flexible tube, the whole opera-
tion taking not more than 30 minutes. The residue shall not be rubbed
through the sieves. Dry the residue at 100 f 10 “C to constant mass. Weigh
separately the residue on each of the sieves.
2.5 Report of Test Results - The residues on the respective sieves shall
be reported as the percentage of mass of quicklime taken for the test.L
BUREAU OF INDIAN STANDARDS
Headquarters;
Menak Bhavan, 9 Bahadur Shah Zafar Marg, NEW DELHI 110002
Talephones : 331 01 31, 331 13 75 Telegrams : Manaksanrtha
( Common to all offices)
Regional Oflces: Telephones
Central Manak Bhrvan, 9 Bahadur Shah Zafar Marg, 331 01 31
*l NEW DELHI-110002 [ 3311375
*Eastern : l/14 C.I.T. Scheme VII M, V. I. P. Road. 38 24 99
Manlktola, CALCUTTA 700054
Northorn : SC0 445448, Sector 35-C, 21843
CHANDIGARH 180038 [ 31841
41 24 42
Southern : C. I. T. Campus, MADRAS 800113 412619
{ 41 2918
tWestern : Manakrlaya, E9 MIDC, Marol, Andheri (East), 8329296
BOMBAY 400093
Branch Offces: 3
‘Pushpak’ Nurmohamed Shalkh Marg, Khanpur, 28348
AHMEDABAD 380001 [ 28349
SPeenya Industrial Area, 1 st Stage, Bangalore Tumkur Road 38 49 55
BANGALORE 680058 [ 38 49 58
Gengotri Complex, 5th Floor, Bhadbhada Road, T. T. Nagar, 88716
BHOPAL 482003
Plot NQ. 82/83, Lewis Road, BHUBANESHWAR 761002 63827
63/6, Ward No. 29, R. G. Barua Road, 6th Byelane, 3 31 77
GUWAHATI 781003
6-968C L. N. Gupta Marg ( Nampally Station Road), 23 1083
HYDERABAD 600001
83471
R14 Yudhlster Marg, C Scheme, JAIPUR 302005
18 9832
21 88 78
117/418 B Sarvodaya Nagar, KANPUR 208006
[ 21 82 92
Patliputra Industrial Estate, PATNA 800013 82305
T.C. No. 14/1421, University P.O., Palayatn 8 21 04
TRIVANDRUM 896035 1 621 17
lnspecfion Oflce (With Sale Point) :
Pushpanjali, 1st Floor, 205-A West High Court Road, 261 71
Shankar Nagar Square, NAGPUR 440010
Institution of Engineers ( India ) Building, 1332 Shivaji Nagar, 62436
PUNE 411005
*SaFea Office In Calcuttai s at 5 Chowringhrr Approach, P.O. Prlncrp 27 63 03
Strret, Calcutta7 00074
Waler Oftlcr In Bombay Is at Novelty Chambers, Orant Road, 80 65 23
Bombay4 00007
$Salrs Ofnce In Bangalora la at Unity Bullding, Naraslmharaja Square 22 33 71
Bangalorr 560004
Prlntrd lt Slmoo PrlntlnO Prooo. Dolhl. Indlr
|
IS 14845.pdf
|
CAST IRON AIR VALVES AS PER IS : 14845
This covers requirement of single air valve (small or large orifice with or without integral isolating
valve) and kinetic air valves with or without separate isolating sluice valve for use on water mains.
Nominal End
TYPE Nominal sizes
Pressure Connection
Single Air 1. Small Orifice Type (S1)
PN 1.0 and 15, 25, 40 mm Flanged or
Valve 2. Large Orifice Type (S2)
PN 1.6 25, 40, 50 mm Screwed
Standard type with in built
Double Air PN 1.0 and 40, 50, 80, 100
isolating valve (DS1), or without Flanged
Valve PN 1.6 150 and 200 mm
isolating valves (DS2)
Kinetic Air PN 1.0 and 40, 50, 80, 100
Kinetic Air Valve (DK) Flanged
Valve PN 1.6 150 and 200 mm
APPLICATION
Single Air Valve (Small Orifice)
For automatically releasing air which may accumulate under pressure in a section of pipe line during
normal working condition.
Single Air Valve (Large Orifice)
For automatically releasing/admitting air that may accumulate under pressure in section of pipe line at
the time of initial charging or draining of mains.
Double Air Valves
These valves are simply a combination of small and large air valves with common connection to the
main, small orifice function being similar to that of a single air valve. Large orifice serves for
automatically exhausting air when a pipe is being filled with water, or automatically ventilating a pipe
when it is being emptied of water.
Kinetic Air Valves
These valves are essentially the same as the coventional double air valves but with certain refinements
and are suitable for high head pipe lines where high rates of air discharge are ventilation is required.
MATERIAL
The material for different components of valves shall conform to the requirements given Table
Basic Alternative
Ref.
SI Component /
Ref.
Grade or No. Grade or
Body No.
Material No. IS Material
Designation IS Designation
No.
No.
1. Body, cover,
valve, disk, stuffing
Grey Cast
box, valve guide, 210 FG 200 --- --- ----
Iron
cowl, gland, cap,
joint support ring04 Cr 17
High tensile HTB 1 or HTB Stainless Ni 12 Mo 2
2. Stem 320 6603
brass 2 Steel 04 Cr 18 Ni 10
12 Cr. 13
EPDM
3. Low pressure seat Natural
11855 -- Nitrile -- --
ring and face ring rubber
Rubber
High
tensile
4. High Pressure Leaded tin 320 HTB 2
318 LTB 2 Brass
orifice bronze 6603 04 Cr 18 Ni 10
Stainless
Steel
High
Leaded tin
5. Stem Nut 318 LTB 2 tensile 320 HTB 2
bronze
Brass
Leaded tin Stainless
6. Body Seat ring 318 LTB 2 3444 Grade 1
bronze Steel
Carbon Stainless
7. Bolts 1363 Class 4.6 6603 -
Steel Steel
Stainless
8. Nuts Crbon Steel 1363 Class 4 6603 -
Steel
9. Gaskets Rubeer 638 Type B - - -
10. gland Packing Jute/hemp 5414 Type III - - -
Timber
11. Float (Low core with
- - - - -
pressure orifice) valcanit
coating
Timber
12. Float (High core with Stainless
- - 3444 -
pressure orifice) rubber Steel
coating
High
Leaded tin
13. Float Guide 318 LTB 2 Tensile 320 HTB 1
bronze
Brass
|
2362.pdf
|
IS 2362:1993
Indian Standard
DETERMINATION OF WATER BY
KARL FISCHER METHOD - TEST METHOD
( Second Revision )
UDC 543’812
BUREAU OF INDIAN STANDARDS
MANAK BHAVAN, 9 BAHADUR SHAH ZAFAR MARG
NEW DELHI 110002
July 1993 Price Croup 4Chemical Standards Sectional Committee, CHD 001
FOREWORD
This Indian Standard was adopted by the Bureau of Indian Standards, after the draft finalized by
Chemical Standards Sectional Committee had been apprcved by the Chemical Division Council.
This standard was originally published in 1963 and revised in 1973. The present revision has been
undertaken to update the standard incorporating latest analytical techniques developed in this field.
A small percentage of water in certain liquids including volatile liquids can be conveniently
measured using Karl Fischer method. This method is increasingly used in various chemical
standards prepared by BIS. Therefore, this standard is intended to assist the various technical
committees of BIS preparing chemical standards in avoiding unnecessary variations in the details of
the method.
In this revision, the method involving visual detection of end point has been deleted in view of the
problems encountered during the end point detection of colour change. Wide range of electro-
metric Karl Fischer titrators and Karl Fischer reagents including non-pyridene based Karl Fischer
reagents are now available and therefore, reference to non-pyridine based Karl Fischer reagents is
given.
In reporting the result of a test or analysis made in accordance with this standard, if the final value,
observed or calculated, is to be rounded off, it shall be done in accordance with IS 2 : 1960 ‘Rules
for rounding off numerical values ( revised 1’.
The Committee responsible for the preparation of the standard is given in Annex B.IS 2362 : 1993
Indian Standard
DETERMINATION OF WATER BY
KARL FISCHER METHOD -TEST METHOD
(S econd Revision )
1 SCOPE lnonomethyl ether). While using ‘I-methoxy-ethanol
as solvent the more constant titration volumes can be
1.1 This Indian Standard describes the Karl Fischer
obtained and the reagent is suitable for aldehydes and
method for determination of free water or water of
ketones.
crystallization or moisture in solid or liquid chemical
products, both organic and inorganic. NOTE-According to second equation one molecule of iodine
should be equivalent to one molecule of water, in practice this
1.1.1 The method is not applicable to all the organic stoiciometric ratio is not attained and the Karl Fischer reagent has
and inorganic chemical products. The limitalions are: to be standardized against a known mass of water.
a) oxidizing agents, such as chromates, 4 QUALITY OF REAGENTS
dichromates, cupric and ferric salts, and higher
oxides and peroxides; Unless specified otherwise, pure chemicals and distilled
b) reducing agents, such as sulphides, thiosulphates water (see IS 1070 : 1992) shall be employed in tests.
and stannous salts;
NOTE - ‘Pure chemicals’ shall mean chemicals that do not
Cl compounds which may for1n water with
contain impurities which affect the results of analysis.
components of Karl Fischer reagent, namely,
basiczincoxide, saltsofweakoxyacids,alkali 5 REAGENTS
carbonates and bicarbonates, and borates;
5.1 Methanol
and
d) organic compounds, such as quinines, ascorbic Shall not contain more than 0.05 perce11t of water. If
acid, peroxy compounds, active carbonyl
the reagent contains more than this quantity of water,
compounds, nitrogen compounds containing dry it by distillation from magnesium turnings activated
amino or hydrozo nitrogen, and sulphur with iodine. Collect the distillate in a bottle protected
compounds where sulphur is not bonded with
from atmospheric moisture by means of a guard tube
oxygen. In some cases the method can be
filled with anhydrous alulninium sodium silicate or
employed with minor modification before
activated silica gel (5.11).
operating the final titration.
5.2 t-Methoxyetbanol (Ethylene Glycol Monomethyl
1.1.2 This standard describes electrometric method Ether)
involving direct titration and the back titration.
Shall not contain more than 0.05 percent of water. If
NOTE -Certain reagents used, may cause health hazard and the reagent contains more than this quantity of water,
therefore they should be handled carefully.
dry it by distillation, rejecting the first portion of
distillate which will contain water. It is preferable to
2 REFERENCE
methanol due to its stabilizing effect on the final
IS 1070 : 1992 Specificatiorl for reagent grade water reagent.
(tl1ird revision) is a necessary adjunct to this standard.
5.3 Iodine
3 PRINCIPLE OF THE METHOD
The determination of water is based on the reaction of 5.4 Pyridine
water while oxidizing R-sulphite anion to R-sulphate
Shall not contain more than 0.05 percent of water. If
by iodine. The reactionofsulphur dioxide with alcohol
the reagent contains more than this quantity of water,
(methanol) producing a mono-alkyl ester of lhe dry it by distillation, rejecting the first portion of
sulphurous acid is a basic requirement for the Karl distillate which will cbcp1itaint he water.
Fischer reaction. The mono-alkyl ester of sulphurous
acid in turn reacts with water in presence of iodine and
5.5 Sample Solvent
amine to form stable salts as per following equations :
Either methanol or a mixture containing 4 parts of
ROH + SO, + Rn > (Rn H’) SO,R-
methanol and 1 part of pyridine (by volume) or (preferably
H,O + I2 + (RnH)SO,R t 2Rn --------> (RnH)SO,R for determination with compounds containing carbonyl
groups) a mixture containing 4 parts of 2-methoxyethanol
+ 2 (RnH)l
and 1 part of pyridine (by volume). In special cases,
(Rn = Amine and ROH = alcohol).
other solvents may be recommended, for example,
Methanol used above 1nay be replaced by isopropyl acetic acid, pyridine or a mixture containing 1 part of
alcohol or 2-methoxy-ethanol (ethylene glycol methanol and 3 parts of chloroform (by volume).
1IS 2362 : 1993
5.6 Sulphur Dioxide alternatives, those based on aliphatic amines have
successfully been used and results obtained are
5.7 Karl Fischer Reagent
quite comparable with the conventional Karl Fischer
Place 670 ml of methanol or 2-methoxyethanol in a reagent. The alternative non-pyridine based Karl
previously dried flask, coloured brown or painted Fischer reagents are available indigenously from
black on the outside, fitted with a ground-glass stopper reputed laboratory reagent manufacturers. These
and having a capacity slightly more than 1 litre. Add reagents may be used after standardization.
about 85 g of iodine. Stopper the flask and shake it
5.8 Sodium Tartarate, Crystalline
occasionally until the iodine is completely dissolved.
(Na,C,H,0,.2H,O)
Then add approximately 270 ml of pyridine, stopper
the flask again and mix thoroughly. Dissolve 65 g of Sodium tartarate shall be of such quality that when
sulphur dioxide in this solution, cool to ensure that the dried at 150°C for 3 hours, it gives out 15.66 -+ 0.5
temperature of the liquid does not exceed 20°C. percent water.
NOTE-The reaction being exothermic, it is necessary to cool 5.9 Water-Methanol Standard Solution- 10 mg/ml
the flask from the beginning and to maintain it at about OOC, for
example, by immersing in an ice-bath or in crushed solid carbon Using a microburette or a pipette, place 1 ml of water
dioxide. ina dry lOO-ml one-markvolumetric flask, containing
approximately 50 ml of methanol. Dilute to the mark
Replace the ground-glass stopperby an attachment for
with methanol and mix. For standardization of this
introducing sulphur dioxide. This consists of a cork
solution (see A-1.1).
with a thermometer and an inlet glass tube of 6 to 8
mm, reaching to within 10 mm of the bottom of the 5.10 Water-Methanol Solution - Approximately
flask, and a small capillary tube for connecting to the 2 g/l,
atmosphere. Place the whole assembly with the ice-
Using a microburette or a pipette, place 1 ml of water
bath on a balance and weigh to the nearest 1 g. Connect
into a perfectly dry SOO-ml one-mark, volumetric flask
the inlet tube to a siphon of sulphur dioxide by means
containing approximately 100 ml of methanol. Dilute
of a flexible connection and drying tube filled with
to the mark WI@ methanol and mix (see the
anhydrous aluminium sodiumsilicate as desiccant and
correspondence by:volume of this solution with the
gently open the tap on the siphon.
Karl Fischer reagent in 8.2.3).
Adjust the rate of llow of sulphur dioxide so that all the
5.11 Aluminium Sodium Silicate/Activated Silica
gas is absorbed without the liquid showing any sign of
Gel
rising in the inlet tube. Maintain the equilibriumof the
balance by gradually increasing the rate and ensure Aluminium sodium silicate anhydrous, granules of
that the temperature of the liquid does not rise above diameter 1.7 mm for use as a desiccant. These granules
20°C. Close the tap on the siphon as soon as the may be regenerated by washing with water and drying
increase in mass reaches 6.5 g. at 35OOC for at least 48 hours. Alternatively, activated
silica gel, indicating type, may be used.
hmnediately remove the flexible connection and reweigh
theflaskanditsinletattachment.Themassofdissolved 5.12 Silicone Base Grease
sulphur dioxide shall be between 60 to 70 g. A slight
For lubricating the ground-glass joints.
excess is not harmful. Stopper the flask, mix the
solution and leave for at least 24 hours before using it.
6 APPARATUS
In fact, as a result of imperfectly understood reactions
which occur in the fresh reagent the water equivalent
All glasswares used, should be previously dried in
of the reagent decreases rapidly to begin with and then
oven and cooled in desiccator. While using such
much slowly. This water equivalent is between 3.5 and
glasswares for estimation of moisture content, care
4.5 mg/ml. It shall be determined daily if methanol has
should be taken to protect them from absorbing moisture
been used, but may be done less frequently if
from the surrounding atmosphere.
2-methoxyethanol has been used.
Any commercial Karl Fischer titrator with electrotietric
It is possible to prepare the Karl Fischer reagent with
end point detection will be suitable. The instrument
a lower water content by diluting the solution prepared
should incorporate the following:
as described above with the sample solvent. Store the
reagent out of the light and protected from atmospheric a) Automatic Burette - 10 to 25 ml capacity
moisture. It should preferably be stored in a reagent with a fine pointed tip and graduations of 0.05
bottle of brown or black-painted glass. ml (seeFig. 1). Forback titration method a two
NOTE - Non-pyridine based Karl Fischer reagent burette system (see Fig. 2) would be required.
Despite the long, successful use of pyridine based In both the cases the system should be protected
Karl Fischer reagent for determination of water, its from atmospheric moisture by guard tube filled
constant use has been questioned because of the with a desiccant.
toxicity of pyridine, especially irritation of the b) Titration Vessel - 100 ml capacity having
respiratory tract, its disagreeable odourand reagent provision for inserting burette tip (two burette
instability, the latterlargelyovercome by replacing tips in case of back titration method) platinum
methanol by 2-methoxy ethanol (methyl cellosolve). electrodes and also for the introduction of
Non-pyridine based Karl Fischer reagents have, liquid samples (suitable ground glass joint
therefore, been developed recently. Amongst the stopper) with the help of syringe or pipette,
2IS 2362 : 1993
without removing the vessel from apparatus. to standardize the Karl Fischer reagent or
A similar arrangement for introduction of possibly test samples of solid products.
solid samples with least exposure is preferred.
C) Reagent bottle for Karl Fischer Reagent - 7 DIRECT ELECTROME/TRIC TITRATION
Amber coloured connected to automatic burette 7.1 Outline of the Method
through ground glass joint.
Indication of the end point of titration by the
Double platimm~ electrode.
depolarization of the cathode accompanied by a sudden
Magnetic stirrer with PTFE coated stirring increase in current intensity (which is shown by a
bar. suitable electrical device), the two platinumelectrodes
Electrometric end point detection device being immersed in the solution and subjected to a
utilizing a micrometer. potential difference, but while water is present in the
Glass syringe -suitable capacity. soluknl polarization of the cathode opposes the passage
of a current.
A small glass tube - closed at one end and
fitted at the other with a rubber stopper, used
7.2 Standardization of Karl Fischer Reagent
for weighing and introducing into the titration
vessel for example, the mass of crystalline 7.2.1 Assemble the apparatus as recoumeuded in
sodium tartarate (approximately 200 mg) used Fig. 1 lubricating the joints with grease. Introduce by
GUARD TUBE CONTAINING
ANHYDROUS ALUMINIUM
SODIUM SILICATE AS DESICCANT
/===I l//Y
SPHERICAL GROUND-
PLATINUM ELECTRODES= 11 trl
TITRATION
VESSEL
MILD STEEL BAR
COAT.E-D- WlTtl
GL .ASS OR PTFE-..& f
/DEVICE FOR THE LELECTROMAGNETIC LREAGENT BOTTLE ‘DRECHSEL BOTTLf.
ELECTROMETRIC STIRRER PAINTED BLACK, FILLED WITH
DETECTION OF CONTAINING THE DESICCANT
THE EkUD POINT KARL FISCHER REAGENT
Fro. 1 APPARATUSF OR DIRECTE ~CTROMETRITCI TRAXON
3IS 2362 : 1993
means of a syringe 25 ml of methanol into the titration test sample used and then use a titration vessel of suitable
vessel through the ground glass stopper. Switch on the capacity.
electromagnetic stirrer and close the circuit of the
7.3.2 Calculation
device for the electrometric detection of the end point.
B XT BxT
Adjust the apparatus so that a voltage of 1 to 2 V is
Water content of the sample = - or ---
applied to the electrodes and the galvanometer shows
(H,O), percent (m/m) ExlO VxdxlO
a low current, usually a few microamperes. Add the
Karl Fischer reagent until the galvanometer shows a
sudden increase in current of about 10 to 20 PA, which where
remains stable for at least 30 seconds.
B volume in ml of Karl Fischer reagent used
7.2.2 In the small glass tube [see 6 (h)] weigh 250 mg for the test,
of crystalline sodium tartarate to the nearest 0.1 mg.
Place this in the titrationvesselvery quickly, removing T water equivalent in mg/ml of the Karl
the ground glass stopper for a few seconds. Weigh the Fischer reagent (see 7.2.3),
small glass tube empty, so as to determine, by difference,
the mass of crystalline sodium tartarate used. (For E mass in g of the test portion (for solid
standardization with water-methanol standard solution, products),
see A-1.1)
V volume in ml of the test portion (for liquid
products), and
Titrate the known yuantity of water introduced in this
way with the Karl Fischer reagent to be standardized,
d density of the sample in g/ml at measure-
until the same deflection to the pointer of the
ment temperature (for liquid products only).
galvanometer is reached and remains stable for at least
1 minute. Note the volume of the reagent used.
8 ELECTROMETRIC RACK-TITRATION
7.2.3 Calculation
8.1 Outline of the Method
Water equivalent (T) of the Karl M, M? Addition of an excess of Karl Fischer reagent which is
Fischer reagent (mg H,O/ml) = - or - then back-titrated with a water-methanol standard
A A solution. Indication of the end point of the titration by
the polarization of the cathode accompanied by the
where sudden interruption of the current (which is shown by
a suitable electrical device) the electrodes being subjected
M, = mss in mg of water used (see 7.2.2), to a very slight potential difference but sufficient to
cause a large deflection of the galvanometer pointer at
A = volume in ml of Karl Fischer reagent used, the start of the back-titration.
and
8.2 Standardization of Karl Fischer Reagent
M, = mass in mg of sodium tartarate introduced
multiplied by 0.156 6. 8.2.1 Assemble the apparatus as recommended in
Fig. 2 lubricating the joints with grease. Place in the
7.3 Procedure titration vessel sufficient quantity of Karl Fischer
reagent fromone ofthe automatic burettes to cover the
7.3.1 Empty the titration vessel by mean ofthe emptying
electrodes. Switch on the electromagnetic stirrer and
tap. Place in it 25 ml of methanol or other solvent, or
the circuit of the device for the electrical detection of
any other solvent, or any other suitable volume indicated
the end point. Allow the water-methanol standard
in the procedure for the products to be analysed, using
solution to flow from the second automatic burette
a syringe passing through the ground glass stopper.
[see 6 (a)] until the pointer of the galvanometer moves
Switch on the electromagnciic stirrer. Add Karl Fischer
suddenly to zero.
reagent, proceeding as described in 7.2 until there is a
sudden and constant deflection lasting for at least 30
8.2.2 In the small glass tube [see 6 (h)] weigh
seconds. Then introduce the required amount of test
approximately 250 mg of crystalline sodium tartarate
portion taken by means of a syringe in the case of a
to the nearest 0.1 mg. Place this in the titration vessel
liquid or weighed to the nearest 0.1 mg in a small
of very quickly, removing the ground glass stopper for a
weighing tube [see 6 (h)] in the case a solid powder.
few seconds. Weigh the small glass tube empty so as
Titrate with Karl Fischer reagent using the same
to determine by difference the mass of crystalline
electrometric procedure for detecting the end point of
sodium tartarate used.
the reaction. Note the volume of Karl Fischer reagent
for the determination.
8.2.3 Correspondence Between the Km-1 Fischer Reagent
NOTE-ltisadvisable touseaquantityof test portion thewater and the Stnndard SoBrtion of Water in Methanol
content of which corresponds to a volume of Karl Fischer
reagent that can be measured with sufficient accuracy. If Partially empty the titrationvcssel leaving the electrodes
necessary, increase in proportion the quantities of solvent and submerged in the liquid neutralized as described
4IS 2362 : 1993
FIG. 2 APPARATUS FOR F~ECTROMETRICB A~K-TI~A~~N
in 8.2.1. Add 20 ml of Karl Fischer reagent, measured where
in the first automatic burette and titrate with the
M, = mass in mg of water used in 8.2.2,
standard water-methanol solution contained in the
second automatic burette until the pointer of the A = volume in ml ofKarl Fischer reagent (used
galvanometer moves sudd en ly to zero. Note the in 8.2.1),
volume of this solution used. A, = volume in ml of water-methanol standard
solution used in 8.2.1 for the back-
8.2.4 Calculalion titration,
Water equivalent (7) of MI 4 A, = volume in ml of water-methanol standard
the Karl Fischer solution used in 8.2.3 (correspondence with
reagent (mg H,O/ml) = A -A, x20 OrA -A, x20 the Karl Fischer reagent), and
- -
M2 = mass in mg of crystalline sodium tartrate
AZ A,
multiplied by 0.156 6.
5IS 2362 : 1993
8.3 Procedure 8.4 Calculation
Water content ofthe sample introduced (HzO), percent
8.3.1 Empty the titration vessel by means of the
emptying cap. Place in it 25 ml of methanol or any (m/m)
other appropriate volume indicated in the procedure
20 T 20 T
for the product to be analysed, using a syringe passing =(B-B,x -) x - or@-B, x -) x-
through the ground glass stopper. Switch on A2 E x 10 “2 VxdxlO
electromagnetic stirrer.
where
8.3.2 Add a slight excess (approximately 2 ml of Karl
B = volume inml ofKarl Fischer reagent (used
Fischer reagent) and then add water-methanol standard
in 8.3),
solution until the pointer of the galvanometer moves
suddenly to zero. Introduce the required amount of test B, = volume in ml of water-methanol standard
portion by means of a syringe in the case of a liquid or solution used in 8.3 for the back-titration,
weighed to the nearest 0.1 mg in a small glass tube [see
6.1 (h)] in the case of a solid powder. T = water equivalent in mg/ml of the Karl
Fischer reagent,
8.3.3 Add a known excess volume of Karl Fischer
reagent stopping when the solution becomes brown in E = mass in g of the test portion (for liquid
colour. Wait for 30 seconds and back titrate this excess products),
with the water-methanol standard solution until the
pointer of the galvanometer moves suddenly to zero. v = volume in ml of the test portion (for liquid
products), and
NOTE-It isadvisable to usea quantityoftest portion thewater
content of which corresponds to a volume of Karl Fischer d = density of the sample at measurement
reagent that can be measured with sufficient accuracy. If neces-
temperature in g/ml (for liquid products
sary, increase in proportion the quantities of solvent and test
samples used and then use a titration vessel of suitable capacity. only).
ANNEX A
(Clause 7.2.2)
STANDARDIZATION OF KARL FISCHER REAGENT WITH
WATER-METHANOL STANDARD SOLUTION
A-l PROCEDURE galvanometer is reached and remains stable for at least
30 minutes. Note the volume of reagent used.
A-l.1 If the water-methanol standard solution
In addition, 7.2.3 shall be amended as follows:
(See 5.10) is used instead of crystalline sodium
tartarate to standardize the Karl Fischer reagent
clauses 7.2.1 and 7.2.2 relating to direct electro- Water equivalent (T) of the Karl = *
metric titration shall be amended as follows: Fischer reagent (mg H,O/ml)
Using a syringe add 10.0 ml of methanol to the where
titration vessel, titrate with the Karl Fischer rea-
gent until the same deflection of the pointer of the 100 = mass of water in mg used in 10 ml of
galvanometer is reached and remains stable for at water-methanol standard solution,
least 30 minutes. Note the volume of reagent used.
A = volume in ml of Karl Fischer reagent used
for the titration of 10 ml of water-mrtha-
In the same way add 10.0 ml of water-methanol
no1 standard solution, and
standard solution (5.10). Titrate the known quantity of
water thus introduced with the Karl Fischer reagent V = volume in ml of Karl Fischer reagent used
until the same deflection of the pointer of the forthe titrationof 10 ml ofpure methanol.IS 2362 : 1993
ANNEX B
(Foreword)
COMMITTEE COMPOSITION
Chemical Standards Sectional Committee, CHD 001
Chairman Represahg
DR B. N. MATIOO Directorate of Forensic Science Laboratories, Bombay
Members
DR S. K. ME.GHAL(A lter-note to
Dr B. N. Mattoo)
DR P.K. AGARWAL IDMA Laboratories, Chandigarh
SHRIN . D. BAHL( Altemnk)
DR AJAI PRAKASH National Organic Chemical Industries Ltd. Bombay
SHRIM . B. SURVE( Alternate)
ASSISTANTD IRECTOR Directorate General of Health Services (PFA), New Delhi
GENERAL(P FA)
ASS-I-~S ECRETARY(P FA) (Altermte)
Ministry of Defence (DGQA), New Delhi
SHRIS . K. &THANA
SHR~S . K. SRNASTAVA( Alternate)
SHRI0 . P. BEHARI Directorate of Marketing and Inspection, Nagpur
SHRIR . J. VERMA( Alternate)
Cosmic Materials Test Centre Pvt Ltd, Bangalore
DR G. A. BHAT
CHIEFC HEMIST Central Revenues Control laboratory, New Delhi
DEPU~ CHIEFC HEMIST(A keenmfe)
JOINTD IRECTOR(C HEM) Deptt of Industries & Commerce, Madras
DEPU-ND IRECTOR(M CL) (Altermte)
JOINTD iF3XTOR Railway Board (RDSO) (Ministry of Railways). Lucknow
CHEMIST& METALLURGIST-~
SHRIP . MAIUMDAR National Test House, Calcutta
SHRIB . M. SOOD( Alternate)
SHRIM UKULM EHTA 13habha Atomic Research Centre, Bombay
SHRIP . K. PADMANABHA(IAVlt mtnfe)
DR J. K. NIGAM Shriram Institute for Industrial Research, Delhi
SHRI K. M. THOMAS (Akerrrate)
SHRIO M PRASAD Century Rayon, Kalyan
DR P. K. PAND~A Sarabhai M. Chemicals, Vadodara
SHRIK . K. MEHRA(A ltenmte)
DR M. PARDE~ASARADHI Indian Institute of Chemical Technology (CSIR), IIyderabad
DR J. MADHUUDANR AO (Al/enrak)
SHRIJ . J. PAWL Italab Private Limited, Bombay
SHRIS . S. HONAVAR(A lternate)
Indian Drugs & Pharmaceuticals Lid, New Delhi
DR G. RAMANAR AO
DR S. RAGHINEER(A lternate)
REPRESENTAWE National Physical laboratory (CSIR). New Delhi
DR S. K. ROY Central Drugs Laboratory, Calcutta
DR A. C. DASGUPTA(A l~ernnte)
DR N. R. SENGUYTA Geological Survey of India, Calcutta
DR A. K. Dti (A I&-#lore)
DR P. D. SEWI Central Indian Pharmacopoeia Iaboratory, Ghaziabad
SHRIS . R. SINGH Development Commitiioner (SSI), New Delhi
SHRI D. P. S~NGH( ALtenm!e)
PROFM . M. TAQUIK HAN Central Salt & Marine Chemicals Research Institute (CSIR).
Bhavnagar
DR M. P. I3~~7-r (Alternote)
DR S. P. V~sr REDDI Vimta Lab, Hyderabad
DR M. D. PUNDLIK( Altenrnte)
DR R. K. SINGII, Director Genearl, BIS (Ex-oJJicio Member)
Director (Chem)
Member Secrdq
SHRI T. RANc~ASAM~
Joint Director (Chcm), IEStandard Mark
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Indian Standard may be sent to BIS giving the following reference:
Dot : No CHD 001 (0163 1
Amendments Issued Since Publication
Amend No. Date of Issue Text Affected
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Southern : C. I. T. Campus, IV Cross Road, MADRAS 600113 235 02 16, 235 04 42
-/ 235 15 19, 235 23 15
Western : Manakalaya, E9 MIDC, Marol, Andheri ( East ) 632 92 95, 632 78 58
BOMBAY 400093 { 632 78 91, 632 78 92
Branches : AHMADABAD. BANGALORE. BHOPAL. BHUBANESHWAR. COIMBATORE.
FARIDABAD. GHAZIABAD. GUWAHATI. HYDERABAD. JAIPUR. KANPUR.
LUCYNOW. PATNA. THIRUVANANTHAPURAM.
Printed at Printrade. New Delhi, India
|
15024_4.pdf
|
——
IS 15024 (Part4): 2001
ISO 114424:1993 —-.
.r-
Indian Standard
TECHNICAL PRODUCT DOCUMENTATION —
HANDLING OF COMPUTER-BASED
TECHNICAL INFORMATION
PART 4 DOCUMENT MANAGEMENT AND RETRIEVAL SYSTEMS
Ics 01.100
.
@BIS 2001
BUREAU OF INDIAN STANDARDS
MANAK BHAVAN, 9 BAHADUR SHAH ZAFAR MARG
NEW DELHI 110002
A./gust 2001 Price Group 3Drawings Sectional Committee, BP24
NATIONAL FOREWORD
This Indian Standard (Part 4) which is identical with ISO 11442-4 : 1993 ‘Technical product
documentation — Handling of computer-based technical information — Part 4: Document
management andretrieval systems’ issuedbytheInternational Organization forStandardization (ISO)
was adopted by the Bureau of Indian Standards on the recommendation of Drawings Sectional
Committee and approval ofthe Basic and Production Engineering Division Council.
This standard (Part 4) gives the basic prerequisites for the efficient handling of documents and
activities inthe different phases ofdesign work. Other parts ofthis series are given as follows:
IS 15024 (Part 1): 2001 Technical product documentation—Handling of computer-based
technical information: Part 1Security requirements
IS 15024 (Part 2): 2001 Technical product documentation-Handling of computer-based
technical information: Part2Original documentation
IS 15024 (Part 3): 2001 Technical product documentation—Handling of computer-based
technical information: Part3 Phases inthe product design process
The text of ISO Standard has been approved as suitable for publication as Indian Standard without
deviations. Inthis adopted standard, certain terminology and conventions are not identical to those
used in Indian Standards. Attention isparticularly drawn to thefollowing:
a) Wherever the words ‘International Standard’ appear, referring tothis standard, they should be
read as ‘Indian Standard’.
b) Comma (,) hasbefm usedas a decimal markerwhile inIndianStandards the current practice
isto use afull 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 intheir place
are listed below along with their degree of equivalence for the editions.indicated:
International Corresponding Indian Standard Degree of
Standard Equivalence
ISO 10209-1:1992 IS 8930 (Part 1) :1995 Technical product Identical
documentation —Vocabulary: Part1Terms
relating to technical drawings: General and
types of drawings (first revision)
lSO/TR 10623:1991 IS 15025 : 2001 Technical product do
documentation — Requirements for
computer-aided design and draughting —
Vocabulary..—
IS 15024 ( Part 4 ) :2001
ISO 11442-4:1993
Indian Standard
TECHNICAL PRODUCT DOCUMENTATION —
HANDLING OF COMPUTER-BASED
TECHNICAL INFORMATION
PART4DOCUMENTMANAGEMENTANDRETRIEVALSYSTEMS
1 Scope administrative criteria and technical criteria. This pro-
vides the basis for efficient management of docu-
ments and activities in the different phases of design
This part of ISO 11442 gives the basic prerequisites
work.
for the efficient handling of documents and activities
in the different phases of design work.
— In the development phase: retrieval of filed docu-
ments within relevant areas of activity, materials,
2 Normative references processes, etc.
The following standards contain provisions which, — In the approval phase: retrieval according to type
through reference in this text, constitute provisions of documents, product area, etc.
of this part of ISO 11442. At the time of publication,
the editions indicated were valid. All standards are — In the distribution phase: proper distribution of ---
subject to revision, and parties to agreements based documents within certain subject areas.
on this part of ISO 11442 are encouraged to investi-
gate the possibility of applying the most recent edi- . In the storage phase: retrieval of stored docu-
tions of the standards indicated below. Members of ments produced within a specific time, concerning
IEC and ISO maintain registers of currently valid a specific area of activity, etc.
International Standards.
. In the revision DhaSe: Possibilities for a general
. ISO 10209-1:1992, Technics/ product documentation revision of all documents concerned with a-certain
— Vocabulary — Part 1: Terms re/sting to technical field of interest without the need to penetrate
drawings: general and types of drawings. each individual document. The classification crite-
ria also constitute the basis for efficient imple-
lSO/TR 10623:1991, Technics/product documentation mentation of the phasing-out routines.
F
— Requirements for computer-aided design and
For further information on the different phases in de-
draughting — Vocabulary.
sign work, see ISO 11442-3,
3 Definitions
For the purposes of this part of ISO 11442, the defi- 4.1 Administrative criteria, document
nitions given in ISO 10209-1 apply. Further termin- management
ology is given in lSO/TR 10623,
The technical documentation of design activities re-
quires an administrative content, providing a means
4 Identificationand classificationcriteria of control for all documents, paper-based or com-
puter-based. Administrative data are data needed for
Criteria for the identification and classification of efficient administration and storage of the documents
technical documentation are divided into two groups: and data transfer to other parties.
1,,
4
-
. .—
IS 15024 ( Part 4 ) :2001
ISO 11442-4: 1993
This administrative content may be divided into three 1) name (person approving release of revised
p:)
separate groups as described in annex A, viz. prima~ document),
data, status data and subscription data.
2) date, *’y
4.1.1 Primary data
3) number (index);
Primary data constitute the compulso~ identification
d) issue of revised document:
of a document. This identification consists of the
identification number of the document (drawing num-
1) date,
ber), the object name, the edition and any information
necessa~ for commencing a revision procedure. In
2) issue number (index).
addition, it may be necessary to identify the type and
size of document, document medium, storage place
4.1.1.4 Type of document
and language version.
Type of document is a general classification of docu-
4.1.1.1 Identification number, for example drawing ment contents with regard to application. It may be
number used for retrieval purposes. Examples of types of
document are: assembly drawing, item list, wiring
In connection with the computerization of design ac- diagram, geometric model, Here, the advantages of
tivities, the drawing number file is often included, In reference to physical models should be considered.
order not to complicate such a computerization, a
consecutive numbering method should be used. The
4.1.1,5 Size of document
number may be alphanumeric. If the number has any
classification meaning, this system should be aban-
Information on document size is used in manual stor-
doned. This type of information should be stated
age routines as well as in machine copying routines.
separately,
The drawing number file shall include all documents 4.1.1.6 Document medkm
identified with drawing numbers, as well as those
manually produced, With regard to reproduction, the medium of the
document to be reproduced should be stated.
4.1.1.2 Identification text, for example title or ---
4.1.1.7 Storage place
description
For retrieval purposes, it must be known whether the
The identification text is normally a supplement to the
documents are computer- or paper-based. Examples
identification number and is of particular importance
of storage places are: filing offices, electronic storage
for manually produced drawings. If the identification
area.
text is to be used for retrieval, a standardized system
of nomenclature shall be applied.
4.1.1.8 Language version
4.1.1.3 Revision data
A technical document may exist in different language
versions with the same principal identification. There-
Revision data are those which administratively indi-
fore available language versions should be listed.
cate and control the revision activities for each docu-
ment. Examples of such data are:
4.1.2 Status data
a) revision order:
Status data are additional data needed for efficient
use of a document.
1) name (person responsible),
2) date, 4.1.2.1 Document status
3) number (registration number); A document, in its lifetime, will pass through different
stages of use. These stages may be represented, for
b) request for the original document to be revised: example, by
1) name (person carrying out the revision), — reservation of identification number;
2) date; — preliminary issue (for restricted use only);
c) revision date: — final issue;
2.
-
..—
IS 15024 ( Part 4 ] :2001
ISO 11442-4:1993
— withdrawal. 4.2.2 Specific classification
These data are normally only valid for the final docu- Specific classification will group the design objects
ment, but in particular cases they can also be used for into classes of characteristics or properties relevant
a document in its early development stages. to the users in question. The users may be respon-
sible for both maintenance and application of the
NOTE1 The indications given on a particular document classification.
depend on the release procedure which is established by
the company. Typical specific retrieval criteria are characteristics for,
for example, processing, purchasing, marketing, qual-
4.1.2.2 issue and withdrawal approvai ity, economy etc.
In principle, the specific classification facilitates
The person responsible for approval in the phases
company-specific applications.
given in ISO 11442-3, and the date of approval shall
be stated. For information on different ievels of auth-
orization, see ISO 11442-1. 5 Retrieval
The general retrieval criteria are established centrally,
4.1.3 Subscription data
while the specific criteria may be left to the user
group in question. The retrieval criteria may be shown
Subscription data are the data required for the dis-
on the document itself or listed in separate files.
tribution of document copies in different media.
A retrieval system can be bought, but may need to
For copy distribution, information is needed regarding
be adapted to the organization or even developed and
the name and address of each subscriber, the extent
tailored by the organization itself.
and period of information subscribed, the medium and
the number of copies, These data may be stated in a Retrieval of earlier designs and their repeated use, in
Document Issuing List (DIL), see ISO 11442-3. This full or in part, offer several advantages, e.g. shorter
list should also contain the primary data and status lead time. This isalso true for re-use of earlier process
data of the original document. preparation work and other specific information.
4.2 Technicai criteria: classification and 5.1 “Turnkey” systems
retrievai systems
Turnkey systems, which are data-processing systems
that are ready to use when installed, have been de-
The technical part of the document, optionally to-
veloped by computer software suppliers for both
gether with a geometrical representation, describes
classification and retrieval of data. In general such
and defines the product concerned in its finished
systems must be adapted to the specific needs of the
state, This document part can be used as a basis for
company. Most turnkey systems are intended for only
the document classification, enabling efficient re-
one type of classification code. This may be hierar-
trieval.
chically arranged (see figure 1), such as decimal
For retrieval of design objects with one or several classification, or property oriented (see figure 2).
characteristics in common, a classification of the ob-
A hierarchically-constructed code is advantageous in
jects is needed. In practice, this is achieved by
that it is often known at an early stage and is applied
classification of the technical contents of the docu-
e.g. for the company parts standard. A disadvantage
ment. This classification may be general or specific.
is that the entire code must be always stated. A code
based on characteristics allows a selective search for
4.2.1 General classification the desired properties. However, such a code may
require a great number of characters. Often the two
General classification shall group design objects with types of classification codes are combined.
regard to their function, shape, material, dimensions,
etc. By consistent application of a general classi- 5.2 Company-developedsystems
fication, the design work and the preparatory work in
production are facilitated. Functional grouping, for ex- If aturnkey system requires extensive adaption to the
ample for a car, may be as follows: engine, trans- needs of the company, a system developed and tail-
mission, body, chassis, etc. Classification by shape ored within the organization itself may prove better.
may include: round, hexagonal, flat, etc. A complete
classification will include both principal criteria (such In such work, existing code systems as well as new
as product group) and criteria for relevant details. ones may be used.
3-
IS 15024 ( Part 4 ) :2001
ISO 11442-4: 1993
I Range o+objects I
I I
Main differences
I
Subgroup Subgroup Subgroup
A B c
I i I
CT5rlmrsmirl
Differences within subgroup A
Figure 1 - Exampla of hierarchical classification code
I I
Property class G=
I
L
Number Description A B c D E F G H I
1 Outside shape shape shape shape
1 2 3
2 Inside shape none shape
1
3 Number of holes o 1-2 3-4 5-8
4 Location of holes axial radial ax and
(ax) (rad) rad
5 Flat surfaces outside inside
6 .
7 l
1“1 I
1“1
Figura 2 — Exampla of property-oriented classification code—...—
IS 15024 ( Part 41:2001
ISO 11442-4:1993
;..-—.+
Annex A
(informative)
Classification of administrative data
A.1 Primary data — wiring diagram;
e) size of document;
a) identification number, e.g. drawing number;
f) document medium;
b) identification text, e.g. title, description;
g) storage place;
c) revision data, e.g.:
— revision order: h) language version.
1) name (person responsible), A.2 Status data
2) date, a) document status (during development, in pro-
duction, withdrawn):
3) number (registration number),
— identification number reserved,
— request for the original document to be re-
vised: — preliminary edition,
1) name (person carrying out the revision), — final edition,
2) date, — withdrawn;
. revision date: b) issuing and withdrawal:
1) name (person approving release of revised — issuer,
document),
— date of issue,
2) date,
— withdrawer,
3) number (index),
— date of withdrawal.
— issue of revised document:
A.3 Subscription data
1) date,
a) subscriber
2) issue number (index);
b) extent of subscription;
d) type of document, e.g.:
c) type of subscribed medium;
— item list,
d) number of copies.
— assembly drawing,Bureau of Indian Standards
61S is a statutory institution established under the Bureau of h?dian Standards Act, 1986 to promote
harmonious development of the activities of standardization, marking and quality certification of goods
and attending to connected matters inthe country.
Copyright
61S 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 61S.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
b
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 indi-
cates that no changes are needed if the review indicates that changes are needed, it is taken up for
revision. Users of Indian Stand&ds should ascertain that they are in possession of the latest amend-
ments 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 24( 0151 ).
Amendments Issued Since Publication
Amend No. Date of Issue Text Affected
s.
I
k-
BUREAU OF INDIAN STANDARDS
Headquarters :
Manak Bhavan, 9 Bahadur Shah Zafar Marg, New Delhi 110002 Telegrams : Manaksanstha
Telephones :3230131,3233375, 3239402 (Common to all offices)
Regional Offices : Telephone
Central : Manak Bhavan, 9 Bahadur Shah Zafar Marg 3237617
NEW DELHI 110002 { 3233841
Eastern : 1/14 C.I.T. Scheme WI M, V. 1.P.Road, Kankurgachi 3378499,3378561
KOLKATA 700054 { 3378626, 3379120
Northern : SCO 335-336, Sector 34-A, CHANDIGARH 160022 603843
602025
{
Southern : C.I.T. Campus, IV Cross Road, CHENNAI 600113 2541216,2541442 .
2542519,2541315
{
Western : Manakalaya, E9 MlDC, Marol, Andheri (East) 8329295,8327858
MUMBAI 400093 { 8327891, 8327892
Branches : AHMEDABAD. BANGALORE. BHOPAL. BHUBANESHWAR. COIMBATORE.
FARIDABAD. GHAZIABAD. GUWAHATI. HYDERABAD. JAIPUR. KANPUR.
LUCKNOW. NAGPUR. NALAGARH. PATNA. PUNE. RAJKOT. THIRUVANANTHAPU RAM.
Printed at Prabhat Offset Press, New Delhi-2
.-
|
13142r.pdf
|
IS13142: 1991
Indian Standard
PROFQRMA FOR REPORTING PROGRESS
QF BENEFITS CREATED BY RIVER
VALLEY PROJECTS
UDC 651’72 : 627’81
@ BIS 1991
BUREAU OF INDIAN STANDARDS
MANAK BHAVAN, 9 BAHADUR SHAH ZAFAR MARG
NE-W DELHI 110002
44ugw 1991 Price Group 1_
River Valley Planning, Project Reports, Progress and Completion Reports Sectional Committee,
RVD 6
FOREWORD
This Indian Standard was adorted by Bureau of Indian Standards, after the draft finalized by the
River Valley Planning, Project Reports, Prcgress and Completion Reports Sectional Committee
had been approved by the River Valley Division Council.
Proformae for reporting progress of benefits for river valley projects are being submitted to
concerned authorities in different patterns and formats. Necessity for some kind of uniformity
in presentation has been felt since long. This standard is proposed to serve as a guide to achieve
this object.IS 13142 : 1991
Indiun Standard
PROFORMAFORREPORTINGPROGRESS
OFBENEFITSCREATEDBYRIVER
VALLEYPROJECTS
1 SCOPE 2 GENERAL
1.1 This standard provides guidance regarding 2.1 Two types of proformae are given. The
presentation of proforma for reporting progress Proforma A gives irrigation potential crop-wise
of benefits from irrigation by river valley and the Proforma B deals with utilization of
projects. water and revenue receipts.
PROFORMA A
( Clause 2.1 )
Year of Report . . . . . . . . . . . . . . . . . .
The Irrigation Potential Crop-Wise/Area-Wise
Name of District Perennial TWO Seasonal Kharif Rabi H.W. Total
(0 (2) (3) (4) (5) (6) (7)
--_-
i)
ii)
iii)
iv)
v)
i)
-I--
ii)
iii)
iv)
v)
i) On full development ( only when project under construction )
ii) Created by... . . . . . . . . . . . . Month and . . . . . . . . . . . . . . . year,
iii) Likely additional creation during year . . . . . I . . . . . . . . .
IIS 13142 : 1991
PROFORMA B
( Clause 2.1 )
Year of Report . . . . . . . . . . . . . . .
Utilization of Water and Revenue Receipts
District Description Crop-Wise Utilization in Thousand Ha Revenue Revenue receipts in Remarks
r_-----c’ -‘__--_-l r _A__- r---~___~
Pere- Two Kharif Rabi H. W. Total Gene- Current Arrear
nnial Seasonal rated
(1) (2) (3) (4) (5) (6) (7) (8) (9) (10) (11) (12)
Total of Dist.
Note a) Potential available by ............... and utilization during year.
b) Potential available by ............... and estimated utilization during year.
c) Estimated potential available by ............ and estimated utilization during year.Standard Mark
The use of the Standard Mark is governed by the provisions of the Bureau ofI ndian
Standards Act, 2986 and the Rules and Regulations made thereunder. The Standard Mark on
products covered by an Indian Standard conveys the assurance that they have been produced
to comply with the requirements of that standard under a well defined system of inspection,
testing and quality control which is devised and supervised by BiS and operated by the pro-
ducer. Standard marked products are also continuously checked by BIS for conformity to
that standard as a further safeguard. Details of conditions under which a licence for the use
of the Standard Mark may be granted to manufacturers or producers may be obtained from
the Bureau of Indian Standards.__~~~------ _.-. _.__ -.- -__-. - -..._ _. --_. .__ ._
Bureau of Indian Standards
BIS is a statutory institution established under the Bureau of Indian Standatdr Act, I986 to promote
harmonious development of the activities of standardization, marking and quality certification of
goods and attending to connected matters in the country.
Copyright
BIS has the copyright of all its publications. No part of these publications may be reproduced In
any form without the prior permission in writing of BIS. This does not preclude the free use, in
the course of implementing the standard, of necessary details, such as symbols and sizes, type OQ
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 Cn
possession of the latest amendments or edition. Comments on this Indian Standard may be sent
to BIS giving the following reference :
Dot : No. RVD 6 ( 4655 )
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 : Telephono
Central : Manak Bhavan, 9 Bahadur Shah Zafar Marg t 333311 0113 7351
NEW DELHI 110002
Eastern : l/14 C.I.T. Scheme VII M, V.I.P. Road, Maniktola
CALCUTTA 700054 37 86 62
Northern : SC0 445-446, Sector 35-C, CHANDIGARH 160036 53 38 43
Southern : C.I.T. Campus, IV Cross Road, MADRAS 600113 2350216
Western : Manakalaya, E9 MIDC, Marol, Andheri ( East )
BOMBAY 400093 6 32 92 95
Branches : AHMADABAD. BANGALORE. BHOPAL. BHUBANESHWAR.
COIMBATORE. FARIDABAD. GHAZIABAD. GUWAHATI.
HYDERABAD. JAIPUR. KANPUR. PATNA. THIRUVANANTHAPURAM.
Printed at Swatantra Bharat Press, Uelbi. IndiaAMENDMENT NO. 1 NOVEM~BER 1992
TO
IS 13142 : 1991 PROFORMA FOR REPORTING
PROGRESS OF BENEFITS CREATED BY RIVER
VALLEY PROJECI’S
( Cover page, page 1, tirle ) - Substitute ‘PROFOW’ for
‘PROFORMA’.
( Page 1, dame 1.1, fine 2 ) - Substitute 'profomae' for ‘profoma’.
( Page 1, last fine ) - Insert ‘iv), v) ‘after ‘iii)‘.
( Page 2, heading of cof 10 and 11 ) - Insert the words ‘lakhs of rupees’
after the word ‘in’.
(RVD6)
Reprography Unit, BIS, New Delhi. India
L
.
.
|
950.pdf
|
IS:950-1980
(Reaffirmed1997)
Edition 3.2
(1984-10)
Indian Standard
FUNCTIONAL REQUIREMENTS FOR
WATER TENDER, TYPE B FOR
FIRE BRIGADE USE
(Second Revision)
(Incorporating Amendment Nos. 1 & 2)
UDC614.846.63:614.842.612
© 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 Group5IS:950-1980
Indian Standard
FUNCTIONAL REQUIREMENTS FOR
WATER TENDER, TYPE B FOR
FIRE BRIGADE USE
(Second Revision)
Fire Fighting Sectional Committee, BDC22
Chairman Representing
SHRI P. N. MEHROTRA Ministry of Home Affairs
Members
SHRI G. B. MENON ( Alternate to
Shri P. N. Mehrotra )
SHRI MAHESH C. AGRAWAL Brijbasi Udyog, Mathura (UP)
SHRI P. S. BANERJEE ( Alternate )
ASSISTANT SECURITY OFFICER (FIRE), Ministry of Railways
NORTHERN RAILWAY
SHRI S. R. BANSAL Steel Authority of India (Bokaro Steel Plant),
Bokaro Steel City
SHRI A. CHATTERJI Tariff Advisory Committee, Bombay
SHRI F. B. SANJANA ( Alternate )
SHRI S. C. CHATTERJEE West Bengal Fire Services, Calcutta
SHRI D. K. BANERJEE ( Alternate )
SHRI N. DEVASAHAYAM Home Department (Fire Services), Government
SHRI V. JAYAPERUMAL ( Alternate ) of Tamil Nadu, Madras
SHRI R. R. DHOBLEY Bhabha Atomic Research Centre, Trombay,
Bombay
DIRECTOR, FIRE SERVICES Home (Police) Department, Government of
Andhra Pradesh, Hyderabad
DEPUTY DIRECTOR, (FIRE SERVICES) ( Alternate )
GENERAL SECRETARY The Institution of Fire Engineers India,
NewDelhi
BRIG S. B. GHORPADE Ministry of Defence (DGI)
SHRI P. K. GHOSH ( Alternate )
SHRI P. N. GHOSH Ministry of Defence (R & D)
SHRI A. K. SURI ( Alternate )
SHRI G. N. GIDWANI Directorate General of Supplies & Disposals,
SHRI H. C. VERMA ( Alternate ) NewDelhi
SHRI GOPAL KRISHAN Central Building Research Institute (CSIR),
Roorkee
SHRI D. P. GUPTA Directorate General of Technical Development,
New Delhi
( 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:950-1980
( Continued from page 1 )
Members Representing
SHRI J. S. JAMSHEDJI Steelage Industries Limited, (Minimax Division),
SHRI H. K. ERANI ( Alternate ) Bombay
JUNIOR MANAGER (FIRE) Heavy Engineering Corporation Limited, Ranchi
SHRI S. N. KUNDU Fire and Safety Appliances Co, Calcutta
SHRI S. PAUL ( Alternate )
MANAGING DIRECTOR Avon Services (P & A) Pvt Ltd, Bombay
TECHNICAL EXECUTIVE ( Alternate )
SHRI L. S. D. MEHERVANJEE Municipal Corporation of Greater Bombay
SHRI V. B. NIKAM ( Alternate ) (Bombay Fire Brigade), Bombay
SHRI B. R. MEHTA Central Industrial Security Force (Ministry of
Home Affairs), New Delhi
SHRI P. C. RATHO Steel Authority of India Ltd (Rourkela Steel
SHRI C. D. SHARMA ( Alternate ) Plant), Rourkela
SHRI K. K. SAWHNEY Air Foam Industries Pvt Ltd, New Delhi
SHRI R. MEHTA ( Alternate )
SHRI P. L. SEBASTIN Oil & Natural Gas Commission, Dehra Dun
SHRI V. V. KIMMATKAR ( Alternate )
SHRI P. H. SETHNA Kooverji Devshi & Co Pvt Ltd, Bombay
SHRI N. T. PANJWANI (Alternate)
SHRI CHANDRAKANT M. SHAH Zenith Fire Services, Bombay
SHRI M. H. SHAH ( Alternate )
SHRI J. V. SHAH Newage Industries, Surendranagar (Gujarat)
SHRI B. J. SHAH ( Alternate )
SHRI D. K. SIRKAR Synthetics & Chemicals Limited, Bareilly
SHRI R. S. SUNDARAM Municipal Corporation of Delhi (Delhi Fire
Services), Delhi
SHRI TARIT SUR Sur Enamel & Stamping Works Pvt Ltd,
SHRI S. SUR ( Alternate ) Calcutta
SHRI S. VENKASWAMY Directorate General of Civil Aviation, New Delhi
SHRI B. V. WAGLE Urban Development and Public Health
SHRI V. H. MADKAIKAR ( Alternate ) Department, Government of Maharashtra,
Bombay
SHRI G. RAMAN, Director General, ISI ( Ex-officio Member )
Director (Civ Engg)
Secretary
SHRI K. M. MATHUR
Deputy Director (Civ Engg), ISI
Fire Fighting Units Subcommittee, BDC22:3
Convener
SHRI P. N. GHOSH Ministry of Defence (R & D)
Members
SHRI A. K. SURI ( Alternate to
Shri P. N. Ghosh )
SHRI S. C. CHATTERJEE West Bengal Fire Services, Calcutta
GENERAL SECRETARY The Institution of Fire Engineers, New Delhi
SHRI G. N. GIDWANI Directorate General of Supplies & Disposals,
SHRI H. C. VERMA ( Alternate ) NewDelhi
( Continued on page 17 )
2IS:950-1980
Indian Standard
FUNCTIONAL REQUIREMENTS FOR
WATER TENDER, TYPE B FOR
FIRE BRIGADE USE
(Second Revision)
0. F O R E W O R D
0.1This Indian Standard (Second Revision) was adopted by the
Indian Standards Institution on 30 September 1980, after the draft
finalized by the Fire Fighting Sectional Committee had been approved
by the Civil Engineering Division Council.
0.2Water tender, type B are used in towns or parts of town and
industries where the fire risk is such that high rate of discharge of
water is necessary for fire fighting and a high degree of
manoeuvrability is also desired of the fire appliance at the same time.
This standard was first published in 1959 and revised in 1970. The
second revision is being based on the experience gained in the past 10
years. The revision includes provision of higher capacity of water
tank, made in accordance with the recommendation of the Standing
Fire Advisory Council of Government of India.
0.2.1A list of accessories and equipment which do not form part of this
appliance and most of which are normally required to assist in operation
of the appliance is given in Appendix A for information and guidance.
0.3This edition 3.2 incorporates Amendment No. 1 (November1983)
and Amendment No. 2 (October1984). Side bar indicates modification
of the text as the result of incorporation of the amendments.
0.4For the purpose of deciding whether a particular requirement of
this standard is complied with, the final value, observed or calculated,
expressing the result of a test or analysis, shall be rounded off in
accordance with IS:2-1960*. The number of significant places
retained in the rounded off value should be the same as that of the
specified value in this standard.
1. SCOPE
1.1This standard lays down the requirements regarding material,
design and construction, workmanship and finish, accessories and
equipment of water tender, type B for fire brigade use.
*Rules for rounding off numerical values ( revised ).
3IS:950-1980
2. GENERAL REQUIREMENTS
2.1The appliance shall incorporate a fire pump of 18001/min
capacity and a water tank of18001to 30001 capacity depending
upon the type of chassis used. It shall carry an extension ladder and
shall be capable of towing a trailer pump.
2.2The water tender shall be fabricated in a manner so as to conform
to the following characteristics:
a) Gross vehicle weight Not less than 8500kg
including crew, water
and equipment
b) Maximum speed on level 72km/h
road fully laden
c) Acceleration from a standing 64km/h in 55 seconds
start through the gears (fully
laden)
d) The appliance shall be capable of being started from rest on a
gradient of 1 to 4,
e) When travelling at 48km/h on a level dry surface the foot brake
shall be capable of stopping the vehicle within a distance of 15m
from the point at which the brake is applied. The hand brake
shall be capable of holding the fully laden appliance on a dry
surface gradient of 1 in 4 when in neutral gear.
f) The appliance shall have the following overall dimensions:
Wheel base Not more than 4500mm
Turning circle Not more than 20m
Road clearance Not less than 23cm
Overall width Not more than 2.50m
3. MATERIAL
3.1The choice of material to be used in the construction of the
appliance shall be made with a view to combining lightness with
strength and durability. The following choice of materials shall be
followed:
a) Pump casing and Aluminium alloy (die cast) according
impeller to IS:617-1975* or lead tin bronze
(Grade LTB 2 of IS:318-1981†)
*Specification for aluminium and aluminium alloy ingots and castings for
general engineering purposes ( second revision ).
†Specification for leaded tin bronze ingots and castings ( second revision ).
4IS:950-1980
b) Impeller ring and Lead tin bronze (Grade LTB 2 of
impeller neck ring IS:318-1981*) for lead tin bronze
pump and stainless steel (Grade
04Cr18 Ni10 of IS:6603-1972†) of
aluminium alloy pump
c) Pump shaft Stainless steel (Grade 04Cr18Ni10 of
IS:6603-1972†)
d) Pump panel Mild steel sheets (IS:513-1975‡)
ordinary grade
3.2All parts which form water ways or come into contact with water
shall be of corrosion-resisting material or should be made of material
duly treated for anti-corrosion. All metal parts exposed to atmosphere
shall either be of corrosion-resisting material or treated.
3.3Lubricating nipples shall be provided wherever necessary.
4. DESIGN AND CONSTRUCTION
4.1 Engine
4.1.1The engine shall be provided with cooling system to permit its
continuous stationery running without overheating. Indirect cooling
system shall be incorporated, if necessary, which shall be of the open
circuit type discharging water to the waste. Arrangements should be
made to divert the cooling discharge water to water tank, if necessary.
4.1.2The operating temperature of the engine cooling water shall
preferably be thermostatically controlled.
4.1.3The oil in the oil sump shall be prevented from overheating.
4.1.4Suitable gauge for cooling water and glow lamp for lubricating
system shall be provided in the driver’s cab and on the pump panel.
This shall be marked with operating temperature.
4.1.5External filter shall be provided for the lubricating system and a
tubular dip-stick to gauge the level of oil in the oil sump shall be
provided.
4.2 Electrical System
4.2.1A trickle type battery charger shall be provided for recharging
the battery in situ. A red pilot lamp, indicating when the batteries are
being charged from an external supply, shall be provided.
*Specification for leaded tin bronze ingots and castings ( second revision ).
†Specification for stainless steel bars and flats.
‡Specification for cold-rolled carbon steel sheets ( second revision ).
5IS:950-1980
4.2.2All important electrical circuits shall have separate fuses suitably
indicated and shall be grouped into a common fuse-box located in an
accessible position in driver’s cab and fitted with means for carrying
spare fuses. The wiring shall be single pole and shall not be exposed to
the atmosphere. Conduits shall be used wherever necessary.
4.3Water Tank — It shall vary from 1 800 to 3 000 litres depending
upon the type of chassis used.
4.3.1A tank of required capacity constructed out of mild steel treated for
anti-corrosion shall be suitably mounted on the chassis in a manner
keeping in view the proper load distribution on the axles. The tank shall be
suitably baffled to prevent surge when the vehicle is breaking, cornering or
accelerating. The baffles shall be arranged in a manner to facilitate the
passage of a man throughout the tank for cleaning purpose. The tank shall
be mounted on minimum of three cross members to counteract stresses
caused by chassis flexing and shall be so secured that it can be removed.
The tank body and baffle shall be minimum of 3mm thick plate.
4.3.2The tank shall be fitted with a 50mm bore overflow pipe. A
63mm instantaneous hydrant connection, incorporating a strainer,
shall be provided close to the pump panel control for filling the tank
through 50mm bore pipe work or feeding the hose reel equipment. An
80mm bore pipe line shall be taken from the tank to the suction inlet
of the pump incorporating an 80mm quick action spherical type valve.
Separate valve(s) for performing the function given in 4.3.6 shall be
provided to control the flow of water to the hose reel equipment. Drain
plugs or drain cocks shall be provided wherever necessary.
4.3.3The tank shall be given adequate anti-corrosive treatment of expoxy
treatment consisting of one coat of primer with two coats of finish after
preparing the surface by sand blasting from inside after fabrication if it is
not galvanized. The open end of the overflow pipe should be taken down to
a point well below the chassis without affecting the effective ground
clearance when fully loaded and shall discharge away from the wheels.
4.3.4Dial gauge water level indicator for the tank shall be provided
preferably in the driver’scabor a visual level gauge of the glass tube
shall be provided at the control panel calibrated 1/4, 1/2, 3/4 and full
(preferably calibrated in litres).
4.3.5The tank shall have a bolted manhole of 45cm dia minimum. A
cleaning hole of at least25cm dia shall also be provided at the bottom.
4.3.6The tank shall be connected with the pump and hose reel and
valve(s) shall be provided in such a way that any of the following
operations are possible:
a)Hydrant tanks,
b)Hydrant reel,
6IS:950-1980
c)Tank-pump-reel,
d)Hydrant pump-reel, and
e)Off.
4.4 Hose Reel
4.4.1One hose reel ( see IS:884-1969* ) shall be provided at the rear
of the appliance with 60m lengths of 20mm bore hose connected by
screw ‘C’ type quick release couplings and terminating with a control
branch and 5mm nozzle. The reel shall be fitted with over brake or
locking device.
4.5 Pump
4.5.1A centrifugal pump shall be preferably mounted at midship of
the appliance. The pump may be either multi-stage or single-stage
type. Anti-friction bearings external to the casing be provided so as to
avoid any bearings within the pump casing. The gland shall be of the
mechanical self-adjusting type.
The impeller should be dynamically balanced. A drain cock plug
shall be provided at the bottom of the casing in a way to prevent the
cock being opened due to vibrations. Studs, etc, used in the pump
casing shall be preferably of stainless steel. In case light alloy castings
are used, these shall be of die-cast and without any blow holes,
internal cracks, etc. The interior of the casting shall be smooth
finished. The castings shall withstand the hydraulic pressure as given
in 4.5.4.
4.5.2The pump shall be preferably completely covered. However, all
the controls on the panel and the gauges shall be uncovered. The
pump shall be coupled to the prime-mover of the chassis through a
power take-off capable of full torque of the engine used for the
appliance. A control lever for engaging and disengaging the pump,
with suitable locking devices, shall be provided in the driver’s cab.
4.5.3The pump shall be designed to give its rated output of 1800
litres per minute at 7kgf/cm2 ( see Table1 ) with an engine and pump
input at shaft speed safe enough to operate the engine. The pump
shall give performance as given in Table1, when working with
strainers (except basket strainer) at27±2°C.
*Specification for first-aid hose-reel for fire fighting (for fix installations).
7IS:950-1980
TABLE1PUMP PERFORMANCE DATA
( Clause 4.5.3 )
OUTPUT PRESSURE LIFT REMARKS
(1) (2) (3) (4)
Litres/minutes kgf/cm2 m
1800 7 3 When working through two 2.45m
lengths of specified suction hose
1450 8.8 3 do
720 7 7 When working through 9.8m, that
is four 2.45m lengths of specified
suction hose
4.5.3.1Allowances for output
a)One percent for every 2.5°C rise in water temperature,
b)Four percent for every 300m above mean sea level, and
c)No allowance shall be made for humidity up to 75percent.
However, deduction at the rate of 1percent of every 5percent
change in humidity shall be made when humidity changes
from75 to 95percent.
4.5.4Pump Test — The pump shall be run for a period of four hours
non-stop delivering the rated output at 7kgf/cm2 with a lift of 3m.
During the test, the water shall not be replenished for the cooling
system and the temperature of the engine oil should not exceed 115°C
or of the engine manufacturer rated temperature for continuous
working whichever is less. The engine should show no sign of stress
during the test. The temperature of the cooling water (radiator water)
tank shall not exceed 85°C. The PTO sump oil temperature shall not
exceed 100percent of the manufacturers recommended temperature
for the grade of oil used. The pump casing and impeller shall be
subjected to a hydraulic pressure of 21kgf/cm2 to detect leakage,
perforation, etc.
4.6 Suction Inlet and Delivery Valves
4.6.1The Pump shall have suction inlet(s) having 100mm standard
suction connection ( see IS:902-1974* ) with internal strainer(s) and
blank cap(s). The strainer(s) shall be retained firmly when in use but
shall be easily removable. In the case of midship mounted pumps,
suction inlets shall be provided at each of two control panels.
4.6.2The pump shall be provided with two delivery valves having
63mm standard hose couplings ( see IS:903-1975†) with screwed
wheel type quick closing clack valve (see IS:4928-1968‡). Blank caps
*Specification for suction hose couplings for fire fighting purposes ( second revision).
†Specification for fire hose delivery couplings, branch pipe, nozzles and nozzle
spanner ( second revision ).
‡Specification for quick closing clack-valve for centrifugal pump outlet.
8IS:950-1980
fastened with chains and incorporating means to relieve pressure
between the valve and the cap shall be provided one for each delivery
valve. In the case of midship mounted pump, two delivery valves shall
be provided at each panel.
4.7 Primer
4.7.1The primer shall be capable of lifting water at least 7.0m
(measured from water level to the centre of pump) in not more than 24
seconds and shall preferably be fully automatic. The allowance shall
be 30cm for every 300m elevation above mean sea level and 1percent
for 2.5°C rise in water temperature.
4.7.2In the case of water ring type primer, means shall be provided to
automatically disengage the primer when the pump is primed. Where
required header tank complete with isolating valve enabling
antifreeze solution to be used in the circuit. If the primer is of the
reciprocating type, means shall be provided to automatically limit the
speed of engine while the primer is engaged.
4.7.3The primer shall be constructed of light alloy casting, shall have
stainless steel shaft and shall be fitted with suitable lubricated
bearing depending upon the type of primer.
4.7.4In the case of reciprocating type primer, the selection of
materials shall be made with a view that no major part is required to
be replaced in course of service and the material used for these parts
shall be phosphor bronze and stainless steel depending upon their
respective strength and use. The caps of primer and springs shall be
properly secured. The primer lever shall be easily accessible from the
operator(s) position.
4.7.5In the case of reciprocating type, the primer shall be preferably
designed with a view to prime when the pump is running at speed
of1000 to 1500rpm.
4.8 Control Panels
4.8.1Adequately illuminated control panel shall be provided and
positioned as follows:
a)Rear mounted pump — One control panel at the rear of the
appliance.
b)Midship mounted pump — Two control panels, one on each side
of the appliance.
4.8.2The control panel(s) shall include the following:
a)Throttle control for engine;
b)Pressure gauge — 0 to 17.5kgf/cm 2;
9IS:950-1980
c)Compound gauge calibrated as under:
Vacuum — 0 to 75cm Hg, preferably in black;
Pressure — 0 to 6kgf/cm2, preferably in black;
d)Primer control (if the primer is not fully automatic);
e)Gauge for cooling water and glow lamp for lubricating system;
and
f)Cooling water circuit control.
4.8.3The following shall also be provided at a convenient position
near the control panel(s):
a)Water level indicator ( see 4.3.4 ),
b)Control valve hydrant connection ( see 4.3.6 ).
4.9 Body Work and Stowage
4.9.1Enclosed accommodation for six persons shall be provided in the
driver cab-cum-crew compartment including the driver and the
incharge of the crew. Two doors on each side shall be provided on the
driver cab-cum-crew compartment. The doors shall be hinged opening
outwards and shall be hung forward and shall have catch locks and
flush type handles.
4.9.2The cab and lockers should be of composite construction with
sufficient rigidity and reinforcement and shall be kept as light as
possible. Pressed sections of sufficient strength shall be used for the
superstructure.
4.9.3Lockers shall be provided for secure stowage of all equipment
given in AppendixA except those mentioned at Sl No. 1, 26, 44 to 46.
The height of the lockers from the bottom to the top of the opening
shall be not less than 600mm and the depth not less than 600mm.
4.9.4All lockers shall be provided with internal automatic lighting
arrangement with the master switch in the cab. The doors of the
lockers shall have efficient means for holding them closed by efficient
flush fitting spring loaded locks. The doors of the side lockers shall not
be hinged at the bottom.
4.9.5Hose tunnels shall be provided to carry four 2.5-m lengths of
suction hoses in convenient location. Drain holes shall be provided
preferably at the bottom of the tunnel and hose stowage compartment.
4.9.6 Ladder Gallows — Gallows shall be provided to carry a 10.5-m,
aluminium extension ladder. The design shall be such that the ladder
can be released without difficulty from a reasonably accessible position
10IS:950-1980
and shall embody rollers to permit easy withdrawal by one man.
Means shall also be provided for locking the ladder when stowed.
4.9.7Tool-Kit Container — A specially fitted recessed tray for the
normal kit of tools, carried on the appliance, shall be provided.
4.10Stability — The stability of the appliance shall be such that when
under fully equipped and loaded conditions (but excluding crew), if the
surface on which the appliance stands is tilted to either side, the point
at which overturning occurs is not passed at an angle of 30degrees
from the horizontal.
5. WORKMANSHIP AND FINISH
5.1All parts of the appliance shall be of good workmanship and shall
have streamlined finish.
5.2The appliance shall be painted fire red colour conforming to Shade
No. 536 of IS:5-1978*. The paint shall conform to IS:2932-1974†.
6. INSTRUCTION BOOK, ACCESSORIES AND EQUIPMENT
6.1Instruction Book or Books — Instruction book(s) for the
guidance of the user(s), including both operating and normal
maintenance procedure shall be supplied. The book(s) shall include an
intemised and illustrated spare-parts list giving reference numbers of
all the wearing parts.
6.2 Accessories
6.2.1The following accessories shall be provided in addition to those
normally fitted on modern commercial vehicles:
a)Fire bells — 250mm diameter fire bell shall be mounted
externally and shall be capable of being operated from within the
driving compartment. The bell shall be of the hand operated
type.
b)Head lamps — Two.
c)Fog lamps — Two.
d)Reversing light — Lamp suitably situated to assist reversing.
e)Amber blinkers lights — Situated on the head of the driving
compartment.
f)Trafficators — Illuminated with indicating lights on instrument
panel or in any other prominent position in driving
compartment.
*Specification for colours for ready mixed paint ( third revision ).
†Specification for enamel, synthetic, exterior (a) undercoating, (b) finishing (first
revision ).
11IS:950-1980
g)Wind screen wipers
h)Tools — All tools required for normal routine maintenance of the
appliance which are not included in the kit for the chassis.
j)Siren — Battery operated.
k)Search light — Adjustable to give flood or beam light, mounted
in a convenient position but capable of being readily
disconnected and mounted on a tripod away from the appliance,
complete with tripod and with not less than 30m of TRS cable on
a reel mounted on the appliance.
m)Spot light — Adjustable, mounted in a convenient position on
the near side of the driving compartment.
n)Inspection lamp — Protected type on wander lead with plug. A
socket shall be provided in the control panel in the driver’s cab
for plugging in the lamp.
p)Tail lamps — Two of combined stop and tail.
q)Rear reflectors
r)Cab, instrument panel and locker, light
s)Public address system.
7. MARKING
7.1Each appliance shall be clearly and permanently marked with the
following information:
a)Manufacturer’s name, or trade-mark, if any;
b)Capacity of the pump in litres/minute, and of the water tank in
litres; and
c)Year of manufacture.
A P P E N D I XA
(Clauses 0.2.1 and 4.9.3 )
SCHEDULE OF EQUIPMENT TO BE STOWED IN THE
APPLIANCE
Sl No. Items Quantity
1. Aluminium extension ladder — 10.5 m (IS:4571-1977*) 1
*Specification for aluminium extension ladders for fire brigade use ( first revision ).
12IS:950-1980
Sl No. Items Quantity
2. a)Rubber lined delivery hose according to TypeII of 180m
IS:636-1979* in22.5m or 15m lengths fitted with
63mm delivery hose couplings ( seeIS:903-1975† )
b)Unlined flax canvas hose according to IS:4927-1968‡ (cid:252)
in 30m lengths fitted with delivery hose couplings (cid:239)
(cid:239)
(see IS:903-1975† ) (cid:239)
or (cid:253) 150m
(cid:239)
Controlled percolating hose according to
(cid:239)
IS:8423-1977§ in 30m lengths fitted with delivery (cid:239)
hose couplings (see IS:903-1975† ) (cid:254)
3. a)Hose-clamps [ see IS:5612(PartI)-1977 || ] 25
b)Hose bandages [ see IS:5612(PartII)-1977¶ ] 25
c)Hose slings 20
d)Hose straps 20
4. Suction hose of rubber of 100mm internal diameter in 10m
2.5m lengths ( seeIS:2410-1963** ) fitted with 100 mm
suction hose couplings (seeIS:902-1974†† )
5. 3 Way suction collecting head 100m size ( see 1
IS:904-1983‡‡ )
6. Suction wrenches for 100mm suction coupling ( see 2
IS:4643-1968§§ )
7. Suction strainer 100mm size ( see IS:907-1965|||| ) 1
8. Basket strainer (cylindrical type) (see IS:3582-1966¶¶ ) 1
*Specification for fire fighting hose (rubber lined, or rubberized fabric lined, woven
jacketed) ( second revision ).
†Specification for fire hose delivery couplings, branch pipe, nozzles and nozzle
spanner ( second revision ).
‡Specification for unlined flax canvas hose for fire fighting.
§Specification for controlled percolating hose for fire fighting.
||Specification for hose-clamps and hose-bandages for fire brigade use: Part I Hose
clamps.
¶Specification for hose-clamps and hose-bandages for fire brigade use:PartII
Hose-bandages.
**Specification for suction hose of rubber for fire services.
††Specification for suction hose couplings for fire fighting ( second revision ).
‡‡Specification for 2-way and 3-way suction collecting heads for fire fighting
purposes ( second revision ).
§§Specification for suction wrenches for fire brigade use.
||||Specification for suction strainers, cylindrical and shoe types, for fire fighting
purposes ( revised ).
¶¶Specification for basket strainers for fire fighting purposes (cylindrical type).
13IS:950-1980
Sl No. Items Quantity
9. Dividing breeching with control instantaneous pattern 1
63mm ( seeIS:5131-1969* )
10. Collecting breaching instantaneous pattern 63mm ( see 1
IS:905-1980† )
11. a)Hydrant — stand pipe — two way ( see 1
IS:5714-1981‡ )
b)Double female coupling ( see IS:901-1975§ ) 2
c)Hydrant connection, 63mm double armoured hose 2
1m long with 63mm female instantaneous pattern
delivery couplings at both ends ( seeIS:901-1975§ )
12. Combined key for hydrant, hydrant cover and lower 2
valve ( seeIS:910-1980|| )
13. Fog nozzle (see IS:952-1969¶) with extension 1
applicator with fog head
14. Hand controlled branch for 63mm size hose coupling 1
15 Branch pipe, universal ( see IS:2871-1983** ) 1
16. Branch with revolving head (IS:906-1972††) 1
17. Branch pipe ( see IS:903-1975‡‡ ) 4
18. Nozzle of sizes 12mm, 16mm, 20mm and 32mm (two 10
each) ( see IS:903-1975‡‡ )
19. a)Adaptor for 100mm suction female screw coupling 2
and 63mm male instantaneous
b)Adaptor double female instantaneous pattern 63mm 2
c)Adaptor double male instantaneous pattern 63mm 2
20. Nozzle spanners ( see IS:903-1975‡‡ ) 2
21. Portable electric box lamp with rechargeable 2
accumulator
22. Hand lamp (torch — 4 cells) 2
*Specification for dividing breeching with control, for fire brigade use.
†Specification for delivery breechings, dividing and collecting, instantaneous pattern
for fire fighting purposes ( second revision ).
‡Specification for hydrant stand pipe for fire fighting ( first revision).
§Specification for couplings, double male and double female, instantaneous pattern
for fire fighting (second revision).
||Specification for combined key for hydrant, hydrant cover and lower valve (second
revision ).
¶Specification for fognozle for fire brigade use.
**Specification for branch pipe universal for fire fighting purposes ( first revision ).
††Specification for branch with revolving head for fire fighting purposes ( second
revision ).
‡‡Specification for fire hose delivery couplings branch pipe, nozzles and nozzle
spanner ( second revision ).
14IS:950-1980
Sl No. Items Quantity
23. Flameproof lamp (usable in the presence of inflammable 2
gases or vapours)
24. Self-contained breathing apparatus (compressed air 1set
type) complete with spare cylinder and tool kit (see
IS:10245(PartII)-1982* )
25. Portable fire extinguisher, dry powder type, 2kg ( see 1
IS:2171-1976† )
26. Portable chemical fire extinguisher, foam type, 9litres 1
capacity ( seeIS:933-1976‡ )
27. Foam making branch FB-4 with pick up tube (see 1
IS:2097-1983§ )
28. Lowering line — 50mm hemp or terylene, 40m long 1
having two ends spliced in and one end with a running
noose ( see IS:1084-1969|| )
29. Long line — 50mm manila, 30m long ( see 1
IS:1084-1969|| )
30. Short line — 50mm manila, 15m long ( see 1
IS:1084-1969|| )
31. Canvas buckets 2
32. First aid box for 10persons 1
33. Rubber gloves (in case) ( see IS:4770-1968¶ ) 1pair
34. Asbestos guantlets (in case) 1pair
35. Axe, large ( see IS:703-1966** ) 1
36. Spade 1
37. Pick axe ( see IS:273-1973†† ) 1
38. Crow bar ( see IS:704-1968‡‡ ) 1
39. Sledge hammer, 6.5kg ( see IS:841-1968§§ ) 1
40. Carpenter’s saw, 60cm ( see IS:5098-1969|||| ) 1
*Specification for breathing apparatus:PartII Open circuit breathing apparatus.
†Specification for portable fire extinguishers, dry powder type ( second revision ).
‡Specification for portable chemical fire extinguisher, foam type ( second revision ).
§Specification for foam-making branches ( second revision ).
||Specification for manila ropes ( second revision ).
¶Specification for rubber gloves for electrical purposes.
**Specification for axes ( revised ).
††Specification for picks and beaters ( second revision ).
‡‡Specification for crow-bars and claw-bars ( fist revision ).
§§Specification for hand hammers ( first revision ).
||||Specification for cross-cut and rip saws.
15IS:950-1980
Sl No. Items Quantity
41. Spanner, adjustable, 30cm long handle ( see 1
IS:6149-1971* )
42. Door breaker 1
43. Hydraulic jack — 7.5 tonne 1
44. Fire hook ( see IS:927-1981† ) 1
45. Tool kit 1
46. Grease gun 2
47. Oil feeder 1
48. Can oil — 2 litres 1
49. Can oil 1
50. Funnel for oil or fuel filling 1
51. File bastard 30cm ( see IS:1931-1972‡ ) 1
*Specification for single ended open jaw adjustable wrenches.
†Specification for fire hooks ( second revision ).
‡Specification for engineers’ files ( first revision ).
16IS:950-1980
(Continued from page 2)
Members Representing
SHRI L. S. D. MEHERVANJEE Municipal Corporation of Greater Bombay
SHRI V. B. NIKAM ( Alternate ) (Bombay Fire Brigade), Bombay
SHRI P. N. MEHROTRA Ministry of Home Affairs
SHRI G. B. MENON ( Alternate )
DR A. K. SEN Ministry of Defence (DGI)
DR V. N. NIGAM ( Alternate )
SHRI P. H. SETHNA Kooverji Devshi & Co Pvt Ltd, Bombay
SHRI N. T. PANJWANI ( Alternate )
SHRI D. K. SIRKAR Synthetics & Chemicals Ltd, Bareilly
SHRI R. S. SUNDRAM Municipal Corporation of Delhi (Delhi Fire
Services), Delhi
SHRI S. VENKASWAMY Directorate General of Civil Aviation, New Delhi
SHRI B. V. WAGLE Urban Development and Public Health
Department, Government of Maharashtra,
Bombay
SHRI V. H. MADKAIKAR ( Alternate )
17Bureau of Indian Standards
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promote harmonious development of the activities of standardization, marking and quality
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Review of Indian Standards
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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 22
Amendments Issued Since Publication
Amend No. Date of Issue
Amd. No. 1 November 1983
Amd. No. 2 October 1984
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8507_3_1.pdf
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‘i .
UDC 621.319.45 : [ 669 - 2941 IS:8507(Part lll/Sec I)-1981
Indian Standard
SPECIFICATION FOR FIXED, INSULATED,
HERMETICALLY SEALED TANTALUM CAPACITORS
WITH SOLID ELECTROLYTE
PART III TYPE FCST 2
Section I Polar
. General -This standard shall be read in conjunction with IS : 8507 (Part I) - 1977 ‘Specification for fixed,
lsulated, hermetically sealed tantalum capacitors with solid electrolyte : Part I General requirements and
lethods of test’.
. Outline Drawing and Dimensions -The outline drawing and dimensions shall be according to Fig. I
nd Table I.
FIG. I POLAR SOLID TANTALUM CAPACITOR
Note I -The case insulation extends 0.38 mm beyond each end. However, when a shrink fitted insulation is used, it laps
fer the ends of the capacitor body.
Note 2 -The termination shall consist of tin-lead coated nickel wire.
___- ~~__.. __--
TABLE I DIMENSIONS
Case Dimensions, mm
Size 1
r L, L2 LS DI De T
f 0.79 (Max) (Mm) f 0.41
0.35
(1) (2) (3) (4) (5) (6)
A 7.26 IO.72 31.75 3.43 0.502 0.05
B 12.04 15.49 31.75 4.70 0.50* 0.05
C 17.42 20.88 31.75 7.34 0.60+0.06
-0.05
D 19.96 23.42 31.75 8.92 0*60+0.06
-0.05
Ratings and Characteristics
a) Rated capacitance see 4.1 of IS : 8507 ( Part I ) - I977
b) Selection tolerance + 5, i IO, F 20 percent
c) Rated voltage ( Ua ) see Table 2
d) Category voltage ( Uc ) see Table 2
e) Surge voltage ( Us ) see Table 2
f) Rated temperature 70 “C
g) Vibration IO - 2 000 Hz, 100 m/s*, 3 x 3 hours
h) Bump 4 000, 400 m/s2
j) Shock I km/s2
k) Acceleration I km/s2
m) Climatic category 55/85/56 [see Appendix A of IS : 589-1961 ‘Basic climatic and
mechanical durability tests for components for electronic and
electrical equipment ( revised )‘I.
n) Low air pressure 2 kPa
Adopted 29 May 1981 0 June 1982, ISI Price Rs 7.3
I I
INDIAN STANDARDS’ INSTITUTION
MANAK BHAVAN, 9 BAHADUR SHAH ZAFAR MARG
NEW DELHI II0002IS:8507(Part lll/Sec I)-1981
TABLE 2 RATED VOLTAGE ( UR), CATEGORY VOLTAGE (UC)
AND SURGE VOLTAGE (Us)
( Clause 2 )
f at%o”c ) ($JG) (rc+)
V
(1) (2) (3)
6 8
I:
I 1:
I!
:: z:
35 ;: 41
50
:?I ::
I;: 67 120
3. Marking - See f of IS : 8507 ( Part I ) - 1977.
4. Construction and Workmanship -See 5 of IS : 8507 ( Part I ) - 1977.
5. Classification of Tests -See 8.1 of IS : 8507 (Part I) - 1977.
5.1 General Conditions for Tests - See8 .2 of IS : 8507 ( Part I ) - 1977.
5.1.1 The test schedule and requirements shall be in accordance with Table 3.
TABLE 3 TEST SCHEDULE AND REQUIREMENTS
SI No. Test Clause Ref in Condition Requirement
IS : 8507 of
Test
(1) (2) (3) (4) (5)
i) All Samples
a) Visual examination 8.4. I - The workmanship and finish shall be
satisfactory. The marking shall be legible
b) Dimensions 8.4.2 The dimensions of the capacitors and
their terminations shall conform to
values given in Table I used with Fig. I
c) Capacitance 8.3.2 - The capacitance value shall correspond
with the rated capacitance taking into
account the tolerance
d) Tangent of loss angle 8.3.3 - The value shall not exceed:
Rated Voltage Tan 6,
Percent
6.0 & IO V IO
15&2OV 8
25&35V 6
e) Leakage current 8.3. I Leakage current shall not exceed
O.O2pA/pF-V or IpA whichever is
greater
f) Voltage proof 8.3.4 There shall be no breakdown or flash-
over
g) Insulation resistance 8.3.5 Insulation resistance shall not be less
than 100 Ma
h) Sealing 8.4. IO There shall be no leakage of electrolyte and
bubbling of gas when fully immersed
in the solution
ii) First Group
a) Solderability 8.4.4 The tinning shall be uniform and good
b) Robustness of terminations 8.4.3 - -
I) Visual examination 8.4. I There shall be no damage
( Continued)
2IS : 8507 (Part Ill /Set I ) - 1981
TABLE 3 TEST SCHEDULE AND REQUIREMENTS- Contd
SI No. Test Clause Ref in Condition Requirement
IS t 8507 of
( Part I )- Test
1977
(1) (2) (3) (4) (5)
c) Bump 8.4.6 4000,400 m/s2
I) Visual examination 8.4. I There shall be no damage
2) Capacitance 8.3.2 Change in capacitance value shall not
exceed + 8 percent
-
3) Tangent of loss angle 8.3.3 The value shall not exceed:
Rated Voltage Tan 6,
Percent
6.0& IOV
15&2OV I:
25 & 35 V 9
-
4) Leakage current 8.3. I Leakage current shall not exceed
0.04 pA/pF-V or 2 PA whichever is
greater
d) Vibration 8.4.5 IO-2 000 Hz
100 m/s2, 3 x3 h.
-
Visual examination 8.4. I There shall be no damage
Capacitance 8.3.2 Change in capacitance value shall not
exceed F 8 percent
-
Tangent of loss angle 8.3.3 As in (ii) (c) (3)
-
Leakage current 8.3. I Leakage current shall not exceed
0.04pA/pF-V or 2pA whichever is
greater
e) Shock 8.4.7
I) Visual examination 8.4. I There shall be no damage
2) Capacitance 8.3.2 Capacitance value shall not exceed & 8
percent
-
3) Tangent of loss angle 8.3.3 The value shall not exceed:
As in (ii) (c) (3)
-
4) Leakage current 8.3. I As in (ii) (c) (4)
Acceleration ( steady state 8.4.8 I km/s’ rigidly
mounted using
brackets
Visual examination 8.4. I There shall be no damage
Capacitance 8.3.2 Change in capacitance value shall not
exceed k 8 percent
Tangent of loss angle 8.3.3 As in (ii) (c) (3)
Leakage current 8.3. I As in (ii) (c) (4)
g) Rapid change of temperature 8.5.3 -
-
I) Visual examination 8.4. I There shall be no damage
2) Capacitance 8.3.2 Change in capacitance value shall not
exceed k 8 percent
-
3) Tangent of loss angle 8.3.3 As in (ii) (c) (3)
-
4) Leakage current 8.3. I As in (ii) (c) (4)
h) Climatic sequence 8.5. I - -
I) Dry heat 8.5.1.2 At maximum category -
temperature
(+ 85”C)for I6 h
2) Damp heat ( accelerated )
First cycle 8.5.1.3 - -
i) Visual examination 8.4. I - There shall be no damage
( Continued )IS:8§07(Part III/Set I)-1981
TABLE 3 TEST SCHEDULE AND REQUIREMENTS-Contd
SI No. Test Clause Ref in Condition Requirement
IS : 8507 of
( Part I ) Test
I977
(1) (2) (3) (4) (5)
3) Cold * 8.5. I .4 At minimum category -
temperature
( -55°C ) for 2 h
i) Visual examination 8.4. I - There shall be no damage
4) Low air pressure 8.5. I .5 2 kPa There shall be no short circuit
5) Damp heat ( accelerated ) 8.5. I .6 - -
remaining cycles
i) Visual examination 8.4. I - There shall be no damage
ii) Voltage proof 8.3.4 - There shall be no breakdown or flash-
over
iii) Insulation resistance 8.3.5 - 100 Ma, Min
*r iv) Capacitance 8.3.2 Change in capacitance value shall not
exceed k 8 percent
v) Tangent of loss angle 8.3.3 - As in (ii) (c) (3)
vi) Leakage current 8.3. I - As in (ii) (c) (4)
iii) Second Group
a) ‘Damp heat (long term ) 8.5.2 To one half of the -
specimens rated
voltage shall be applied
. I) Visual examination 8.4. I - There shall be no damage
2) Voltage proof 8.3.4 - There shall be no breakdown or flash-
over
3) Insulation resistance 8.3.5 - 100 MQ, Min
4) Capacitance 8.3.2 - Change in capacitance value shall not
exceed + 8 percent
5) Tangent of loss angle 8.3.3 - As in (ii) (c) (3)
6) Leakage current 8.3. I - As in (ii) (c) (4)
iv) Third Group
a) Endurance 8.7 - -
I) Visual examination 8.4. I - There shall be no damage
2) Capacitance 8.3.2 - Change in capacitance value shall not
exceed & I5 percent
3) Tangent of loss angle 8.3.3 The value shall not exceed:
Rated Voltage Tan ij,
Percent
b.O& IOV 20
15&2OV lb
25 81 35 V I2
4) Leakage current 8.3. I - Leakage current shall not exceed
0.03 pA/pF-V or I .5 PA whichever is
greater
5) Voltage proof 8.3.4 - There shall be no breakdown or flash-
over
v) Fourth Group
a) Mould growth 8.5.5 - There shall be no mould growth
*During the last IO minutes of the period of exposure the rated voltage ahall be applied to the specimens. No short circuit shall
occur.
( Continued )
4IS : 8507 (Part III /Set I) - 1981
TABLE 3 TEST SCHEDULE AND REQUIREMENTS - Contd
SI No. Test Clause Ref in Condition Requirement
IS : 8507 of
( Part I )- Test
I977
(1) (2) (3) (4) (5)
vi) Fifth Group
a) Resistance to soldering heat 8.4.4.2
i) Visual examination 8.4. I - There shall be no damage
ii) Capacitance 8.3.2 - Change in capacitance value shall not
exceed f 5 percent
-
iii) Tangent of loss angle 8.3.3 As in (ii) (c) (3)
iv) Leakage current 8.3. I - As in (ii) (c) (4)
b) Resistance to solvents 8.4.9 -
i) Visual examination 8.4. I - The marking shall be legible and shall
not ruboff. Thereshall be no damage
vii) Sixth Group
a) Characteristics at low and high 8.6 -
temperature
Step I at 25°C
I) Capacitance 8.3.2 - The capacitance value shall correspond
with the rated capacitance taking into
account the tolerance
2) Tangent of loss angle 8.3.3 - As in (i) (d)
Step 2 at -55°C
I) Capacitance 8.3.2 - Change in capacitance value shall not
exceed f I2 percent from the value
recorded at Step I
2) Tangent of loss angle 8.3.3 As in (ii) (c) (3)
Step 3 at 25°C
I) Capacitance 8.3.2 - The value shall not exceed the Step I
value
2) Tangent of loss angle 8.3.3 - As in Step I
-
3) Leakage current 8.3. I This shall not exceed 0.02 pA/pF-V or
I PA whichever is greater
Step 4 at +85X
-
I) Capacitance 8.3.2 Change in capacitance value shall not
exceed & I5 percent
2) Tangent of loss angle 8.3.3 - As in (ii) (c) (3)
3) Leakage current 8.3. I Leakage current shall not exceed 12.5
times the value specified in (i) (e)
b) Surge 8.8 - -
I) Visual examination 8.4. I - There shall be no damage
2) Capacitance 8.3.2 - Change in capacitance value shall not
exceed f IO percent
-
3) Tangent of loss angle 8.3.3 50 percent of the initial limits
-
4) Leakage current 8.3.1 100 percent of the initial limits
c) Salt mist 8.5.4 4 days -
I) Visual examination 8.4. I - There shall be no corrosion or any
other damage
2) Leakage current 8.3. I - -
Printed af Manipal Power Press, Manipal, S. India.
5
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1121_2.pdf
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IS : 1121 (Part II) - 1974
Indian Standard
METHODS OF ‘TEST FOR
DETERMINATIoN OF STRENGTH PROPERTIES
OF NATURAL BUILDING STONES
PART II TRANSVERSE STRENGTH
Fikst Revision)
(
,
Third ReprintJ ANUARY 1992
UDC 691.21:620.17
@ copyright 1975
BUREAU OF INDIAN STANDARDS
MANAK BHAVAN, 9 BAHADUR SHAH ZAFAR MARC3
NEW DELHI 110002
Y>
IS : 1121 (Part II) - 1974
Indian Standard
be
METHODS OF TEST FOR
DETERMINATIPN OF STRENGTH PROPERTIES
OF NATURAL BUILDING STONES
PART II TRANSVERSE STRENGTH
First )
( Revisioo
Stones Sectional ‘Committee, BDC 6
fThhirman Represeniing
SHR: c. B. L. MATHUR Public Works Department, Government of
Rajasthan, Jaipur
Members
SHRI K. K. ACRAWALA Builders’ Association of India, Bombay
SHRI K. K. MADWOK( Altera&)
SHRI T. N. BHARGAVA Ministry of Shipping & Transport (Roads Wing)
CHIEF ARCHITECT Central Public Works Department, New Delhi
LALA G. C. DAS National Test House, Calcutta
SHRI P. R. DAS (Altcmatc)
DEPUTY DIRECTOR (RESEARCH) Public Works Department, Government of Uttar
Pradesh, Lucknow
DEPUTY DIRECTOR Ri;;?=@ 9 Public Works Department, Government of Orissa,
CONTROL AND Bhubanuwar
LABORATORY
DR M. P. DHIR Central Road Research Institute (CSIR), New
Delhi
_ SHRI R. L. NANDA (Altmafe)
L&RECTOR Engineering Research Institute,Baroda
DIRECTOR (CSMRS) -Central Water & Power Commission, New Delhi
DEPUTY DIRECTOR (CSMRS) (Alt.ernatc)
DIRECTOR, MERI Building & Communication Department, Govem-
ment of Maharashtra, Bombay
RESEARCHO FFICER,M ERI (Altera&)
SHRI M. K. GUPTA Himalayan Tiles & Marble Pvt Ltd, Bombay
SHRI S. D. PATHAK (Al&a&)
DR IQBAL ALI Engineering Research Laboratory, Government of
Andhra Pradesh, Hyderabad
SHRI A. B. LINGAM (AltnnateH) induatan Construction Co Ltd, Bombay
SHRI D. G. KADKADE
SHRI V.B. DESAI (Alfcwuzte)
’ (Continued on page ‘Z)
BUREAU OF INDIAN STANDARDS
This publication is protected undar the Indian Copy&t Ad (XfVof 1957) and
reproduction in whole or in part by any moans except with written -ion of the
publisher shall be deemsd to be an infringsmsnt of copyright under the said Au.7
.L --
IS : 1121( Part II) - 1974
(Continuudfrom page 1)
u
Members RejwcJmting
SHRI T. RI MEHANDRU Institution of Engineers (India), Calcutta
SHRI PREM SWARUP Department of Geology & Mining, Government of
Uttar. Pradesh, Lucknow
SHR~A . K. AG~WAL (Al&nab)
DR A. V. R. RAo National Buildings Organisation, New Delhi
DEPUTYD IRECTOR(M ATIZRIA~()A hmute)
SHRl M. L. SETH1 Department of Geology & Mining, Government of
Bajasthan, Jaipur
SHRIY . N. DAVE (&-smafs)
DR B. N. SINHA Geological Survey of India, Calcutta
SUPERINTRN~XENNOGI NEE(RD FSION) Public Works Department, Government of Tamil
Nadu, Madras
DEPUTYC rrnm ENOINBE(RI & D) (Altymzte)
SWP~~;~~~~~~VEBR (DESIGN Pubbc Works Department, Government of Andhra
Pradesh, Hyderabad
SUPER~~~RNDEINN~G INRR(RD EBICNBP) ublic’Worka Department, Government of Mysore,
SU~ERINTENDINO E~C+INBER Publ?%%eDepartment, Government of West
(PLANNINoC IRCLE) Bengal, CalcutQ
Sw~~nrr~~nmo SURVPYOR OF Public Works Department, Government of Hii-
WoRRs chal Pradesh, Simla
S~ru M. V. Yoor Engineer-in-Chief’s Branch (Ministry of Defence)
Smu J. K. Cm (Alkmata)
SXRI D. AJ~THAS IMHA, Director General, IS1 (E&%o Medsr)
Director (Civ Engg)
Sxnu K. M. MATHXJR
Deputy Director (Civ Engg), ISI
2IS : 1121 (.Part II) - 1974
! Indian Standard
METHODS OF TEST FOR
DETERMINATION OF STRENGTH PROPERTIES
OF NATURAL BUILDING STONES
PART II TRANSVERSE STRENGTH
Revision)
(First
0. FOREWORD
0.1 This Indian Standard (Part II) (First Revision) was adopted by the
Indian Standards Institution on 1 October 1974, after the draft tinalized_by
the Stones Sectional Committee had been approved by the Civil Engineermg
Division Council.
0.2 Building stones are available in large quantity in various parts of the
country and to choose and utilize them for their satisfactory performance, it is
necessary to know the various strength properties determined according to
standard procedure. This standard has, therefore, been formulated to cover
the standard method for determining the strength properties of various stones.
This standard covering compressive, transverse and shear strength properties
was published in 1957 and is being revised based on the actual use of it in the
past 17 years and the experience gained in testing of building stones for these
properties in the various research laboratories of this country. In this revision,
property of tensile strength has also been added which is also important for
assessing the suitability of stone.
0.2.1 This standard is now being issued in four parts, each part covering a
specific property to facilitate the use of this standard. Part II covers the
determination of transverse strength of natural building’stones.
0.3 In reporting the results of a test or analysis made in accordance with this
standard, if the final value, observed or calculated, is to be rounded off, it shall
be done in accordance with IS : 2-1960*.
1. SCOPE
1.1 This standard (Part II) lays down the procedure for the determination of
transverse strength of natural building stones used for constructional purposes.
*Rules for rounding off numericalv aluu (r&~).
3IS : 1121 (Part II) - 1974
2. SELECTION OF SAMPLES
2.1 The sample shall be selected to represent a true average of the type or
grade of stone under consideration.
2.2 The sample shall be selected from the quarried scone or taken from the
natural rock, as described in 2.2.1 and 2.2.2 and shall be of adequate size to
permit the preparation of the requisite number of test pieces.
2.2.1 Stonesf rom Ledges or Quarries - The ledge or quarry face of the stone
shall be inspected to determine any variation in different strata. Differences
in colour, texture and structure shall be observed. Separate samples of
stone weighing at least 25 kg each of 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 condition at various quarry sites shall be
recorded. Separate samples for each class of stone that would be considered
for use in construction as indicated by visual inspection shall be selected.
2.3 When perceptible variations occur in the quality of rock, as many samples
as are necessary for determining the range in properties shall be selected.
3. TEST PIECES AND CONDITIONING
3.1 Test pieces shall be made from samples selected in accordance with 2 and
shall be blocks of size 20 x 5 x 5 cm. The test pieces shall be measured at
the centre section. The,width shall be measured to.the nearest 0.2 mm and
the thickness shall be taken as the average of three measurements to the
nearest O-2 mm, one taken at centre and the’other two near edges.
3.2 The direction of the rift shall be carefully marked on each test piece after
finishing.
3.3 Three test pieces shall be usedfor conducting the test in each of the condi-
tions mentioned in’3.3.1 and 3.3.2 separately.
3.3.1 The test ‘pieces shall be immersed in water maintained at 20 to
30°C for 72 h before testing and shall be tested in saturated,condition.
3.3.2 The test pieces shall also be tested in dry condition and shall be dried
in an oven at 105+5% for 24 h and cooled in a desiccator to room tempe-
rature (20 to 30°C).
4. APPARATUS
4.1 A suitable form of apparatus is shown in Pig. 1.
4SECTION XX
ENLARGED DETAIL OF BEARER ‘A’
vc
,
I-V
SECTION vv
ENLARGED DETAIL OF BEARER ‘B’
All dimensions in millimeties.
I
FIG. 1 APPLES FOR DETERMINATIONO F TRANS~R~E STRENWHIS : 1121( Part II) - 1974
5. PROCEDURE
5.1 Each test piece to be tested shall be evenly supported upon two
self-aligning: bearers (A and B in Fig. 1) 4 cm in diameter, the distance between
the centres of bearers being 15 cm. Bearer A is supported horizontally on
two bearer screws (C in Fig. l), which carry hardened steel balls (D in Fig. 1)
concentric with the bearer. Bearer B is supported on one such bearer
screw and ball.
5.2 The load shall then be applied centrally at a uniform rate of 200 kg/min
through a third bearer (E in Fig. I), also 4 cm in diameter, placed mid.
Way between the supports upon the upper surface of the specimen (Sin Fig. 1)
and parallel to the supports. The length of all bearers shall exceed the
maximum width of the specimen to be tested.
6. EVALUATION AND REPORT OF TEST RiESULTS
6.1 The transverse strength of the specimen tested shall be calculated as
. follows :
3WL
R = 2bda
where
R= transverse strength in kg/cm*,
w= central breaking load in kg,
L = length of span in cm,
b average width in cm of the test piece at the mid section, and
d : average depth in cm of the test piece at the mid section.
6.2 The average of all the three results (separately for saturated and dry
condition) shall be taken forthe purpose of determining transverse strength of
the sample.
6.3 In case any specimen gives a value of as much as 15 percent below
the average, it may be examined for defects and if the low value appears to
be due to a flaw or faulty test piece, a-fresh test shall be made and the average
of three tests taken.
6.4 The transverse strength of the sample shall be expressed in kg/ems.
6.5 Identification of the sample, date when the sample was taken and type
of stone shall be reported.
6.6 The size and shape of the test piece used in the test shall be indicated.
6.7 A description of the way in which the test pieces were prepared shall be
included.
6BUREAU OF INDIAN STANDARDS
Headquarters:
Manak Bhavan, 9 Bahadur Shah Zafar Marg, NEW DELHI 110002
Telephones: 331 01 31, 331 13 75 Telegrams: Manaksanstha
( Common to all Offices )
Regional Offices: Telephone
Central : Manak Bhavan, 9 Bahadur Shah Zafar Marg, I 331 0’1 31
NEW DELHI 110002 331 1375
*Eastern : l/l 4 C. I. T. Scheme VII M, V. D. P. Road, ’ 36 24 99
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 : Manakalaya, E9 MIDC, Marol, Andheri ( East ), 6 32 92 95
BOMBAY 400093
Branch Offices:
‘Pushpak’, Nurmohamed Shaikh Marg, Khanpur, 263 48
AHMADABAD 380001
I
+,Peenya lndust rial Area 1 st Stage, Bangalore Tumkur Road 3; 463 ig
BANGALORE 560058 38 49 56
I
Gangotri Complex, 5th Floor, Bhadbhada Road, T. T. Nagar, 667 16
BHOPAL 462003
Plot No. 82/83. Lewis Road. BHUBANESHWAR 751002 5 36 27
53/5. Ward No. 29, R.G. Barua Road, 5th Byelane, 3 31 77
GUWAHATI 781003
5-8-56C L.‘N. Gupta Marg ( Nampally Station Road ), 23 1083
HYDERABAO 500001
6 34 71
R14 Yudhister Marg. C Scheme, JAIPUR 302005
1 6 98 32
117/418 B Sarvodaya Nagar, KANPUR 208005
{ f: t: ;26
Patliputra Industrial Estate. PATNA 800013 6 23 05
T.C. No. 14/1421. University P.O.. Palayam /6 21 04
TRIVANDRUM 695035 16 21 17
inspection Offices ( With Sale Point ):
Pushpanjali, First Floor, 205-A West High Court Road, 2 51 71
Shankar Nagar Square, NAGPUR 440010
Institution of Engineers ( India ) Building, 1332 Shivaji Nagar, 5 24 35
PUNE 411005
*Sales Office in Calcutta is at 5 Chowringhse Approach, P. 0. Princep 27 68 00
Street. Calcutta 700072
tSales Office in Bombay is at Novelty Chambers, Grant Road, 89 66 28
Bombav 400007
fSales Office in Bangalore is at Unity Building, Narasimharajs Square, 22 36 71
Bangalore 560002
Reprography Unit, BIS, New Delhi, India
.
4
*
.
.
s,
,
.’
: ,,‘? p ; .. ,’ ‘.’ . /_ ,, .: $“‘,
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9918.pdf
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fS : 9918- 1981
Indian Standard
CODE OF PRACTICE FOR IN-SITU
WATERPROOFING AND DAMP-PROOFING
TREATMENT WITH GLASS FIBRE ~TISSUE
REINFORCED BITUMEN
Waterproofing and Damp-Proofing Sectional Committee, BDC 41
Chairman Representing
PROF M. S. SBETTY Ministry of Defence ( Engineer-in-Chief’s Branch )
Members
LT-COL V. K. KANITKAIZ (Alternate to
Prof M. S. Shetty )
SHRI R. R. BENDRE Bharat Petroleum Corporation Ltd, Bombay
SHRI S. S. CHANDOK Central Public Works Department, New Delhi
SURVEYOR OF WORKS ( NZ ) ( Alternate)
SHRI D. S. GKUMMAN Roofrite Pvt Ltd, New Delhi
SHRI K. K. LAL ( Alternate)
SHRI A. D. GUPTA Fertilizer ( Planning and Development ) India
Ltd, Sindri
SHRI B. K. CHATTERJEE ( Alternote )
SHRI M. S. GUPTA Roof Waterproofing Company, Calcutta
SHRI S. K. JAIN Hoechst Dyes & Chemicals Ltd, Bombay
SHRI K. A. T. VARoHESE ( A&era&? )
SHRI M. B. JAYWANT Synthetic Asphalts, Bombav
SHRI M. R. MALYA In personal capacity ( Flat 3, 6P anorama ’ 30, Pali
Hill Road, Bombay 400052 )
SHRI Y. K. MEHTA Concrete Association of India, Bombay
SHRI M. G. DANDAVATE ( Alternate)
SHRI R. P. PUNJ Lloyd Bitumen Products, Calcutta
SHRI M. M. MATHAI ( Alternate )
SHRI R. D. RAJE Metallurgical and Engineering Consultant
( India ) Ltd, Ranchi
SHRI E. K. RAMACHANDRAN National Test House, Calcutta
SRRI S. K. BANERJEE ( Alternate )
SHRI T. K. ROY Shalimar Tar Products ( 1935 ) Ltd, Calcutta
SI~RI B. K. BHATTAC~ARYA ( Alternate )
SHRI H. C. SAXENA Engineers India Limited, New Delhi
( Continued on page 2 )
@ Copyright 1981
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
nublisher shall be deemed to be an infringement of copvright under the said Act.IS : 9918 - 1981
( Conlinuedfrom page 1 )
Member3 Representing
SARI A. SIN GUPTA Ministry of Railways
SENIOR DEPUTY CHIEF ENQINEER Publgayxks Department, Government of Tamil
( BUILDINQS )
SUPERINTENDINQ ENOINEER,
MADRAS CIRCLE ( Altsrnnte )
SHRI V. SRANIX~R Union Carbide India Ltd, Calcutta
SHRI S. K. KARAMCHANDANI ( Altnnate )
SHRI A. SHARIF Fibre Glass Pilkington Ltd, Bombay
SHRI G. K. TAKIAR ( Alternate)
SHRI J. S. SHARMA Central Building Research Institute ( CSIR ),
Roorkee
SHRI ~RJUN DASS ( Alternate )
CAPT ASHOK SHASTRY Osnar Chemical Pvt Ltd, Bombay
SARI S. TYAQRAJAN ( Alternate )
SRRI K. S. SR~NIVASAN National Buildings Organization, New Delhi
SHRI SHASUI KANT ( Allernate )
SUPERINTENDINO ENGINEER Public Works and Housing Department, Govern-
ment of Maharashtra
PROF C. G. SWAMINATHAN Central Road Research Inst~itute ( CSIR ). New
Delhi
DR ARUN KUMAR ( Alternate )
SI~RI G. RAMAN, Director General, IS1 ( Ex-oficio Member )
Director (Civ Engg )
Secretary
SI-IRI J. VENKATARAMAN
Deputy Director ( Civ Engg ), IS1
2IS : 9918 1981
l
Indian Standard
CODE OF PRACTICE FOR IN-SITU
WATERPROOFING AND DAMP-PROOFING
TREATMENT WITH GLASS FIBRE TISSUE
REINFORCED BITUMEN
0. FOREWORD
0.1 This Indian Standard was adopted by the Indian Standards I~nstitu-
tion on 18 August 1981, after the draft finalized by the Waterproofing
and Damp-Proofing Sectional Committee had been approved by the
Civil Engineering Division Council.
0.2 Glass fibrc being more resistant to weathering is coming into greater
use for waterproofing and damp-proofing of buildings. General features
relating to waterproofing and damp-proofing with regard to design
details, surface preparation, drainage, etc, are covered in IS : 3067-1966*.
This standard is intended to cover only the execution part of the work
relating to in-situ application of reinforced glass fibre tissue and bitumen
for waterproofing and damp-proofing.
0.3 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 : 2-1960t. 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 the method of in-situ waterproofing and damp-
proofing of buildings and other structures using reinforced glass fibre
tissue and bitumen.
2. TERMINOLOGY
2.0 For the purpose of this standard, the following definitions shall apply.
*Code of practice for general design, details and preparatory work for damp-
proofing and waterproofing of buildings.
tRules for rounding off numerical values (revised).
3IS t 9918.1981
2.1 Waterproofing and Damp-Proofing Medium - Bitumen or suita-
ble bituminous compounds which:
a) by embedding into the glass fibre reinforcement tissue membrane
forms a monolithic mass;
b) prevents the penetration of water or moisture; and
c) acts as a top dressing.
2.2 Layer - A single thickness of glass fibre tissue membrane embedded
with bitumen.
2.3 Multiple Layer - Two or more layers of glass fibre tissue membra-
nes laid consecutively with overlapping joints and embedded with
bitumen.
3. PREPARATION OF THE SURFACE
3.1 Regrading shall be carried out with a suitable cement mortar incor-
porating a clean, medium-coarse sand or with a lime-surkhi mortar or
any other suitable material. Old surfaces intended for waterproofing and
damp-proofing treatment shall be renewed suitably.
4. MATERIAL
4.1 Bitumen Primer - Primer shall conform to the requirements laid
down in IS : 3384-1965*.
4.2 Glass Fibre Tissue - The glass fibre tissue shall be thin, flexible,
uniformly bonded mat composed of chemically resistant borosilicate staple
glass fibres distributed in a random open porous structure, bonded toge-
ther with a thermosetting resin ( phenolic type ). The minimum weight
of the tissue shall be 40 g/ma and the nominal thickness shall be 0.50 &
0.1 mm. Other physical properties of the tissue shall conform to
Appendix A of IS : 7193-1974-t.
4.3 Bonding Material - These shall consist of blown type bitumen
conforming to IS : 702-1961: or residual bitumen conforming to IS : 73-
19618 or a mixture thereof selected to withstand local conditions of
prevailing temperature and surface gradient and shall be prepared by
heating to the correct working temperature. The penetration of bitumen
shall not be more than 40 when tested in accordance with IS : 1203-195811.
5. SURFACE FINISH
5.1 Pea-Sized Gravel/Grit - Recommended for concrete and masonry
roofs, flat or sloping.
*Specification for bitumen primer for use in waterproofing and damp-proofing.
tSpecification for glass fibre base coal tar pitch and bitumen felts.
tspecification for industrial bitumen ( rcoircd)..
§Specification for paving bitumen (revised ).
1lSpecitication for determination of penetration (first revision ).
4IS ! 9918 - 1981
5.2 Bitumen Based Aluminium Mastics - Recommended for provi-
ding a heat reflective surface and for aesthetic appearance.
5.3 Cement Concrete, Flooring Tiles, Mosaic Tiles, Burnt-Clay
Tiles, Flat-Terracing Tiles - On roof surfaces subject to foot-traffic.
6. ZiV-SITWUA TERPROOFING TREATMENT FOR ROOFS
6.1 In selecting the combinations of layers of glass fibre tiisue membrane,
consideration shall be given to the type and construction of buildings,
climatic and atmospheric conditions and the degree of permanence
required.
6.2 For concrete, masonry and metallic roofs, flat or sloping, the following
treatments are recommended.
a) Normal Duty Treatment
1) Clean and prime the surface with bitumen primer at the rate
of Q-4 kg/mz. This should properly embed the surface and
should be left till the time it is touch dry.
2) Apply first coat of hot bitumen at the rate of 1.6 kg/ms, Min.
3) Apply first layer of glass fibre tissue, overlap shall be 100 mm
between layers in either direction.
4) Apply second coat of hot bitumen at the rate of I.6 kg/m2,
Min.
5) Apply finishing by pea gravel or grit at the rate of 0.006 ms/ms
or by tiles, patent stone or cement concrete and other finishing
materials.
b) Heavy Duty Treatment
1) Same as in 6.2(a), items (1) to (4).
2) Apply second layer of glass fibre tissue. This layer of glass fibre
tissue shall be embedded perpendicular to theearlier layer.
3) Apply third coat of hot bitumen at the rate of I.6 kg/ms, Min.
4) Finishing same as in 6.2(a), item (5).
c) Extra Heavy Duty Treatment
1) Same as in 6.2(b), items (1) to (6).
2) Apply third layer of glass fibre tissue. This layer of glass fibre
tissue shall be embedded perpendicular to the earlier layer.
3) Apply fourth coat of hot .bitumen at the rate of l-6 kg/ms,
Min.
4) Finishing same as 6.2(a), item (5).
NOTE L-Five-course treatment is recommended for moderate conditions of
rainfall. A typical sketch shcwing the five course treatment is given in Fig. 1.
NOTE2 - Seven-course treatment is suggested for severe conditions of rainfall.
5IS : 9918- 1981
NOTE 3 - Nine-course treatment is recommended for very severe conditions of
~rainfall.
Note 4 - Where pea-siied gravel or grit is not available, course sandmay be
used.
NOTE 5 -The conditions specified in Notes 1 to 3 are based on rainfall as
follows:
Moderub - Less than 50 cm;
Seuerc - 50 to 150 cm: and
VelJ SIvere - More than 159 cm.
PEA SIZED GRAVEL) GRIT
HOT APPLIED
BITUMEN
GLASS FIBRE TISSUE/
GLASS FIBRE FACTORY- -
MAdE FELT,
.PPLIED
IN\
BlTlJM!NOUS PRIMER
APPLIED ON THE
DRY ROOF SURFACE
FIG. 1 A TYPICAIF. IVE-COURSWE ATERPROOFINTRGE ATMENWT ITH
IN-SITUG LASS FIBRE TISSUP,
6IS : 9918 - 1981
6.3 Junction of Parapet, Wall and Roof - Glass fibre in-situ treatment
shall be applied as flashings wherever junctions of vertical and horizontal
structures occur with minimum overlap of 100 mm. Glass fibre tissue shall
be cut to the required size and hot bitumen poured on the surface to the
extent required and simultaneously embed the glass fibre tissue into it.
The lower edge of the flashing shall overlap the in-situ treatment laid on
the horizontal surface of the roof and the upper edge of the flashing shall
be tucked into the chase ( 50 mm wide and 50 mm deep ) 150 mm above
the finished roof level on the vertical face of the wall. In case of multi-
layer treatments, the joints in the glass fibre tissue between successive
layers are staggered with those of the layer beneath it. After the flashings
are properly bonded, the chase shall be filled up with cement mortar
( normally 1 : 4 ) or lime mortar ( 1 : 3 ) or cement concrete ( 1 : 3 : 6 )
which when set will satisfactorily secure the treatment to the wall. The
chase when filled shall be cured by watering for at least 4 days after filling
to ensure satisfactory strength and to avoid shrinkage cracks. Figures 2
and 3 give typical details of joint between junction of masonry and RCC
parapet and flat roof respectively.
BRICK PARAPET
,rCtiASE (FOR TUCKING GLASS FIBRE TISSUE/
, GLASS FIBRE. FACTORY MADE FELT WITH
/ CEMENT MORTAR)(l:L)
I--- HOT APPLIED BITUMEN
GLASS FIBRE TISSUE/GLASS FIBRE
FACTORY MADE ~FELT
: ;
=: 2
e 1OOmm OVERLAP
A
BITUMINOUS PRIMER
2 I
0 PEA- SIZED GRAVEL/ GRIT
$ t
CEMENT PLAS TER
CEMENT MORTAR (I:!.)
= SURFACE
ou mm-
IN RADIUS
FIG. 2 WATERPROOFING ON A FLAT ROOF WITH BRICK PARAPET
OVER 450 mm IN HEIGHT-TYPICAL DETAILS
7tS : 9918 - 1981
HOT APPLIED OITUMEN
GLASS FIBRE TISSUE/ GLASS FIBRE
FACTORY- MADE F E Lt
pBITUMINOUS PRIMER
r 100 mm PEA --SIZED
R.CC GRAVEL /ORIT
PARAPET OVERLAP I-
L SAND CEMENT LFLAT ROOF
PL ASTER SURFACE
L CEMENT MORTAR t 1:2 )
FILLET IGOLA) 75 mm RADIUS
FIG. 3 WATERPROOFING ON A FLAT ROOF WITH RCC PARAPET
450 mm OR LESS IN HEIGHT-TYPICAL DETAILS
6.4 Precast Slab - In case of precast roofs, where the roofs have been
graded with lime concrete and surfaces plastered, normal duty treatment
with single layer of glass fibre tissue can be adopted as in 6.2(a).
In case of precast sloping roofs, heavy duty treatment with two
layers of glass fibre tissue is recommended as in 6.2 (b) .
In case the precast roof is subjected to too much of structural move-
ments of vibrations, then an additional layer of glass fibre tissue embedded
in hot bitumen shall be provided over the joints.
6.5 Expansion Joints - In case of expansion joints two layers of glass
fibre based felt Type 2 Grade I as per IS : 7193-1974* shall be laid loose
overlapping one another with one lend of the felt to be stuck with bitumen
alternatively and finally covered with a layer of reinforced glass fibre
tissue impregnated with hot bitumen. The entire treatment is to be laid
as per IS : 1346-1976t with glass fibre base felt Type 2 Grade I. Typical
details of waterproofing of expansion joint with glass fibre in-situ treatment
on RCC roof slab is given in Fig. 4.
*Specification for glass fibre base coal tar pitch and bitumen felts.
*Code of practice for waterproofing of roofs with bitumen felts ( second revision ).
81 APPLIED BITUMEN
LASS FIBRE TISSUE
FIRST LAYER GLASS FlERE BASED .
CEMENT PLASTER FELT FREE FROM BASE
HOT APPLIED GLASS FIBRE IN SITU
WATERPROOFING
TREATMENT
All dimensions in millimetres.
FIG. 4 WATERPROOFING OF EXPANSION JOINT WITH GLASS RBRE
IN-SITU TREATMENT ON RCC ROOF SLAB--TYPICAL ~DETAILSIS : 9918 - 1981
6.6 Sloping Roofs - Typical details of special treatment for AC and GI
corrugated rooting at joints is given in Fig. 5.
NOT~ JPPLIEBDITU MEN GLASS FIBRE TlS5UE I
GLASS FIBRE
MADE FELT BITUMEN PRIMER
LEAK-STOP
BITUMINOUS
/
BOLT WITH
BITUMINOUS
WASHER
DETAIL AT A-A
n l-
GLASS FIBRE TISSVC,
GLASS Fl8RE FACTORY-
MADE FCLI
Frc.5 SPECIALT REATMENTFOR AC/G1 CORRUGATED SURFACE
JOINTS-TYPICAL DETAILS
7. IN-SITU DAMP-PROOFING TREATMENT FOR BASEMENTS
AND STRUCTURES ABOVE AND BELOW GROUND LEVEL
7.1 In-Situ Damp-Proofing Treatment for~structures Above Ground
Level - The following treatment is recommended:
a) Normal Duty Treatment
1) Clean and prime the surface with bitumen primer at the rate
of 0.4 kg/ms. This should properly embed the surface and
should be left till the time it is touch dry.
2) Apply first coat of hot bitumen at the rate of 2.4 kg/ms, Min.
3) Apply first layer of glass fibre tissue overlap shall be 100 mm
between the layers in either direction.
101s : 3918 - 1981
4) Apply second coat of hot bitumen at the rate of 2’4 kg/m*,
.
b) Heavy Duty Treatment
1) Same as in 7.1(a), items (1) to (4).
2) Apply second layer of glass fibre tissue. This layer of glass
fibre tissue shall be embedded perpendicular to the earlier
layer.
3) Apply third coat of hot bitumen at the rate of 2.4 kg/ma, Min
7.2 In-Situ Damp-Proofing Treatment for Basements and Struc-
tures Below Ground Level - The following treatment is recommended:
a) flormat Duty Treatment
1) Clean and prime the walls with bitumen primer at the rate of
0.4 kg/m2. This should properly embed the surface and should
be left till the time it is-touch dry.
2) Apply first coat of hot bitumen at the rate of 2-4 kg/m2, Min.
3) Apply first layer of glass fibre tissue, overlap shall be 100 mm
between the layers in either direction.
4) Apply second coat of hot bitumen at the rate of 2.4 kg/m2,
Min.
5) Apply second layer of glass fibre tissue. This layer of glass
fibre tissue shall be embedded perpendicular to the earlier
layer.
6) Apply third coat of hot bitumen at the rate of 2.4 kg/m*, Min.
b) Heavy Duty Treatment
1) Same as in 7.2(a), items (1) to (6).
2) Apply third layer of glass fibre tissue. This layer of glass fibre
tissue shall be embedded perpendicular to the earlier layer.
3) Apply fourth coat of hot bitumen at the rate of 2.4 kg/ma,
Min.
C) Extra Heavy Duty Treatment
1) Same as in 7.2(b), items (1) to (8).
2) Apply fourth layer of glass fibre tissue. This layer of glass
fibre tissue shall be embedded perpendicular to the earlier
layer.
i 3) Apply fifth coat of hot bitumenat the rate of 2.4 kg/n+, Min.
11IS : 9918 - is81
NOTE 1 - Six-course treatment is recommended for normal conditions.
NOTE 2 - Eight-course treatment is recommended for severe conditions.
NOTE 3 - Ten-course treatment is suggested for very severe conditions.
NOTE 4 - A lo/15 mm thick coat of mastic asphalt, conforming to IS : 1195-
1978* may be included at the option of the engineer-in-charge, over the basement
floor treatment as an added protection to prevent any possible damage to the damp-
proofing treatment. Any other suitable protection may also be included at the
discretion of the engineer-in-charge concerned.
NOTE 5 - The basement wall treatment should be protected with a suitable
lining, as may be suggested by the engineer-in-charge, against any possible damage
while backfilling.
8. METHOD OF LAYING IN-SITU WATERPROOFING TREAT.
MENT
8.1 Sequence of Operation for all Types of Roofs
4 Prepare the surface according to IS : 3067-19667 for roofs;
b) Clean and brush the surface to remove dirt;
C) Prime the cleaned surface with bitumen primer;
d) Treat the gutters and drain mouths as per IS : 1346-19761;
4 Treat the main roof;
f > Treat the protruding pipes;
fd Top dress with pea gravel, grit, heat reflective mastic or tiles,
etc; and
h) Clean and remove surplus materials,
8.2 Procedure
a) Clean the surface to be treated with wire brushes;
b) Prime the entire surface with recommended primer;
c) Cut the required length of glass fibre tissue and roll it;
d) Pour hot bitumen on the surface to the extent of the roll width
and simultaneously embed the glass fibre tissue into it. Proceed
in this manner throughout the length of the roll. Precaution
should be taken to ensure adequate sealing with bitumen at
subsequent overlap;
*Specification for bitumen mastic for flooring (Jirst r&ion ).
*Code of practice for general design, details and preparatory work for damp-
proofing and waterproofing of buildings.
$Code of practice for waterproofing of roofs with bitumen felts ( second revision ).
12Its : !%hd - 19Qi
4 A pp 1y a second coat of hot bitumen;
f 1 In case of multi-layer treatments the joints in the glass fibre tissue
between successive layers should be staggered midway;
8) The minimum overlapping joints at the ends and sides of the
strip of the tissue shall bc 100 mm. All overlaps shall be firmly
bonded with hot bitumen; and
h) The finishing materials like pea gravel and grit, surface dry free
from dust are embedded into the hot bitumen while it is being
poured, by applying minimum pressure.
NOTE - A list of equipment and tools required for laying is given in
Appendix A.
9. METHOD OF LAYING ZN_SZTU DAMP-PROOFING TREAT-
MENT
9.1 Preparation of Site
a) Prepare the surface according to IS : 3067-1966* and IS : 1609.
1976-t;
b) The site shall be kept free of water. To ensure good adhesion
between structural surface and damp-proofing medium, suitable
methods to dry the surface should be adopted wherever necessary;
and
c) The wall should normally remain dry so that the first course of
bitumen adheres to the wall without difficulty and the glass fibre
tissue is properly impregnated by the bitumen.
9.2 Laying of Glass Fibre Tissue
a) Cut the required length of glass fibre tissue and roll it;
b) Pour hot bitumen on the surface to the extent of the roll width
and simultaneously embed the glass fibre tissue into it. Proceed
in this manner throughout the length of the roll;
cl After the whole floor has been covered in a similar manner and
the overlapping joints properly sealed, the glass fibre tissue
is laid on walls in the same way.
The roll of the glass fibre tissue is held at floor level and then
gradually unrolled up the wall as the hot bitumen is poured
between the roll and the wall face;
*Code of practice for general design, details and preparatory work for damp-
proofing and waterproofing of buildings.
TCode of practice for laying damp-proofing treatment using bitumen felts (second
revision ) .
13f6 t 9916 -1961
d) The joints in the glass fibre tissue between successive layers should
be staggered midway; and
e) The minimum overlapping joints at sides and ends of the strip of
tissue shall be 100 mm. All overlaps shall be firmly bonded with
hot bitumen.
NOTE - Care should be taken while laying heavy stone flooring furnish so as to
avoid any damage to glass fibre tissue.
APPENDIX A
( Clause 8.2 )
LIST OF EQUIPMENT AND TOOLS FOR LAYING OF
IN-SZrU GLASS FIBRE TREATMENT FOR WATER-
PROOFING AND DAMP-PROOFING
A-l. The equipment needed for both in-situ and factory-made glass fibre
felt waterproofing and damp-proofing treatments are:
Accessories, such as mineral turpentine, waste cotton, firewood and
scaffolding
Axe
Bitumen melting kettle equipped with stirrer
Blow-torch
Cans and ropes
Chisel
Gum boots I
Hammer
Hand gloves
Rubber squeegees
Scissors
Soft brushes
Spraying or watering cans
Spring Balance
Thermometers
Trowels
Wire brushes
14
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11089.pdf
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IS : 11089- 1984
Indian Standard
CODE OF
PRACTICE FOR DESIGN AND
CONSTRUCTION OF RING FOUNDATIONIS : 11089 - 1381
CODE OF
PRACTICE FOR DESIGN AND
CONSTRUCTION OF RING FOUNDATlON
0. F 0 R E W (.I R 1)
1. SCOPE
1.1 ‘I’llis standartl co\crs tllc tlcsiF;n of ring ioilnclation bawd on
con\,cntional mrthod fol tall strucrurcs, .sllch a\, silos, cllirnncyi and
water tanks, I\-hich 1lal.c vertical and toll-uniforllr ~listril~~lletl loatls.
2. TERMINOLOGYIS : 11089 - 1984
3. NECESSARY INFORMATION
3.1 For satisfactory design ant] construction of ring fOnntlntion, the
following information is necxssary:
Sile Plan - Site plan showing the location of proposed as well
as neighbollring structure.
H7/jldi?jg Plm - Showing the details of height, staging, columns,
etc.
I,ondin,q ~hditiotis - IDend load, lvind or earl hquake loads,
shown on a schematic plan indicating design combination of
loatls transrnitte(l lo tht: fountlation.
4 Rtwim7me7rt~7l Krrtol-s -- Information relating to geologic history
of tile area, seisrnici2y of the region, hy~lrologicnl information
ilitlicating grollncl rvater conditions anti iIs seasonal variations,
climatic fx(‘tors like vulnrrnbility of tile site to sutldcln flooding
by surl’L\ce run-oK, erosion, etc.
e) C~eoffchical ~7fiwnlntion - Sul)surface profile lviih stratification
cletails ( SOP IS : 18Y2-l!C!)* ) engineering properties of the
founding strata, index prOperties, effective shear parameters
tleterruinetl illt(ler appropriate drainage contlifions, compres-
sil,ilily c,lli!l’a(‘tel’iSti~S, swctlling properties, results of field tests
like static and dynamic penetration tests, pressure meter test, etc.
f)
d I,imiting values of the angular distortion and tliKerential
settlrsrnent, the super structure can withstand.
h) A review of the performance of similar structure, if any, in the
locality.
_i) Information necessary to assess the possible cfTecrs of the new
structure on esistirlg structures in the neighbourliootl.
k) Proximity of rnirws 01‘ major storage reser!.oir to the site.
3.2 Parameters for the Analysis - These are obtained by averaging
the parameters ( WE 3.1 ) wltich can lx: tleterminetl only for rrlatively
less number of I,oillts of the foundation soil. The accuracy with which
the average values represent the actual conditions is of decisive itnpor-
tance for the final reslllts.IS : 11009 - I984
4. DESIGN CONSIDERATIONS
4.1 Choice of Ring Foundations
4.1.1 I:ot fairly srllall ant1 lllliforn~ tolurnin spacing ant1 when the
sul,portiIi q aoil is not too coriiprcssil~le a Il;lt c oncre(e sl;ilJ Ilavin;q luiiforrn
eirccts
thickness throughout is most suital)lc. uIldC:r the of dd ~~~~~~
fountlatioiis 41x’ subjwtccl to uniform IIl’eSsilrC’ bill IllldCI. lilt? cfl-cct of
lateral IoacIs cauwtl by earthquake and IVilltl, the prcssuw becomes
non-unifornl. Iftlierc: ic sIiftirient bentliilg tlut, to I;ttcral forces ( say
I-‘:: > f’~ ) it is more ccoiw:iiical to adopt annual raft ( sre Fig. 1A j.
4.1.2 ~Innual &cular slab Ivitli a ring beain type of raft is likely to be
mow ccononiiral for large colu~~ln sl)acinfi and wllen the aoil is very
compressible ( see I:ig. 1B ).
4.2 Allowable Bearing Pressure -- ‘I‘hc nIlo~\al)lc txxriug pressure
shall l)C tlctfrnlinctl in accorilan~c willi IS : 6403-l!Jill *.
4.2.1 1~ granular soils, the ultiiiiale bearing capacity of rafts
is I?;cnernlly very large. Ilowever, for rafts pl;u:eti at depth
possrl)ility o!‘ punc,llilrg rode of failure dlollltl lw illvestigate[l. ‘l’he
irill~~encc~ of soil CoIiil~rcssibility atltl rclatecl sc..ile cfrrc ts sl~o~ll~l also be
assessctl.
4.2.2 l:or ~xfts on colmi~c soils stability against cleep sratrcl failures
sllall be analyzed.
4.2.3 In cohrsive soils, the effects of‘ long term settlements shall be
taken into consideration.
4.3 Depth of Foundation - Tile clcptli of fouullation shall be in
accordance M’itll IS : 190~1-1978~.
4.4 ‘l’lle uplift tILli! 10 SulI:oil N’ZltCr Sllilll l)C COllSirlc~I Ctl ill tllC tltxign.
4.4.1 Al.11c onstmction below the gro~n(l water level sl~all be cllcckcd
for Iloatation.
5. METHODS OF ANALYSIS
5.1 Rigid Foundation ( Conventional Method ) - ‘I’llis is Ix~srtl on
the assumption of lineal distribution of‘ cor1tac.t prcssllrc. ‘l’lle ba.sic
assuliil~tiuiis of this iiletliorl arc:
a) drc foundation is rigicl relative 10 tlic supporting svil anti the
coiripwssil~lc aoil Idyer is relntiwly shallo\~; AIICI
^______._~ ~ ~~~~_-
*Cvdc of pr.i<,ticr, liar JetcrlilinC~tivn uf bcariq; r;ipxcit! 111s l14lluw I~uudati~~ns
( fin1 reui.wm;.
j-(krdc of jrr2ictic.e ltrr htru( tllr;il sdlrly of hildin~;:: hl~;~llow li)unci;!li(iu\ ( .wtntd
YeL’isiw ) ,
5IS:11089 - 1984
2c
I
rFd
I
SECTION AA
qq$
PRESSURE DIAGRAMIS : 11089 - 1984
(a)
(c)
FIG. 1B PRMSURED IS~RIIWI-IONU NDER A RAFT
h) The contact pressure distribution is assumed to vary linearly
throughout the foundation.
5.1.1 This method may be used when either of the following con<litions
are satisfied:
a) The structure behaves as rigid ( due to the combined action of
the superstructllre and the foundation ) with a relative stillness
7IS : 11089 - 1984
factor Ilr) 0.5 [ for evaluation of ET, sel: Appendix (; of
IS : 2950 ( Part 1 )-l%l* 1; and
b) The column spacing is less than 1.75 h [see _1ppendix C: of IS :
2950 ( Part 1 )-1981” 1.
5.1.2 The ring annular raft is analyzed from approximatrly nou-
uniform pressure distribution to uniform pressure distril)ution ( SCE
Fig. 1A ). The modified uniform pressure intensity p is oivcn by
p1 + 0.5 p2, where p1 is uniform pressure due to dead loadsna~~rl /I:! is
pressure due to bending effects.
The formulae for circumferential and radial moments Mt and M,
respectively are as follows:
For 7 <c
For 7 > C
where
Y is the ratlial distance.
The ratio b/a will depend on the bearing area and the illoirient oI’
inertia required for footing such that the ruaxiitiuiu stress clcvelopctl
does not exceed the safe allowable bearing pressure specified for the
soil. For a particular bia ratio, the value of c,‘a at which the iiiaximum
moments are minimum coultl be obtained from Fig. IC:.
8IS : 11089- 1984
10
s 09
:: 04
cn
w 0.7
3
A
>Q 0.6
o.soI 0.1 0.2 0.3 04 0.5 0.6 0.7 0.8 0.9
VALUES OF b/a
FIG. 1C POSITION OF RING BEAM FOR MINIMUM VALVE OF
THE MAXIMUM MOMENTS
5.2 In case the annular circular raft with a ring beam, two conditions
are ,gcnerally to be satisfied. The maximum pressure under foundation
should not exceed the safe allowable bearing pressure of the soil. The
minimum pressure shall be zero or of a compressive nature. To satisfy
these, the clirnensions of rafts shall be determined as follows:
where
A = ~_____
gall - ( PO - PI )
where
w ~- total weight of the structure above ground
b= eccentricity of the vertical load on base due to over-
turning moment of lateral loads of wind or earthquake
n= outer radius of annular raft or radius of solid raft
b = inner radius of annular raft
.t area of raft
x ( & - 62 )
gall = net safe bearing capacity of soil at base
PO Q overburden pressure due to depth of foundation
PI = net pressure clesired at base.
9IS :11089 - 1984
5.2.1F or a given number of columns, the ring bcani evil! have less
moment when the ring perimeter is small. The curves .I ant1 II shown
in Fig. IF, give the most economical locations of the ring bram on thtl
raft when the soil pressures are uniform1 and when they vary linearly a’:
shown at .!I and c in Fig. 1D respectively. The radial and tangential
moments in annular crrcular plates can IX determinctl for trniforrn and
linear distribution of pressure for expression.
B = b/a 6 = bla
c r c,a c = c/a
(UNIFORM PRESSURE) (VARVING PRESSURE)
Fro. ID RAMAT. AND TANOKNTIAI. MONCNT IN ANNULAR
CIRCULAR PLK~s
The critical sections for finding the tangential morucnts are the
inner edge, under bearing and outer edge. Tlic crilical hectic n for ra(lial
moments is under the ring beam for saggin g moments and at sonic point
in the raft for hogging moment.
The formulae for radial and tangential monlents 1111, autl J,Ir
respectively are as follo~vs:IS : 11089- 1984IS:11089 -1984
--!-a2
M, _ ,6,.[$4j”,( 5 _ 3Ba - 8R4 ) _ 2K” ( 5x2 -- 5R4 -
3B’ ) + 3 ( 3 + C2 __ ) c” ( ~_ 1~ ~- ~~C __2 _ ~) ~ ( R4 - 134 )_ 1c os o
For R > C
i\ft __. &;s[B+(- 5 + 3B2 - m;- R4 ) -I-
R4+3B4)+(R4+3)($h?) 2 ( 1~4 _I- 31j4
- 3P + QRzB4) ]cos B
Pa:
M, 2B4 ( 5 _ 3fl” _ QR4 ) _. 2R” ( 5R” . 511’ _ 311’ )
I=
Y6R3 B2 + 1
5.3 Flexible Ring Foundation
5.3.1 In this method, it is assumed that the subgratle consists of an
infinite array of individual elastic springs. The spring constant B equal
to modulus of subgrade reaction ( 1:). The contact pressure at any
point is therefore linearly proportional to the settlement at the point.
This methotl may be used when all the follokng conditions ar-e satisfied:
z
a) The structure ( combined action of super structure and raft )
may bc considered as flexible relative stiffness fat tOrS 1: < 0'5 )
( see Appendix C ).
b) Variation in adjacent column load does not exceetl 20 p(~rcent of
the higher value.
5.3.2 A circular slab on elastic media is the usual form of’ solution to
evaluate bending and shear at various points within the slab. ‘l‘he
differential equation governin, 0 is fourth order tliflerrntial equation.
where
Et3
--_.-
II -
12 ( 1 - L”’ )
12IS : 11089 - 1984
w = plate deflection
(7 uniform load
y = Poisson’s ratio
This equation can be solved using finite difference solutions.
NOTE - One of the recent methods based on the above theorv is numerical analysis
by either finite tliEerencc method or finite element method. This method is used for
accurate analysis of annular raft foundation.
6. STRUCTURAL DESIGN AND CONSTRUCTION ASPECTS
6.1 The general designs of loads, wind, loads, shrinkage, creep and
temperature effects and provision of reinforcement and detailing and
other constructional aspects shall conform to IS : 456-1978* and
IS : 1893-19751, the foundation ijeing considered as an inverted beam or
Sl;l\,.IS : 11089- 1984
Afo,l!lcrs Repcsevhq
Sllr~l G. I<. 1 f.\lLII)AS Gammon India Ltd, Bombay
Slru A. II. Grios.\L ( illternale )
Strnr M. IYICN~:AR Enginters Intlia Ltd, New Delhi
SHRI E. C. G. REDDY C Alternate i
JOINT DIRIXTOR R~suast~ hlinistry of Railways
( GE )-II, KDSO
JOINT DIILBCTOR RESEAR~~~
( GI: )-I, RDSO ( x4fternafe )
The Crment Corporation of India, New Celhi
SItIt 0. s. SRIVASTAVA
SHRI S. K. CR.~TTIZR.IEE ( Alternott )
DI% s\v.\vr SWAN University of Roorkee, Roorkee
14AMENDMENT NO. 1 MARCH 1989
TO
IS : 11089 - 1984 CODE OF PRACTICE FOR
DESIGN AND CONSTRUCTION OF RING
FOUNDATION
( Page 3, clause 0.2, line 3 ) - Add the word ( circular ’ after the
word ‘ continuous ‘.
(Page 5, clause 4.3, line 2 ) - Substitute ‘ IS : 1904-19867 ’ for
r IS : 1904-19781_ ‘.
( Page 5, foot-note marked with ‘ t ’ mark ) ‘- Substitute the following
for the existing foot-note:
( t&de of practice for design and construction of foundation in soils: General
requirements ( lhird rruision) . ’
( Page 10, clause 5.2.1, cafdion of formulae ) - Substitute ‘ Uniform
Pressure ’ for the word ( Radial ’ .
( Page 10, last line ) - Substitute the following for the existing line:
( pa<+ye1 1, lines 1 mr/ 2 of rhe ~formdne ) - Substitute the follnwin,g
for the extsting lines:
( Page 11, line 6 ) - Substitute ’ Varying Pressure ’ for tlie word
‘ Tangential ‘.
( Page 13, clnzlse 6.1, line 4 ) - Substitute ‘ IS : 1893-19847 ’ for
‘ 1893..1975t ‘.
( Page 13, foot-note marked G/h ‘ 7 ’ mark ) - Substitute the following
for the existing foot-note:
‘tG itcria for earrhqllakl, resistant design of structures ( forrrtirre nirim ) .’
(BDC: ,13 )
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8887.pdf
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is 8887 : 1995
(mjF@9-@U
Indian Standard
BITUMEN EMULSION FOR ROADS
( CATIONIC TYPE ) - SPECIFICATION
( First Revision )
First Reprint MARCH 1997
ICS 75.140
0 BIS 1995
BUREAU OF INDIAN STANDARDS
MANAK BHAVAN, 9 BAHADUR SHAH ZAFAR MARG
NEW DELHI 110002
October 1995 Price Group 4Bitumen, Tar and Their Products Sectional Committee, PCD 6
FOREWORD
This Indian Standard ( First 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 Indian Standard was first published in 1978. The revision is necessitated as a result of inclusion of
some new tests and deletion of obsolctc ones and incorporating Amendment No. 1.
In this revision the storage period has been increased from 90 days to one year.The requirement for ‘Binder
content’ has been deleted as the same is represented by the requirement for ‘Residue by evaporation’
(Tests on residue), which has been upgraded. Precision clauses have been incorporated in the methods
of tests for the requirements of ‘Residue on sieve’ and ‘Stability to mixing with cement’. Test method for
‘Particle charge’ requirement has been changed. The requirement ‘Stability to mixing with coarse
aggregate’ has been deleted and a new requirement ‘Coating ability and water resistance’ has been
incorporated. The requirement for ‘Solubility’, using carbon disulphide, has been deleted.
Most bituminous binders used in the construction of roads arcviscous semisolids at normal temperature.
Therefore, these require to be brought to a fluid state by heating, by dilution with solvent or by emulsifying
before being applied in thin film. Use of emulsions facilitates not only flow at atmospheric temperature
but also application to damp road surfaces and wet aggregates.
Bitumen emulsions are dispersions of very fine bitumen particles in an aqueous medium. They arc easy
to handle and find a wide application in road construction and maintenance; soil stabilization; grouting;
tack coating; surface dressing; seal coating; premixing; dust laying and in various other special cir-
cumstances where cold application of bitumen is desirable.
Bitumen emulsions may be of anionic type or cationic type. Bitumen emulsions for roads of anionic type
are covered in IS 3117 : 1965 ‘Specification for bitumen emulsion for roads (anionic type) (unde~?~visiorz)‘,
and this standard covers bitumen emulsions of the cationic-type for roads. The choice of the type of
emulsion for a particular situation would depend upon types of aggregates, climatic conditions, environ-
mental conditions, etc.
For the guidance of the users, the recommended uses of different types of cationic emulsions covered in
this standard are given in Annex A.
In the formulation of this standard due weightage has been given to international co-ordination among
the standards and practices prevailing in different countries in addition to relating it to the practices in
the field in this country.
For the purpose of deciding whether a particular requircmcnt of this standard is complied with, the final
value, observed or caiculated, expressing the result of a test or analysis, shall be rounded offin accordance
with IS 2 : 1960 ‘Rules for rounding off numerical values (revisccl)‘. The number of significant places
retained in the rounded off value shall be the same as that of the specified value in this standard.IS 8887 : 1995
/
Indian Standard
BITUMEN EMULSION FOR ROADS
( CATIONIC TYPE ) - SPECIFICATION
( First Revision )
1 SCOPE 3.2 Cationic Emulsions
This standard covers the physical and chemical re- An emulsions in which the cation of the emulsifier
quirements of bitumen emulsions (cationic type) is at the interface with the bitumen particle; an
for roads. emulsion in which the particles are positively
charged and the aqueous phase is acidic. Breaking
2 NORMATIVE REFERENCES
of these emulsions occurs by neutralization of
The following standards contain provisions which, charge.
through reference in the text, constitute provisions
of this standard. At the time of publication the 4 MATERXALS
editions indicated were valid. All standards are
4.1 Any suitable grade of bitumen as given in
subject to revision and parties to agreement based
on this standard are encouraged to investigate the IS 73 : 1992 with or without addition of suitable
flux, may be used.
possibility. of applying the most recent edition of
the standards listed below:
4.2 Any emulsifying agent or any other ingredient,
IS No. Title which either quality-wise or quantity-wise, is likely
to effect or harden the residue bitumen beyond the
73 : 1992 Paving bitumen (second revision)
limits specified under Sl No. (ix) of Table 1 shall
269 : 19S9 Specification for 33 grade ordinary
not be used.
Portland cement (fourth revision)
334 : 1982 Glossary of terms relating to 5 TYPES
bitumen and tar (second revision)
Emulsified bitumen shall be of the following three
460 : 1985 Test sieves types:
1201: 197s Methods of testing tar and a) Rapid Setting Type RS
bituminous materials; sampling b) Medium Setting Type MS
(jirst revision) c) Slow Setting Type SS
1203 : 1978 Methods for testing tar and
bituminous materials - Deter- 6 REQUIREMENTS
mination of penetration (first
6.1 Bitumen emulsion shall be homogeneous.
revision)
Within one year after manufacture it shall show no
120s : 197s Methods for testing tar and undispersed bitumen after thorough mixing.
bituminous materials - Deter-
mination of ductility (flirst revision) 6.2 The physical and chemical requirements of the
1216 : 1978 Methods for testing tar and three types of emulsions shall comply with the
bituminous materials - Deter- requirements specified in Table 1.
mination of solubility in carbon dis-
7 SAMPLING
ulphide or trichloroethylene @st
revision) 7.1 For the purpose of testing, the size of the
3117: 1965 Specification for bitumen emulsion sample and the sampling procedure from drums,
for roads (anionic type) barrels or bulk supply shall be as described in
IS 1201 : 1978 subject to the following:
3 TERMINOLOGY
a) From Drums or Barrels - The content of
3.1 For the purpose of this standard, the definition drum or barrel from which the sample is to
given in IS 334 : 1982 and the following shall apply. be taken shall be thoroughly mixed by
1LS8887:1995
rolling the container to and fro for a period 8 TESTS
of 2 to 3 minutes, successively in opposite
Unless specified otherwise, tests shall be carried
direction, allowing at least five revolutions
out as described by methods referred to in Table 1.
of tbe container in each direction and then
up-ending the container through two
9 MARKING
revolutions first in one direction and then in
the opposite direction.
9.1 Each container shall be legibly and indelibly
b) From Bulk - Where practicable, bulk marked with the following:
delivery of bitumen emulsion shall be
a) Indication of the source of manufacture;
agitated by forced circulation or air agita-
b) Month and year of manufacture;
tion, before sampling.
c) Type;
Cl The sample of bitumen emulsion shall be
d) Batch number; and
drawn within 24 hours after delivery and
e) Date of expiry.
tested within 7 days from the date of draw-
ing, unless otherwise specified.
9.1.1 BIS Cestifcation Marking
7.1.1 Preparation of Samples
The container may also be marked with the
Before carrying out any of the tests, the sample shall Standard Mark.
be mixed by gentle shaking to ensure uniformity.
9.1.1.1 The use of the Standard Mark is governed
7.2 If the single sample from a single run fails to by the provisions of Bureau of Indian Standards Act,
fulfil the test requirements under 6, sample shall be 1986 and the Rules and Regulations made there-
drawn on the basis of 7.1 for testing in the same under. The details of conditions under which the
manner. If these samples conform to requirement licence for the use of the Standard Mark may be
of 6, the lot shall be accepted otherwise the lot shall granted to manufacturers or producers may be ob-
be rejected. tained from the Bureau of Indian Standards.
Table 1 Physical and Chemical Requirements of Bitumen
Emulsion (Cationic Type)
(Clauses 4.2,6.2 and 8)
Sl Characteristics Type of Emulsion Melhod of Test,
No. r-- iz . Ref to
MS ss
(1) (2) (‘9 (5) (6)
i) Residue on 600-micron 0.05 0.05 0.05 Annex B
IS Sieve (percent by mass, MUX)
ii) Viscosity by Saybolt Furol Viscometer, Appendix A
seconds of IS 3117 : 1965
At 25°C - - 20-100
At 50°C 50-400 50-400 -
iii) ’ )Coagulation of emulsion Nil Nil Nil Annex C
at low temperature
iv) Storage stability 1 1 Annex D
after 24 11,p ercentage, Mux
v) Particle charge Positive Positive Positive Annex E
vi) Coating ability and water resistance Annex F
Coating, dry aggregate - Good -
Coating, after spraying - Fair -
Coating, wet aggregate - Fair -
Coating, after spraying - Fair -
vii) Stability to mixing with cement - - 2 Annex G
(percentage coagulation)
viii) Miscibility with water Nil Nil Nil Annex H
ix) ‘ests on residue: Annex J
a) Residue by evaporation, 65 65 57
percent, Min
b) Penetration 2.S°C/100 g/5 set 60-210 60-210 60-210
c) Ductility 27’C/cm, Min 75 75 75
d) Solubility : In trichloroethylene, 97.5 97.5 95.7
Min
I) This requirement shall be applicable only under situations where the ambient temperature is below 15% I
2IS 8887:1995
ANNEX A
( Foreword )
RECOMMENDED USE OF CATIONIC EMULSION
A-l The recommended uses of three types of emul- Trpe Recommended Uses
sified bitumens of the cationic type are given below:
micron IS Sieve, and also for surface
Type Recommended Uses
dressing and penetration macadam.
RS A quick setting emulsion used for
A slow setting emulsion used for plant
surface treatment, penetration ”
or road mixes with graded and fine
macadam and tack coat.
aggregates, a substantial quantity of
MS A medium setting emulsion used for
which passes a 2.36 mm IS Sieve, and
plant or road mixes with coarse
a portion of which may pass a 75
aggregates substantially all of which is
micron IS Sieve, slurry seal treatment,
retained on 2.36 mm IS Sieve and
etc.
practically none of which passes 7.5
ANNEX B
( Table 1)
METIIOD FOR DETERMINATION OF RESIDUE ON SIEVING ON 600-MICRON IS SIEVE
B-l APPARATUS the emulsions has been passed through the sieve,
remove the sieve and weigh the container to the
B-l.1 600-Micron IS Sieve - A circular sieve
nearest 1 g (W2). Wash the sieve repeatedly with
approximately 100 mm in diameter and 40 mm
appropriate solution until the washings are no
height.
longer discoloured and then wash with distilled
B-l.2 Metal or Glass Dish - A small metal or water until free from solution. Place the sieve in
glass dish about 110 mm in diameter (such as a the small dish to dry for 2 hours in the oven at 105
clock glass). + 5°C. Cool and reweigh together to the nearest
0.01 g (Ws).
B-l.3 Oven - A well ventilated oven thermo-
statically controlled to 100 to 110°C. B-4 CALCULATIONS
B-1.4 Balances - One of capacity 250 g and
Percentage retained ww32 -_ WwI4 x 100
accuracy of 0.01 g and one of capacity 10 kg and
accuracy of 1 g. where
B-l.5 Container - A clean, weighed, 4 litre WI = mass in g of sieve and small dish;
WZ = mass in g of container and emulsion;
container.
Ws = mass in g of sieve, small dish and
B-2 MATERIALS residue; and
B-2.1 Solution - A 2 percent sodium oleate W4 = mass in g of container.
solution of N/10 hydrochloric acid.
B-5 REPORT
B-2.2 Solvents - Xylene and acetone.
The percentage of mass retained, as calculated
B-3 PROCEDURE under B-4, shall be reported.
B-3.1 Wash the sieve with xylene and then with
B-6 PRECISION
acetone. Place it in the dish, dry in the oven at 100
to 110°C for one hour, cool and weigh, together The duplicate test results should not differ by more
with thedish, to the nearest 0.01 g(Wi). Remove the than the following:
sieve from the dish and moisten with the solution.
Remove uniformly the 4-litre sample by gentle Sieve Test,
agitation and strain immediately through the sieve Percent Repeatability, Reproducibility,
into the cleandry, weighed container (W4). Sieve Retained Percent Percent
the low and high viscosity emulsion at room 0 to 0.5 0.03 0.08 ,
. temperature and 50°C respectively. When whole of
3IS 8887 : 1995
ANNEX C
( Table 1 )
METHOD FOR DETERMINATION OF COAGULATION OF EMULSIONS AT
LOW TEMPERATURE
C-l APPARATUS ing process stir slowly. Lower the temperature of
water, by adding common salt, to - 1 to - 15°C so
C-l.1 Glass Boiling Tube - 150 mm long and
that the temperature of the emulsion is reduced to
25 mm in internal diameter, provided with a cork
0°C. At 0°C discontinue stirring and transfer the
and central hole 13 mm in diameter.
tube to another beaker with a freezing mixture at a
C-l.2 Sieve - 600-micron IS Sieve. temperature of -3 to -4°C and allow the emul-
sion to remain quiscent for 30 minutes. Remove the
C-l .3 Beaker - Two, 600 ml capacity.
tube from the freezing mixture without disturbance
C-l.4 Water-Bath-Thermostatically controlled. and allow the temperature of the content to rise
spontaneously to room temperature. Moisten the
C-2 MATERIALS
sievewith cetrimide and pass the emulsion through
C-2.1 Solution - A l-percent solution of the sieve. Wash the tube free from emulsion and
cetrimide (a mixture of alkyltrimethyl ammonium other residue with cetrimide and pass the washings
bromide) in N/10 hydrochloric acid. through the sieve. The coagulated bitumen, if any,
will be retained on the sieve.
C-2.2 Solvents - Xylene and acetone.
C-4 REPORT
C-3 PROCEDURE
C-3.1 Wash 600-micron IS Sieve with xylene, Report the emulsion as ‘passed’ if no coagulation
acetone and distilled water. Moisten the clean sieve takes place.
with cetrimide. Pass some of the emulsions
NOTE - If the emulsion is exposed to temperature below
through the sieve and introduce 20 ml of sieved 4% during storge/transportation the following additional
emulsion into the boiling tube. Bring the emulsion criteria shall apply:
by plunging the tube into the water at 3O“C and stir a) Subzero temperature -17.8”C
gently with the thermometer until temperature of b) Freezing and thawing cycle shall be repeated three
the emulsion is constant. Remove the tube from times
warm water and plunge into the beaker containing After the third cycle the emulsion shall be examined for
iced water at the bottom of which crushed ice is homogeneity.
retaine.d by a piece of wire gauge. During the cool-
ANNEX D
(T able 1)
METHOD OF DETERMINATION OF STORAGE STABILITY
D-l APPARATUS D-l.6 Oven - Thermostatically controlled,
capable of maintaining temperature of 163 -C
D-l.1 Cylinders - Two 500-ml glass cylinders,
2.8”C.
with pressed or moulded glass bases and cork or
glass stoppers, having an outside diameter of 50 -C D-2 PROCEDURE
5 mm and having 5-ml graduations.
D-2.1 Bring the bitumen emulsion to room
temperature (21 to 27°C). Place a 500-ml repre-
D-l.2 Glass Pipette - A 6-ml syphon glass tube
sentative sample in each of the two gIass cylinders.
pipette.
Stopper the cylinders and allow them to stand un-
D-l.3 Balance - capable of weighing 500 g within disturbed, at laboratory air temperature (21 to
2 0.1 g. 27”C), for 24 hours. After standing for this period,
remove approximately 55-ml from the top of the
D-l.4 Glass Beakers - Three glass beakers of 600
emulsion by means of the pipette or syphon without
or 1 OOO-mlc apacity, made of borosilicate glass.
disturbing the rest. Thoroughly mix each portion.
D-l.5 Glass Rods -with flame polished ends, D-2.2 Weigh 5O-tO.l g of each sample into
6.4 mm in diameter and 178 mm in length. separately weighed 600 or 1 OOO-mlg lass beakers,
41s 8887 : 1YYS
each beaker having previously been weighed with weighed 600 or 1 OOO-mlg lass beakers. Determine
the glass rod (see D-1.5). Adjust the temperature the bituminous residue of these samples in accord-
of the oven to 163 +- 2.8”C. Then place the beakers ance with D-2.2.
containing the rods and sample in the oven for
D-3 CALCULATION
2 hours. At the end of this period remove each
beaker and thoroughly stir the residue. Replace in Calculate the storage stability as the numerical dif-
the oven for 1 hour, then reinove the beakers from ference between the average percentage of
the oven, allow to cool to room temperature, and bituminous residue found in the two top samples
weigh, with the rods (see Note). and that found in the two bottom samples.
NOTE-Careshall be taken topreventlossof bitumenf rom D-4 PRECISION
the beaker through foaming or spattering or both. For this
reason, 1 OOO-ml beakers are recommended. Also, the plac- D-4.1 Duplicate determinations by the same
ing of beakers and emulsion samples in a cold or warm oven operator shall not be considered suspect if the
and bringing the oven and sample up to a temperature of
determined values differ by more than 0.5 percent.
163’C together is permissible. If preferred, preliminary
evaporation ofwatermay beaccomplished byc areful heating D-4.2 Reproducibility
on a hot-plate, followed by oven treatment at 163’C for 1
hour. The values reported by each of the two laboratories
D-2.3 After removal of the sample, syphon off the representing the arithmetic average of duplicate
next 390-ml (approximate) from each of the determinations shall not be considered suspect
cylinders. Thoroughly mix the emulsion remaining values if the reported values differ by more than 0.6
in the cylinders and weigh 50 + 0.1 g into separate percent.
ANNEX E
( Table 1)
METHOD FOR DETERMINATION OF PARTICLE CHARGE
E-l APPARATUS through a switch, a rheostat and an ammeter, to a
depth of 25 mm and mark the +Ve and - Ve plates.
E-l.1 Current Source - A 12 V battery.
Close the switch and adjust the rheostat so that the
E-l.2 Rheostat - of 2 000 ohm capacity. current in the circuit is more than 4 mA. Open the
circuit after 30 minutes and remove the plates.
E-l.3 Ammeter - of 0.1 ampere capacity.
Gently wash the plates if necessary with distilled
E-l.4 Stainless Steel Plates - 25 mm 75 water to remove unbroken emulsion and then
TWO, x
mm size. examine.
E-l.5 Glass Container - of 500 ml capacity. E-3 REPORTING
E-2 PROCEDURE An appreciable layer (continuous opaque film) of
deposited bitumen on the negative plate (cathode)
Take sufficient quantity of a representative sample
with a relatively clean bitumen free positive plate
of bitumen emulsion in the glass container. Im-
(anode) indicates a cationic emulsion of positively
merse two stainless steel plates 25 mm x 75 mm
charged particles.
which are connected to a 12 volts battery circuit
ANNEX F
( Table 1)
COATING ABILITY AND WATER RESISTANCE
F-l APPARATUS F-1.3 Sieves - Standard sieves or IY mm and 4.75
mm conforming to IS 460 : 1985.
F-l.1 Mixing Pan - A whole enamelled kitchen
F-l.4 Constant Head Water Spraying Apparatus
pan with handle, of approximately 3-litre capacity.
- An apparatus for applying tap water in a spray
F-l.2 Mixing Blade -A putty knife with a 30 mm under a constant head of 775 mm. The water shall
x 90 mm steel blade with rounded corners. A 254 issue from the apparatus in a low velocity spray.
mm kitchen mixing spoon may be used as an alter- F-l.5 Thermometer - It shall be of the mercury-
native. in-glass type nitrogen filled, with the stem made of
5IS8887:1995
lead glass or other suitable glass. It shall be approximately one minute by means of a mixing
engraved and enamelled at the back and provided blade to obtain uniform film of dust on the
with an expansion chamber and glass ring at the top. aggregate particles. The total weight of aggregate
The bulb shall be cylindrical, made of suitable shall be 465 g.
thermometric glass. The dimensions, tolerances F-4.4 Pipette 9.3-ml of water to the aggregate and
and graduations of the thermometer shall be as CaCO3 dust mixture into the mixing pan and mix
follows: thoroughly to obtain uniform wetting.
Range -2°C to 80°C F-4.5 Weigh 3.5 g of bitumen emulsion into the
aggregate in the pan and mix vigorously with the
Graduation at each 0.2”C
mixing blade for 5 minutes by a back and forth
Longer lines at each 1°C motion in an elliptical path of the mixing blade or
spoon. At the end of the mixing period, tilt the pan
Figures at each 2°C
and permit any excess emulsion not on the
Immersion, mm Total aggregate to drain from the pan.
Overall length 378 to 384 mm F-4.6 Remove approximately one half of the mix-
ture from the pan and place it on absorbent paper
Length of graduated 243 to 279 mm
and evaluate the coating.
portion
F-4.7 Immediately spray the mixture remaining in
Length of bulb 9 to 14 mm
the pan with tap water from the constant head water
Bulb diameter No larger than spraying apparatus to cover the mixture. The dis-
stem diameter tance from the spray head to the sample shall be
(305 + 75 mm). Then carefully pour off the water.
Stem diameter 6.0 to 7.0 mm
Continue spraying and pouring off the water until
Distance from bottom of 75 to 90 mm the overflow water runs clear. Carefully drain off
bulb to 0°C the water on the pan. Scoop the mixture from the
mixing pan on to absorbent paper for evaluation of
Scale error, MUX 0.2”C coating retention in the washing test.
F-l.6 Balance - Capable of weighing 1 000 g F-4.8 Evaluate the mixture immediately by visual
within kO.1 g. estimation as to the total aggregates surface area
that is coated with bitumen.
F-l.7 Pipette - of 10 ml capacity.
F-4.9 Report the evaluation by visual estimation of
F-2 MATERIALS
the coating of the aggregate surface area by
F-2.1 Aggregate - Standard limestone aggregate bitumen after the mixture has been surface air dried
shall be a laboratory washed and air cooled in the laboratory at room temperature. A fan may
aggregate graded to pass 19 mm sieve and retained be used for drying if desired.
on 4.75 mm sieve.
F-5 REPORTING OF TEST RESULTS
F-2.2 Calcium Carbonate - Chemically pure
F-5.1 Evaluate and report the following informa-
precipitated (CXO3) shall be used as a dust to be
tion for tests with both dry and wet aggregates.
mixed with the standard aggregate.
F-5.2 At the end of the mixing period record the
F-2.3 Water - Tap water of not over 250 ppm coating of the total aggregate surface area by the
CZaCO3 hardness for spraying over the sample. bitumen emulsion as ‘good’ ‘fair’ or ‘poor’ where a
rating of ‘good’ means fully coated by the bitumen
F-3 SAMPLE
emulsion excessive of pinholes and sharp edges of
The sample shall be representative of the bitumen the aggregates, a rating of ‘fair’ coating applies to
emulsion to be tested. the condition of an excess of coated area over un-
coated area and a rating of ‘poor’ applies to the
F-4 PROCEDURE FOR TEST WITH WET
condition of an excess of uncoated area over coated
AGGREGATE
area.
F-4.1 Carry out the test at 24 + 55°C.
F-5.3 After spraying with water record the coating
F-4.2 Weigh 460 g of the air dried/graded limestone of the total aggregate surface area by the bitumen
aggregates in the mixing pan. as ‘good’, ‘fair’ or ‘poor’.
F-4.3 Weigh 40 g of CaCO3 dust in the mixing F-5.4 Comments about the results of the test may
pan and mix with the 460 g of aggregate for be included in the evaluation.
6IS 8887 : 1995
ANNEX G
( Table 1)
STABILITY TO MIXING WITH CEMENT
G-l APPARATUS minute. At the end of one-minute mixing period
add 150-ml freshly boiled distilled water at room
G-l.1 Sieves - A 1.40 mm IS Sieve approximately
temperature and continue stirring for 3 minutes.
100 mm in diameter and 40 mm in height and
Maintain the ingredients at a temperature of ap-
150-micron IS Sieve approximately 200 mm in
proximately 25°C during mixing. Pour the mixture
diameter.
through the weighed 1.40 mm IS Sieve and rinse
G-l.2 Metal Dish - A round-bottomed metal with distilled water. Place the sieve in the weighed
utencil of approximately 500-ml capacity. pan, heat in the oven at 110°C until dry and weigh
to nearest 0.1 g(W2).
G-l.3 Steel Rod -A steel rod with rounded ends
13 mm in diameter. G-4 CALCULATION
G-l.4 Balance - 250 g capacity accurate to 0.1 g.
Coagulation value w2 - Wl x 1oo
G-l.5 Graduated Cylinder-of 100-ml capacity. w3
where
G-l.6 Shallow Pan - of 100 mm diameter and of WI = mass in g of weighed sieve and pan,
about 50-m] capacity. W2 = mass ‘in g of the sieve and pan and the
material retained on them, and
G-l.7 Oven - A well-ventilated oven controlled
W3 = mass in g of binder in lOO-ml of diluted
at 110°C.
determined according to Annex J.
G-2 MATERIAL
G-5 REPORT
G-2.1 Ordinary portland cement conforming to
Report the coagulation value as percentage to the
IS 269 : 1989. It shall be kept in sealed container
nearest whole number.
and not exposed to atmosphere before use.
G-6 PRECISION
G-3 PROCEDURE
The duplicate test results shall not differ by more
G-3.1 Make up the water content of the emulsion
than the following:
to 50 percent by adding extra water if necessary.
Pass the cement through 150-micron IS Sieve and Cement Mixing Repeatability Reproducibility
weigh 50 g into the metal dish. Weigh the 1.40 mm Mass, Percent Mass, Percent Mass, Percent
IS Sieve and shallow pan to nearest 0.1 (WI). Add
lOO-ml of emulsion to the cement in the dish and 0 to 2 0.2 0.4
stir the mixture at once with the steel rod with a NOTE - Ordinary prtlant cement conforming to IS 269 :
circular motion making about 60 revolutions per 1989 shall be used.
ANNEX H
( Table 1)
METHOD FOR DETERMINATION OF MISCIBILITY WITH WATER
II-1 PROCEDURE a temperature of 20 to 30°C. Allow the mixture to
stand for 2 hours and examine it for any appreciable
Gradually add 150-ml distilled water, with constant
coagulation of the bitumen content of the emulsion.
stirring to 50-ml of emulsion in a 400-ml beaker atIS 8887 : 1995
ANNEX J
( Clnuses 6.2, G-4 and Table 1 )
METHOD FOR DETERMINATION OF RESIDUE BY EVAPORATION
J-l APPARATUS J-3 CALCULATION
J-l.1 Glass Beakers - low form of 1 OOO-ml J-3.1 Residue, percent = 2 (4 - B)
capacity made of borosilicate glass.
where
A = mass of beaker, road and residue g; and
J-l.2 Glass Rods - With flame polished 6.4 mm
B = tare mass of beaker and rod, g.
in diameter and 177.7 mm in length.
J-3.2 Take the average of three values obtained for
J-l.3 Balance - of 500 g capacity and accurate to
residue, percent.
& 0.1 g.
J-4 TESTS ON RESIDUE
J-l.4 Oven - Thermostatically controlled at a
temperature of 163 + 2.8”C. J-4.1 Penetration - Determine penetration on a
sample of the residue in accordance with IS 1203 :
J-2 PROCEDURE
1978.
Weigh 50 -+ 0.1 g of thoroughly mixed emulsion
J-4.2 Ductility - Determine the ductility on a
into each of three beakers each of which has pre-
representative portion of the residue in accordance
viously been weighed with the glass rod. Place the
with IS 1208 : 1978.
beaker along with the rod in the oven at 163 z? 2.8”C
for 2 hours. At the end of this period remove each 5-4.3 Solubility in Trichloroethylene - Deter-
beaker and stir the residue thoroughly. Replace in mine the solubility in trichloroethylene on a
the oven for another one hour then remove and representative sample of the residue in accordance
cool at room temperature, weigh the beakers along with IS 1216 : 1978.
with the rods.
8Bureati of Indian Standards
BIS is a statutory institution established under the Bureau of Indian Stundurds Act, 1986 to promote
hatmonious 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 arc issued to standards as the need arises on the basis of comments. Standards are also reviewed
periodically; a standard along with amendments is reaffirmed when such review indicates that no changes are
needed; if the review indicates that changes are needed, it is taken up for revision. Users of Indian Standards
should ascertain that they are in possession of the latest amendments or edition by referring to the latest issue
of ‘BIS Handbook’ and ‘Standards Monthly Addition%‘.
This Indian Standard has been developed from Dot: No. PCD 6 ( I 17.3)
Amendments Issued Since Publication
Amend No. Date of Issue Text Affected
BUREAU OF INDIAN STANDARDS
Headquarters:
Manak Bhavan, 9 Bahadur Shah Zafar Marg, New Delhi 110002 Telegrams: Manaksanstha
Telephones: 323 0131,323 33 75,323 94 02 (Common to all offices)
Regional Offices: Telephone
Central : Manak Bhavan, 9 Bahadur Shah Zafar Marg 323 76 17,323 38 41
NEW DELHI 110002
Eastern : l/14 C.I.T. Scheme VII M, V.I.P. Road, Maniktola 337 84 99,337 85 61
CALCUTTA 700054 3378626,33791 20
Northern : SC0 335-336, Sector 34-A, CHANDIGARH 160022 60 38 43
1 60 20 25
Southern : C.I.T. Campus, IV Cross Road, CHENNAI 600113 235 02 16,235 04 42
{ 2351519,2352315
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
,
;’
. 1AMENDMENT NO. 1 MAY 2002 F
I
IS 8887:1995 BITUM&OEMULSION FOR ROADS
(CATIONIC TYPE) — SPECIFICATION
(FinstReviswn )
[ Page 2, Table 1, S1No. (vii), CO12 ] — Substitu& ‘smbititytotiig with
cement ( percentage coagulation ), MUZ’ for ‘Stabilityto mixingwithcemmt(pfmxntage
coagulation )‘.
[Page 2, Table 1,S1No.(ix) (d),CO15]— Substitute ‘97.Sfor ‘95.7’
( Page 3, clause B-6) — Substitute thefollowing for theexisting:
‘B-6 PRECISION
Theduplicate testresults shallnotdiffer by more than thefollowing
Sieve TesbPercent Repeatability, Reproducibility,
Retained
Percent Percent
oto0.05 0.02 0.04
(Page 4,clause C-4, Note, line 2)—Substitute ‘storagef’or ‘worse’.
(Page 4, clause D-1.2) — Substitute ’60ml’for ‘6-ml’.
(Page 4, clause D-1.5) — Substitute thefollowing for theexisting
‘D-1.5 Glasa Rods — With flame polished ends, 6.5 ~ 0.5 mm in diameter and
175f 5mminlength.’
(Page 6, ckmse F-4.3, line 1)— Substitute ’4’for ‘40’. ,
(Page 6, clause F-4.3, line 6 )— Substitute ’460 for ‘465’.
(Page 8, clause J-1.2) — Substitute thefollowing fortheexisting
‘J.1.2 Glass Roda — Wi& flame polished ends, 6.5* 0.5 mm indiameter and
175f 5mm inlength.’
(Page 8,clause J-3.1, line 3)— Substitute‘rod’for ‘road’.
(PCD6)
Reprography UniGBIS, New Dethi, India
|
9401_13.pdf
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-
I ^ . IS 9401 (Part 13 ) : 1992
METHOD OF MEASUREMENT OF WORKS IN
RIVER VALLEY PROJECTS
( DAMS AND APPURTENANT STRUCTURES )
PART 13 EARTH AND FILL DAMS
.._,
UDC 627.824 : 626.1 : 69.003.12
@ BIS 1992
BUREAU OF INDIAN STANDARDiS
MANAK BHAVAN, 9 BAHADUR SHAH ZAFAR MARG
NEW DELHI 110002
Price Group 2
December 1992Measurement of Works of River Valley Projects Sectional Committee, RVD 23
FOREWORD
This Indian Standard ( Part 13 ) was adopted by the Bureau of Indian Standards, after the draft
finalized by the Measurement of Works of River Valley Projects Sectional Committee had been
approved by the River Valley Division Council.
In the measurement of works of river projects a large diversity of methods exist at present
according to local practices. This lack of uniformity creates complications regarding measure-
ments and payments. Keeping in view the large amount of financial outlay involved in river
valley projects and also the fact that the authorities responsible for completing these projects,
are of the state level or national level, it is felt that a suitable methodology is needed for adopt-
ing uniform practices towards the measurement of works so that the scope of complications and
misinterpretation of items of work is reduced, as far as possible. This standard is being formu-
lated in various parts so as to cover each type of work separately. This part is intended to
provide a uniform basis for measuring the work done in respect of earth and fill dams.
For the purpose of deciding whether a particular requirement of this standard is complied with
the final value, observed or calculated, expressing the result of a test or analysis, shall be rounded
off in accordance with IS 2 : 1960 ‘Rules for rounding off numerical values ( revised )‘. The
number of significant places retained in the rounded off value should be the same as that of the
specified value in this standard.IS 9401 ( Part 13 ) : 1992
Indian Standard
METHODOFMEASUREMENTOFWORKSIN
RIVERVALLEYPROJECTS
(DAMSANDAPPURTENANTSTRUCTURES)
PART 13 EARTH AND FILL DAMS
1 SCOPE to the nearest 0.01 ma and cubic contents shall
be walked out to the nearest O-01 m3.
1.1 This standard ( Part 13 ) covers the method
for measurement of earth and fill dams. 3.4 Work executed in the following conditions
shall be measured separately:
2 REFERENCES
a) Work in or under water
2.1 The Indian Standards listed below are
b) Work in or under foul positions/condi-
necessary adjuncts to this standard:
tions
IS No. Title
c) Work under tides
9401 Method of measurement of
3.4.1 The levels of high and low water tides
( Part 1 ) : 1982 works in river valley projects
( Dams and appurtenant struc- where occurring shall be stated.
tures ) : Part 1 Excavation 3.5 The items of work shall fully describe the
for foundation material and workmanship and accurately
9401 Method of measurement of represent the work to be executed.
( Part 2 ) : 1982 works in river valley projects 3.6 The following work shall not be measured
( Dams and appurtenant struc- separately and allowance for the same shall be
tures ) : Part 2 Dewatering deemed to have been made in the description
940 1 Method of measurement of of the main item:
( Part 3 ) : 1980 works in river valley projects a) Setting out work, profiles, bench marks,
( Dams and appurtenant struc- etc;
tures ) : Part 3 Grouting b) Site clearance such as cleaning grass and
9401 Method of measurement of vegetation;
( Part 6 ) : 1984 works in river valley projects c) Unauthorized battering or benching of
( Dams and appurtenant struc-
excavation;
tures ) : Part 6 Ventilation
d) Preparation of borrow areas;
pipes and other embedded
materials e) Forming ( or leaving ) steps or ramps in
the sides of deep excavation and their
9401 Method of measurement of
removal after measurement;
( Part 8 ) : 1985 works in river valley projects
(Dams and appurtenant struc- f) The labour and material required for
tures ) : Part 8 Instrumentation taking cross sections; and
g) Bailing or pumping out of water in exca-
3 GENERAL
vation frcm rain, if not measured
3.1 In booking dimensions the order shall be
separately.
consistent and generally in the sequence of
length, breadth or width and height or depth or NOTE - Dewatering, if measured separately, shall
thickness. be according to Part 2 of this standard ( see 2.1 ).
3.2 Items may be clubbed together provided 4 CLASSIFICATION
that the break-up of the clubbed items is agreed
4.1 The materials to be excavated from borrow
to be on the basis of the detailed descriptions
areas shall be broadly classified as follows:
of the items stated in the standard.
a) Those requiring blasting, and
3.3 All work shall be measured net in the
decimal system. Dimension shall be measured b) Those that can be excavated without
to the nearest 0.01 m areas shall be worked out blasting.
1IS 9401 ( Part 13 ) : 1992
5 EARTHWORK AND FILL 7 STRIPPING AND BENCHING
5.1 The measurement of earthwork and fill shall 7.1 The stripping and benching measured, shall
be done in cubic metres. The measurement be of the actual work done which shall include
taken shall be those of the authotized dimen- all items like excavation, dressing of benches
sions. and foundations, rehandling and renioval of
materials from site.
5.2 lrregular areas shall be divided into a
number of$igures of known area like triangles, 8 CUT-OFF TRENCH
rectangles, etc. The remaining part, which can-
8.1 The measurement shall be made as in 5
not be formed into regular figures may be eva-
as per actual work done and shall include
luated by taking out average height drawn on a
items of work i:;cluding excavation of earth,
common base, by Simpson’s Rule. In case of
transportation, breaking clods, picking of roots
irregular volume the volume shall be deter-
levelling and laying, watering and compaction.
mined by prismodial formulae.
It shall include leads and lifts of disposal and
shoring where necessary.
The measurement of each classification of
material ( fiII ) shall be measured separately.
9 FOUNDATION GROUTING
Theactual measurement of fill shall be calculated 9.1 The method of measurement shall be
by taking levels at suitable intervals ( normally according to Part 3 of this standard ( see 2.1 ).
at 15 m or closer ) cf the original ground
before the start of the work after site clearance 10 CLAY BLANKET, ETC
and stripping, where required, and after com-
paction of the fill as envisaged in the schedule 10.1 The work shall be measured as i,l 5,
the gross quantity of hearting, casing, clay
of work a,ld the quantity of fill computed from
blanket, etc, as the case may be, shall be based
these 1eveIs. Deductions shall be made from
on these cross sections, in which also shall be
actual measuremelitsin all claises of fi!ls toarrive
indicated separate zones of hearting, casing,
at a net measurement of filling based on pre-
clay blanket, filter material, pitching, etc, for
accepted deductions ( stated as a percentage ).
facility of arriving at the correct quantity of
The compacted earthfill ( done by means of hearting and casing, etc, that went into the
rollers, etc ) shall be measured separately in embankment.
cubic metres and shall include formation of
slope lines. The actual measurement shall be 11 FILTER
done as mentioned above and no deduction
11.1 Measurement of filter shall be done by
shall be made for settlement, shrinkage, etc.
volume in cubic metres. The description shall
The volume of structures, specially compacted
indicate the type of material, the method of
earthfill ( see 5.2.1 ) and other works, which
tamping to the requisite dimensions and shall
are measured separately, shall be deducted. If
include supply of material and labour necessary
any tests are to be conducted in respect of
for completing the work. The excavation, if
material or finished work the same shall be
any, shall be measured separately as in 5.
specified and included in the item.
12 RIPRAP
5.2.1 The specially compacted earthfill ( in
which rollers, etc, cannot be used ) shall be 12.1 The measurement of riprap shall be made
measured in cubic metres separately as in volume in cubic metres of the quantity
mentioned above. placed. The description of item shall include
all operations, type of material and method of
5.3 The item shall include treatment of founda- placing. Excavation, if done, shall be measured
tion, laying of layers in uniform specified separately as in 5.
thickness wit,h specified degree of compaction,
removal of roots and vegetations, breaking clods 13 TURFING
and dressing, preparation of slopes, watering
13.1 It shall be measured in square metres.
and conducting specified tests with all leads
1‘he descripiion of items shall include all
and lifts.
operations including supply and transportation
of materials, grcwing grass or vines af?er plac-
6 EXCAVATION IN FOUNDATION
ing rich soil of specified thickness and, if
6.1 It shall be measured according to Part 1 required, watering after placing specified
of this standard ( see 2.1 ). quantity of manure.IS 9401( Part 13 ) : 1992
14 DRAINAGE SYSTEM 15 RELIEF WELL
14.1 Horizontal Drain 15.1 The measurement of relief wells shall be
in linear metres of the depth of the well. The
The perforated pipe for horizontal drain shall description of the item.shall specify the type of
be measured according to Part 6 of this material used, type of various well screen,
standard ( see 2.1 ). The excavation shall be bottom plug, bedding, gravel pack, making of
measured separately as in 5. the well structure, and placing backfill in the
excavated area outside the embankment. Exca-
14.2 Vertical Drain vation, if required, shall be measured separately
as in 5.
Drilling of drainage holes shall be measured in
linear metres cf the depth from the inside face of 16 INSTRTJMENTAI’ION
the concrete, including the portion of the holes
16.1 Instrumentation as applicable shall be
formed by pipe inserts, if used. The descrip-
measured according to Part 8 of this standard
tion of the item shall include types of the pipes
( see 2.1 ).
and ail labour required to complete the work.
17 REMOVAL OF TREES AND HEDGES
14.3 Rock Toe
Clearing areas of shrubs, brush-wood and small
It shall be measured in cubic metres of the trees not exceeding 30 cm in girth, shall be
volume placed to the lines and grades as shown measured in square metres and shall be deemed
in the drawing. The description of the item to include removal and disposal.
shall include all materials, operations including
Cutting down trees exceeding 30 cm girth and
the labour required for forming and transport-
over up to 100 cm, shall be enumerated as one
ation with all lead and lift.
item. The cutting down of trees exceeding
100 cm girth shall be enumerated separately
14.4 Tqe Drain stating the girth. The girth shall be measured
at 1 m above ground level. The item shall
The measurement of toe drain shall be in linear
include lopping of branches as well as removal
metres. The description of item shall include
and disposal.
the type of the material used, the method of
Cutting down hedges and removal of fences
embedding in filter, preparing and placing bed-
shall be fully described and measured in running
ding materials under and around the pipe/tiles,
metres and shall be deemed to include removal
making joints to the pipe and placing backfill
and disposal.
in trenches outside the limits of the dam
embankment. Excavation, if necessary, shall Digging out of roots, including stacking shall
be measured separately as in 5. be measured separately and enumerated.Standard Mark
The use of the Standard Mark is governed by the provisions of the Bureau of Indian
Standards AC?, 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
BTS has the copyright of all its publications. No part of thes: publications may be reproduced
in any form without the prior permission in writing of BIS. This does not preclude the free use,
in the course of implementing the standard, of necessary details, such as symbols and sizes, type
or grade designations. Enquiries relating to copyright be addressed to the Director
( Publications ), BIS.
Revision of Indian Standards
Indian Standards are reviewed periodically and revised, when necessary and amendments, if
any, are issued from time to time. Users of Indian Standards should ascertain that they are in
possession of the latest amendments or edition. Comments on this Indian Standard may be
sent to BIS giving the following reference:
Dot : No. RVD 23 ( 69 )
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
I
NEW DELHI 110002 E3 31 13~7 5
bastern : 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
I
53 38 43, 53 16 40
horthern : SC0 445-446, Sector 35-C, CHANDIGARH 160036
I 53 23 84
235 02 16, 235 04 42
Southern : C. I. T. Campus, IV Cross Road, MADRAS 600113
I ‘235 15 19, 235 23 15
Western ? Manakalaya, E9 MIDC, Marol, Andheri ( East ) 632 78 58
BOMBAY 400093 632 78 92
Branches : AHMADABAD. BANGA.LORE. BHOPAL. BHUBANESHWAR. COIMBATORE.
FARIDABAD. GHAZIABAD. GUWAHATI. HYDERABAD. JAIPUR. KANPUR.
LUCKNOW. PATNA. THIRUVANANTHAPURAM.
Printed at Printwell Printers, Aligarh. India
|
1367_e_1.pdf
|
. .
IS 1367( Part 14/See 1 j :2002 —
ISO 3506-1:1997
n Cmjf?i?l-?i
rlcoll
Indian Standard
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)
ICS 21.060.10
@BIS 2002
BUREAU OF INDIAN STANDARDS
MANAK BHAVAN, 9 BAHADUR SHAH ZAFAR MARG
NEW DELHI 110002
December 2002 Price Group 9Bolts, Nuts and Fasteners Accessories Sectional Committee ,BP 33
NATIONAL FOREWORD
This Indian Standard (Part 14/See 1)(Third Revision) which is identical with ISO 3506-1:1997 ‘Mechanical
properties of corrosion-resistant stainless-steel fasteners—part 1: Bolts, screws and studs’ issued by
the International Organization for Standardization (1S0) was adopted by the Bureau of Indian Standards
on the recommendation ofthe 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 !S0 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/See 2) :2002 Technical supply conditions for threaded steel fasteners: Part 14
Mechanical properties ofcorrosion-resistant stainless-steel fasteners,
Section 2 Nuts (third revision)
IS 1367(Part 14/See 3) :2002 Technical sIIpply conditions for threaded steel fasteners: Part 14
Mechanical properties ofcorrosion-resistant stainless-steel fasteners,
Section 3 Set 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 inIndian Standards, the current practice
is to use a point (.) as the decimal marker.
Inthis adopted standard, reference appears tocertain 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
IS068-1 :’) IS 4218(Part 1):2001 ISO General purpose metric Identical
screw threads: Part 1 Basic profile (second revision)
1S0261 :’) IS 4218(Part 2): 2001 ISO 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 4Selected sizes for screws, bolts
and nuts (second revision)
ISO 724:1993 IS 4218(Part 3):1999 ISO General purpose metric do
screw threads: Part 3 Basic dimensions (second
revision)
(Continued on third cover)
II Since published in 1998.
*.IS 1367 (Part 14/Sec 1) :2002
ISO 3506-1 :1997
Indian Standard
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)
1 scope
This part of ISO3506specifies the mechanical properties of bolts, screws and studs made of austenitic, martensitic
and ferritic grades of corrosion-resistant stainless steels when tested over an ambient temperature range of 15 “Cto
25 “C.Propetiies will vary athigher or lower temperatures.
Itapplies to bolts, screws and studs
—
with nominal thread diameter (d) up to and including 39 mm;
— oftriangular ISO metric threads with diameters and pitches in accordance with ISO 68-1, ISO 261 and ISO 262;
—
of any shape.
Itdoes not apply to screws with special properties such as weldability.
This part of ISO 3506 does not define corrosion or oxidation resistance in particular environments, however some
information on materials for particular environments is given in anr,ex E. Regarding definitions of corrosion and
corrosion resistance see ISO 8044.
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 “Cin air. Information on the influence of temperature on mechanical properties isfound in annex F.
Corrosion and oxidation performances and mechanical propetiies for use at elevated or sub-zero temperatures must
be the subject of agreement between user and manufacturer in each particular case. Annex G shows how the risk of
intergranular corrosion at elevated temperatures. depends on the carbon content.
All austenitic stainless steel fasteners are normally non-magnetic inthe annealed condition; after cold working, some
magnetic properties may be evident (see annex H).
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 normative documents indicated below. Members of IEC and ISO maintain registers of
currently valid International Standards.
ISO 68-1:—1), ISO general purpose screw threads - Basic profile – Part 7:Metric screw threads.
ISO 261:J), /S0 general purpose metric screw threads - General plan.
1) To bepublished. (Revision of ISO 68:1973)-
2) To bepublished. (Revision of ISO 261:1973)
1IS 1367 (Part 14/Sec f ) :2002
ISO 3506-1 :1997
ISO 262:-3), ISO general purpose metric screw threads - Selected sizes for screws, bolts and nuts.
ISO 724:1993, ISO general purpose metric screw threads – Basic dimensions.
ISO 898-1 :—i), Mechanical properties of fasteners made of carbon steel and alloy steel - Part 1:Bolts, screws and
studs.
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: Ferrictic, austenitic
and ferritic-austenitic (duplex) stainless steels - Corrosion test in media containing sulfuric acid.
ISO 6506:1981, Metallic materials – Hardness test - Brinell test.
ISO 6507-1:1997, Metallic materials – Hardness test- Vickers test- Part 1:Test method.
ISO 6508:1986, Metallic materials - Hardness test- Rockwell test (scales A - B-C-D -E- F-G -H- K).
ISO 6892:—J), Metallic materials - Tensile testing at ambient temperature.
ISO 8044:-Jl, Corrosion of metals and al/oys - Basic terms and definitions.
3 Designation, marking and finish
3.1 Designation
The designation system for stainless steel grades and property classes for bolts, screws and studs 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 ofthe 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 which indicates 1/10 of the tensile strength
of the fastener.
Examples:
1)A2-70 indicates:
austenitic steel, cold worked, minimum 700 N/mm’ (700 MPa) tensile strength.
2) C4-70 indicates:
martensitic steel, hardened and tempered, minimum 700 N/mm2 (700 MPa) tensile strength.
—
3) To be published. (Revision ofISO 262:1973)
4) To be published. (Revision of ISO 898-1:1988)
5) To be published. (Revision of ISO 3651-1:1976)
6) To be published. (Revision of ISO 3651-2:1976)
7) To be published. (Revision of ISO 6892:1984)
8) To be published. (Revision of ISO 80441988)
2IS 1367 (Part 14iSec 1) :2002
1S0 3506-1 :1997
F
Steel group!)
m+
I
‘r *I
Steel grade’) [6 c3 FI
— 1
T_l
Property clas5 50 70 80 so 70 110 50 ?0 80 45 60
T
soft CoLd- High- Soft Hardened Soft Hardened Hardened soft Cold-
worked strength and and and wo?ked
tempered tempered tempered
1) The steel groups and steel grades classified in figure 1 are described in annex B and specified by the chemical
composition given intable 1.
2) Low carbon stainless steels with carbon content not exceeding 0,03 % may additionally be marked with an L.
Example: A4L -80
Figure 1— Designation system for stainless steel grades and property classes for bolts, screws and studs
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 Bolts and screws
All hexagon head bolts and screws and hexagon or hexalobular socket head cap screws of nominal thread diameter
d= 5 mm shall be clearly marked in accordance with 3.1, figure 1 and figure 2. The marking shall include the steel
grade and property class and also the manufacturer’s identification mark. Other types of bolts and screws can be
marked in the same way, where it is possible to do so, and on the head portion only. Additional marking is allowed
provided itdoes not cause confusion.
3.2.2 Studs
Studs of nominal thread diameter d= 6 mm shall be clearly marked in accordance with 3.1, figure 1and figure 2. The
marking shall be on the unthreaded part of the stud and shall contain the manufacturer’s identification mark, steel
grade and property class. If marking on the unthreaded portion is not possible, marking of steel grade only on the
nut end of the stud isallowed, see figure 2.
3.2.3 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
max}mum corrosion resistance passivation is recommended.
3IS 1367 (Part 14/Sec 1) :2002
ISO 3506-1 : 1997
1)
\
;(T’J
XYZ XYZ
f?p
,4!.:”
A2:70
2) 11
1) manufacturer’s identification mark
2) steel grade
3) property class
Marking of hexagon head boifs and screws
,$, @
1’
Marking of hexagon and hexalobular socket head cap screws (alternative forms)
I
A2-70
XYZ
Marking of studs (alternative forms, see 3.2.2)
NOTE — For marking of Iefr-hand thread, see iSO 898-1.
Figure 2— Marking of bolts, screws and studs
4 Chemical composition
The chemical compositions of stainless steels suitable for fasteners in accordance with this part of ISO 3506 are
given intable 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.
4l IS 1367 (Part 14/Sec 1) :2002
ISO 3506-1 :1997
In applications where risk of intergranular corrosion is present, testing in accordance with ISO 3651-1 or }S0 3651-2
is recommended. In such cases, stabilized stainless steels A3 and A5 or stainless steels A2 and A4 with carbon
content not exceeding 0,03 ?40are recommended.
Table 1— Stainless steel graaes - Chemical composition
Chemical composition,
Group Grode %(m/m) 1, Notaa
c Si Mn P s Cr Mo NI Cu
ustenitic Al 0,12 1 6,5 0,2 0,15to0,35 16to 19 0,7 5to10 1,75to2,25 2)3)4)
AZ 0,1 1 2 0,05 0,03 15to 20 .5) 8to 19 4 7)8)
A3 0,08 1 2 0,045 0,03 17to 19 -9 9to 12 1 n
A4 0,08 1 2 0,045 0,03 16to 18,5 2t03 loto15 1 8)I@
A5 0,08 1 2 0,045 0,03 18to 18,5 2t03 lo,5to 14 1 9)10)
Iartensitic c1 0,09to0,15 1 1 0,05 0,03 ll,5to 14 - 1 10)
C3 0,17to0,25 1 1 0,04 0,03 16to 18 - 1,5to 2,5
C4 0,08to0,15 1 1,5 0,06 0,15to0,35 lzto 14 0,6 1 2)10)
erritic FI 0,12 1 1 0,04 0,03 15to 18 =$ 1 11)12)
NOTES
1 A description of the groups snd grades of stainless steels also entering into their specific properties and application is given in
annex B.
2 Examples for stainless steels which are standardized inISO 883-13 and inISO 4954are given in annexes Cand Drespectively.
3 Certain materials for specific application are given inannex E.
1) Values are maximum unless otherwise indicated.
2) Sulfur maf be replaced byselenium.
3) Ifthe nickel content isbelow 8%, tha minimum manganeee content must be 5%.
4) There isno minimum limit totha copper content provide.j that the nickel content isgreater than 8%.
5) Molybdenum may ba present atthe discretion ofthe manufacturer. However, iffor some applications limiting oftha molybdenum
content isessential, this must bestated atthe time ofordering bythe purchaser. .
6) Molybdenum maybe present atthe discretion ofthe manufacturer.
7) Ifthe chromium content isbelow 17Y~,the minimum nickel content ehould be 12%.
8) Foraustenitic stainless steels having amaximum carbon content of0,03 Y., nitrogen maybe present to amaximum of0,22 %,
9) Must contain titanium >5 xCupto 0,8’% maximum for stabilization and be marked appropriately in accordance with this table, or
must contain niobium (columbium) and/or tantalum > 10x Cupto 1,0Y. maximum for stabilization and be marked appropriately
inaccordance with this table.
10) At the discretion of the manufacturer the carbon content may ba higher where required to obtain the specified mechanical
properties at larger diameters, but shall notexceed 0,12 Y.for austenitic steels.
11) May contain titanium >5 xCupto0,8 % maximum.
12) May contain niobium (columbium) and/or tantalum > 10x Cupto 1% maximum.
5 Mechanical properties
The mechanical properties of bolts, screws and studs in accordance with this part of ISO 3506 shall conform to the
values given intable 2, 3 or 4.
For bolts and screws made of martensitic steel the strength under wedge loading shall not be smaller than the
minimum values for tensile strength shown intable 3.
For acceptance purposes the mechanical properties specified inthis clause apply and shall be tested according to the
test programme in clause 6.l
IS 1367 (Part 14/See 1) :2002
ISO 3506-1 :1997
Table 2— Mechanical properties for bolts, screws and studs - Austenitic grades
Tensile Stress at0,2% Elongation after
Thread strength permanent strain fracture
Property
Group Grade diameter Rml) Rp0,21) ,42)
class
range min. min. min.
N/mm2 N/mm2 mm
Austenitic Al, A2, 50 ==M39 500 210 0,6d
A3,A4, 70 s M243) 700 450 0,4d
Ni 80 < M24 3) 800 600 0,3 d
1) The tensile stress iscalculated onthe stress area (see annex A).
Z) To be determined eccording to 6.2.4 onthe actual screw length and not on aprepared test piece; disthe nominal thread diameter.
3) For fasteners with nominal thread diameters d>24 mm the mechanical propenies shall be agreed upon between user and
manufacturer and marked with grade and property class according tothis table.
Table 3 — Mechanical .moD.erties for bolts. screws and studs - Marfensitic and ferritic grades
Tensile Stressat0,2% Elongation
Group Grade Prope* strength permanent strain afterfracture Hardness
class Rml) A2)
Rp0,2’)
min. min. min.
N/mm2 N/mm2 mm HB HRC HV
Martensitic 50 500 250 0,2d 147to209 - 155to 220
cl 70 700 410 0,2d 209 to 314 20to34 220to330
1103) 1100 820 0,2 d 36to 45 350 to 440
C3 80 800 840 0,2 d 228 to 323 21to 35 240 to340
C4 50 500 250 0,2d 147to 209 - 155to 220
70 700 410 0,2 d 209t0314 20to34 220to330
Ferritic F14) 45 450 250 0,2d 128to 209 – 135to 220
60 800 410 0,2 d 171t0271 180to 285
1) The tensile stress iscalculated onthe stress area (see annex A).
2) To be determined according to 6.2.4 onthe actual screw length and not onaprepared test piece. disthe nominal thread diameter.
3) Hardened and tempered ataminimum tempering temperature of275 ‘C.
4) Nominal thread diameter d<24 mm. I
Table 4 — Minimum breaking torque, M&rni~for CStM3MiC grade bolts and screws
M1,6to Ml 6 (coarse thread)
Minimum breaking torque, Me,rnin I
Nm
Thread
Property class
50 70 80
MI,6 0,15 0,2 0,24
M2 0,3 0,4 0,48
M2,5 0,6 .0,9 0,96
M3 1,1 1,6 1,8
M4 2,7 3,8 4,3
M5 5,5 7,8 8,8
M6 9,3 13 15
M8 23 32 37
MIO 46 65 74
M12 80 110 130
M16 210 290 330
,
Minimum breaking torque values for martensitic and ferritic grade fasteners shall be agreed upon between
manufacturer and user.
6.
IS 1367 (Part 14/Sec 1) :2002
ISO 3506-1 :1997 —
6 Testing
6.1 Testprogramme
The tests to be performed, depending on material grade and bolt or stud length, are given in table 5.
Table 5—Test programme
Stress at0,2% Elongation Strength under
Tensile Breaking
Grade permanent strain after Hardness wedge
strengthl j torquez) Rp0,21) fracturel) loading
Al 1~ 2,5@ l<2,5d 1~ 2,5 d3) 1~ 2,5 d3}
A2 1z 2,5 #) l<2,5d 1~ 2,5@ 1~ 2,5 d3)
A3 1~ 2,5 ~j l<2,5d 1>2,5 d3) 1>2,5 #)
A4 [>2,5 #) l<2,5d 1~ 2,5 #) 1~ 2,5 d3)
A5 1>2,5 &I) l<2,5d [>2,5 &i) L~ 2,5@}
cl 1>2,5 #) I >2,5 #) 1~ 2,5@ Required &>2d
(23 [>2,5 &!) 1* 2,5 #) 1~ 2,5 #) Required [~>2d
C4 1>2,5 &i) 1>2,5 #) [~ 2,5@} Required [~>2d
FI 1>2,5 #) 1>2,5 d3} [~ 2,5&) Required
r
1isthe length of bolt
disthe nominal diameter of thread
[~isthe plain shank length
1) For all sizes > M5
2) For sizes< M5 the test applies to all lengths.
3) For studs the requirement is1a 3,5 d
6.2 Test methods
6.2.1 General
All length measurements shall be made to an accuracy of i 0,05 mm or better.
All tensile and load tests shall be performed with testing machines equipped with self-aligning grips in order to
prevent any non-axial loading, see figure 3. The lower adapter shall be hardened and threaded for tests according to
6.2.2, 6.2.3 and 6.2.4. The hardness of the lower adapter shall be 45 HRC minimum. Internal thread tolerance shall be
5H6G.
6.2.2 Tensile strength, R~
The tensile strength shall be determined on fasteners with a length equal to 2,5 x the nominal thread diameter (2,5 d)
or longer in accordance with ISO 6892 and ISO 898-1.
A free threaded length at least equal to the nominal thread diameter (d)shall be subject to the tensile load.
The fracture shall occur between the bearing face of the screw head and the end of the adapter.
The obtained value for R~shall meet the values given intable 2 or 3.IS 1367 (Part 14/Sec 1) :2002
ISO 3506-1 :1997 —
6.2.3 Stress at 0,2% permanent strainRP02
The stress at 0,2% permanent strain Rp ~,2 shall be determined only on complete bolts and screws in the finished
condition. This test is applicable only to fasteners of lengths equal to 2,5x the nominal thread diameter (2,5 d) or
longer.
The test shall be carried out by measuring the extension of the bolt or screw when subjected to axial tensile loading
(see figure 3).
The component under test shall be screwed into a hardened threaded adapter to a depth of one thread diameter d
(see figure 3).
A curve of load against elongation shall be plotted as shown in figure 4,
The clamping length from which RPO,,iscalculated istaken as the distance Labetween the underside of the head and
the threaded adapter, see figure 3 and also note 2 below tables 2 and 3. Of this value 0,2 ‘7. is then applied to the
scale on the horizontal (strain) axis of the load-elongation curve, OP, and the same value is plotted horizontally from
the straight-line portion of the curve as QR. A line isthen drawn through P and R and the intersection, S, of this line
with the load-elongation curve corresponds to a load at point T on the vertical axis. This load, when divided by the
thread stress area, gives the stress at 0,2 Y. permanent strain (RDO,,).
The value of elongation isdetermined between the bearing face of the bolt head and the end of the adapter.
//
T
Q
OP Elongation
‘-’r
Figure 4 — Load-elongation curve for determination
OfStress at 0,2 % pWmtXWd Strain, RP0,2
Figure 3 — Bolt extensiometer with self-aligning grips
(see 6.2.3)
8IS 1367 (Part 14/See 1) :2002
ISO 3506-1 :1997
6.2.4 Elongarron after fracture, A
The elongation after fracture shall be determined on fasteners with lengths equal to 2,5x the nominal diameter
(2,5 d) or longer.
The screw length (Ll) shall be measured, see figure 5. The fastener shall then be screwed into the threaded
adapter to a depth of one diameter (d), see figure 3.
After the fastener has been fractured the pieces shall be fitted together and the length (L,) measured, see figure 5.
The elongation after fracture isthen calculated using the formula
A= L,– L,
The obtained value for A shall exceed the values given in tables 2 and 3.
lfthis test is required on machined samples, the test values should be specially agreed.
+3====
Before fracture
I I
After fracture
Figure 5- Determination of elongation after fracture, A(see6.2.4)
6.2.5 Breafdng torque, M,
The breaking torque shall be determined using an apparatus as shown into figure 6, the torque-measuring device of
which shall have an accuracy of at least 7 ?40of the minirrmm values specified intable 4.
The thread of the screw shall be clamped in a mating split blind hole die for a length of one nominal thread diameter,
exclusive of the point and sothat at least two full threads project above the clamping device.
The torque shall be applied to the screw until failure occurs. The screw shall meet the minimum breaking torque
requirements given intable 4.
9.
IS 1367 (Part 14/Sec 1) :2002
ISO 3506-1 :1997
n
,.—
r “—
t—
Key
1 Split die
2 Blind hole
Figure 6 — Apparatus for determination of breaking torque, M, (see 6.2.5)
6.2.6 Test for strength under wedge loading of full size martensitic bolts and screws (not studs)
This test shall be performed in accordance with ISO 898-1 with wedge dimensions as given in table 6.
Table 6— Wedge dimensions
Nominal thread diameter Bolts and screws with Bolts and screws threaded to the
d plain shank lengths head or with plain shank lengths
mm [,>2d l,<2d
d~20 10°+30’ 6°?30’
20<ds39 6“*30’ 4°230’
6.2.7 Hardness HB, HRC orHV
The hardness test shall be carried out iq accordance with ISO 6506 (HB), ISO 6508 (HRC) or ISO 6507-1 (HV). In case
of doubt, the Vickers hardness test isdecisive for acceptance.
The hardness tests on bolts shall be made at the end of the bolt, mid-radius position between the centre and the
circumference. For refereeing purposes, this zone shall be 1dfrom the end. I
The hardness values shall be within the limits given intable 3.
10.... ..—
IS 1367 (Part 14/Sec 1) :2002
ISO 3506-1 :1997
AnnexA
(normative)
Externalfhread - Calculaffon ofstressarea
The nominal stress area A~,nOmiscalculated by the formula
2
z d2+d3
As,norn = ~ ~
()
where
d29) isthe basic pitch diameter ofthe thread;
d3 isthe nominal minor diameter of the thread
d3 = all-;
where
dl isthe basic minor diameter of the thread;
H isthe height of the fundamental triangle of the thread.
Table A.1 — Nominal stress areas for coarse and fine pitch threads
coarse Nominal stress area Fine pitch Nominal stress area
thread (d) As,nom threcrd(dx PIJ) As,nom
mm2 mm2
M1,6 1,27 M8XI 39,2
M2 2,07 MIO X 1 64,5
M2,5 3,39 M1OXI,25 61,2
M3 5,03 M12 X 1,25 92,1
M4 8,78 M12 X 1,5 88,1
M5 14,2 M14x I,5 125
M6 20,1 M16 x 1,5 167
M8 36,6 M18x I,5 216
M1O 58 M20 X 1,5 272
M12 84,3 M22 X 1,5 333
M14 115 M24 X 2 384
M16 157 M27 X 2 496
M18 192 M30 X 2 621
M20 245 M33 X 2 761
M22 303 M36 X 3 865
M24 353 M39 X 3 1030
M27 459
M30 561
M33 694
M36 817
M39 976
1)Pisthe pitch of the thread.
9) See ISO 724.
11IS 1367 (Part 14/Sec 1) :2002
ISO 3506-1 :1997
—
Annex B
(informative)
Descriptionofthegroupsand grades ofstainlesssteels
B.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 FI
Inthis 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 of this group have a ferritic-
austenitic structure.
B.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 AZ 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 G.)
For stabilized steel grades A3 and A5 the following applies.
The elements Tl, Nb orTa affect the carbon and chromic oxide is produced to itsfull extent.
For offshore or similar applications, steels with Cr and Ni contents of about 20 YO and Mo of 4,5% to 6,5 Y. are
required.
When risk of corrosion is high experts should be consulted.
B.2.1 Steel grade Al
Steel grade Al is especially designed for machining. Due to high sulfur content the steels within this grade have
lower resistance to corrosion than corresponding steels with normal sulfur content.
B.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.
B.2.3 Steelgrade A3
Steels of grade A3 are stabilized “stainless steels” with properties of steels in grade A2.
B.2.4 Steelgrade 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
given the name “acid proo~) 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.
12IS 1367 (Part 14/See 1) :2002
ISO 3506-1 :1997
B.2.5 Steel grade A5
Steels of grade A5 are stabilized ‘acid proof steels” with properties of steels in grade A4.
B.3 Steel group F (ferritic structure)
One ferritic steel grade (FI) is included in ISO 3506-1, ISO 3506-2 and ISO 3506-3. The steels within grade F1 cannot
be hardened normally and should not be hardened even if possible in certain cases. The F1 steels are magnetic.
B.3.1 Steel grade F1
Steel grade FI 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.
B.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.
B.4.1 Steel grade Cl
Steels within grade Cl have limited resistance to corrosion. They are used inturbines, pumps and for knives.
B.4.2 Steel grade C3
Steels within grade C3 have limited resistance to corrosion though better resistance than Cl. They are used in
pumps and valves.
B.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.
B.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. 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 B.1
Table B.1 — Ferritic-austenitic steels - Chemical composition
Chemical composition,
Group Y. (m/m)
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
13IS 1367 (Part 14/See 1) :2002
ISO 3506-1 :1997
—
Annex C
(informative)
Stainlesssteelcompositionspecifications
(Extract from ISO683-13:1986)
14Table C. 1
Chemical composition J Fastener
Typez} %(m/m) grade
ofsteel c Si Mn P s N Al Cr Mo Nbs) Ni Se Ti Cu idenff-
max. max. max. min. fication4)
Ferritic steels
8 0,08 max. 1,0 1,0 0,040 0,030max. — 16,0to18,0 — 1,0max. — — F1
Sb 0,07max. 1,0 1,0 0,040 0,030max. — 16,0to18,0 — — 1,0max. — 7X% CS1,1O — F1
9C 0,08max. 1,0 1,0 0,040 0,030max. — — 16,0to18,0 0,90 to1,30 — 1,0max. — — F1
F1 0,025max.5) 1,0 1,0 0,040 0,030max. 0,025 max. 5, — 17,0to 19,0 1,75to2,50 —6) 0,60 max. _ 6) — F1
Martansitic steeIs
3 0,09to0,15 1,0 1,0 0,040 0,030max — ll,5to 13,5 1,0max. — — — cl
7 0,08to0,15 1,0 1,5 0,060 0,15to0,35 — — 12,0to14,0 0,60 max. 7) — 1,0max. — — C4
4 0,16 to0,25 1,0 1,0 0,040 0,030 max. — 12,0to14,0 — — 1,0max. — — — cl
9a o,lotoo,17 1,0 1,5 0,060 0,15 to0,34 — 15,5to17,5 0,60 max. 7, — 1,0max. — — C3
eb 0,14 to0,23 1,0 1,0 0,040 0,030 max. — 15,0to17,5 — 1,5to2,5 — C3
5 0,26 to0,35 1,0 1,0 0,040 0,030 max. — — 12,0to14,0 — 1,0max. — — cl
Austenitic steels
10 0,030 max. 1,0 2,0 0,045 0,030 max 17,0to19,0 — — 9,0to12,0 — — — ~ 8)
11 0,07 max. 1,0 2,0 0,045 0,030max. 17,0to19,0 — — 8,0to11,0 — — A2
15 0,08max. 1,0 2,0 0,045 0,030 max. — — 17,0to 19,0 — — 9,0to12,0 5x%C=0,80 — A39)
16 0,08 max. 1,0 2,0 0,045 0,030 max. — 17,0to19,0 — 10X%CS1,O 9,0to12,0 — — A39)
77 0,12 max. 1,0 2,0 0,060 0,15 to0,35 17,0to19,0 — 10) 8,0to 10,0 11) — — — Al
13 0,10 max. 1,0 2,0 0,045 0,030max. — — 17,0to19,0 — — ll,oto 13,0 — — A2
19 0,030max. 1,0 2,0 0,045 0,030max. — — 16,5to18,5 2,0to2,5 — ll,oto 14,0 — — A4
20 0,07 max. 1,0 2,0 0,045 0,030 max. — — 16,5to18,5 2,0to2,5 — 10,5to13,5 — — — A4
21 0,08 max. 1,0 2,0 0,045 0,030 max. — 16,5to 18,5 2,0to2,5 — ll,oto 14,0 — 5x% C==0,80 — A59)
23 0,08 max. 1,0 2,0 0,045 0,030 max. — 16,5to18,5 2,0to2,5 10X% CS1, O ll,oto 14,0 — — — A59)
19a 0,030 max. 1,0 2,0 0,045 0,030 max. — — 16,5to18,5 2,5to3,0 — ll,5to 14,5 — — — A4
20a 0,07 max. 1,0 2,0 0,045 0,030 max. — 16,5to18,5 2,5to3,0 — ll,oto 14,0 — — — A4
10N 0,030 max. 1,0 2,0 0,045 0,030 max. 0,12to0,22 — 17,0to19,0 — 8,5to11,5 — — A2 U 0$G
19N 0,030 max. 1,0 2,0 0,045 0,030 max. 0,12to0,22 — 16,5to18,5 2,0to2,5 — 10,5to13,5 — — A48)
19aN 0,030max. 1,0 2,0 0,045 0,030 max. 0,12 to0,22 — 16,5to 18,5 2,5to3,0 — ll,5to 14,5 — — — A48) @w
fJso
1) Elements notquoted inthistable shall notbe intentionally added tothe steel without the agreement ofthe purchaser, other than forthe purpose offinishing the heat. All reasonable precautions
shallbetakentoprevant theaddition, from scraporother material usedinmanufacture, ofsuchelements which affectthehardenability, mechanical properties andapplicability. ~:
m
2) Thetype numbers aretentative andwill besubjecttoalteration when the relevant International Standards have beenestablished. -al
3) Tantalum determined asniobium. .. a
4) NotpartofISO683-13. da
@@
5) (C+ N)max. 0,040% (M/m). ~-
6) 8x(C+N)G(Nb+Ti)$ 0,80% (rrdm). qg
7) Afteragreement atthetime ofanquiry andordarthasteel may besupplied with aMocontent of0,20 to0,60% (m/m). o
8) Excellent resistance tointergranular corrosion, 4
9) Stabilized steels, ..
1O) Themanufacturer hastheoption ofadding molybdenum upto0,70% (mlm).
B
d
UI E
.
I 1IS 1367 (Part 14/Sec 1) :2002
ISO 3506-1 :1997
—
Annex D
(informative)
Stainlesssteelsforcold heading and extruding
(Extract from ISO4954:1993)
.
i
.-
Z
c)
16..-—
IS 1367 (Part 14/Sec 1) :2002
ISO 3506-1 :1997 —
Annex E
(informative)
Austenitic stainless steels with particular resistance to chloride induced stress corrosion
(Extract from EN 10088-1:1995)
The risk of failure of bolts, screws and studs by chloride induced stresscorrosion (for example in indoor swimming
pools) can be reduced by using materials as given in table El.
Table E.1
Chemicalcomposition
Austenitic stainless steel ‘?40(rnhd
(Symbol/material number) c Si Mn P s N Cr Mo Ni Cu
max. max. max. max. max.
X2CrNiMoN17-13-5 0,12 to 16,5 to 4,0 to 12,5 to
0,03 1,0 2,0 0,045 0,015
(1.4439) 0,22 18,5 5,0 14,5
Xl NiCrMoCu25-20-5 19,0 to 4,0 to 24<0to 1,2to
0,02 0,7 2,0 0,030 0,010 s 0,15
(1.4539) 21,0 5,0 26,0 2,0
Xl NiCrMoCuN25-20-7 0010 0,15 to 19,0 to 6,0 to 24,0 to 0,5 to
0,02 0,5. 1,0 0,030 ,
(1.4529) 0,25 21,0 7,0 26,0 1,5
X2CrNiMoN22-5-3 1) 0,10 to 21,0 to 2,5 to 4,5 to
0,03 1,0 2,0 0,035 0,015
(1.4462) 0,22 23,0 3,5 6,5
1) Austenitic-ferriticstainlesssteel
17!S 1367 (Part 14/Sec 1) :2002
—
ISO 3506-1 :1997
Annex F
(informative)
Mechanical propertiesat elevated temperatures applicdlon at lowtemperatures
NOTE — If the bolts, screws or studs are properly calculated the mating nuts will automatically meet the requirements.
Therefore, inthe case ofapplication atelevated or low temperatures, itissufficient toconsider the mechanical properties ofbolts,
screws and studsonly.
F.1 Lower’yield stress or stress at 0,2 ?’opermanent 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 YO Permanent strain (RP0,2)at elevated ternPeratures in ~0of
the values at room temperature, see table F.1.
Table F.1 — Influence of temperature on ReLand R@,z
ReLandR~,2
%
Steel grade
Temperature
+ 100’C +200 “c + 300 ‘c +400 “c
A2 A4 85 80 75 70
cl 95 90 80 65
C3 90 85 80 60
NOTE — Thisapplies to property classes 70 and 80 only,
F,2 Application at low temperatures
For application of stainless steel bolts, screws and studs at low temperatures, see table F.2.
Table F.2 —Application of stainless steel bolts, screws and studs at low temperatures
(austenitic steel only)
Steel grade Lower limits of operational temperature at continuous operation
A2 -200 “c
boltsand screwsl) -60 “C
A4
studs I -200 “c
1) Inconnection with the alloying element Mo the stability of the austenite isreduced and the hansifion
temperature isshitted to higher values if a high degree of deformation during manufacturing of the
fastener isapplied.
18IS 1367 (Part 14/Sec 1) :2002
-.
ISO 3506-1 :1997
Annex G
(informative)
Time-temperature-diagram of intergranular corrosion inaustenitic stainless steels,
grade A2 (18/8 steels)
Figure G.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 “Cbefore risk of intergranular corrosion occurs.
——.._-
~-—y——..–T.. _..
I I
.c=0.08
—— .———_—__
+---
I
—— —..
–--—----t––
——— , [=0,06
/
.—
e [=0,03
( /
T“---”-
.— -–——-+ c=0.02
~
———
25-==7--1
——. _ .+.-–
__.._JL
1;in 1-
0.2 0,s 1 s 10 50 100 500 1000
Time,min
Figure G.1
‘i
19.—
IS 1367 (Part 14/Sec 1) :2002
ISO 3506-1 :1997
Annex H
(informative)
Magnetic properties for austenitk 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 prfor that material in relation to a vacuum. The material has low permeability ifpr becomes close
tel.
EXAMPLES
A2: ,ur= 1,8
A& pr= 1,015
A4L: ,u’= 1,005
Fl: pr=5
20IS 1367 (Part 14/Sec 1) :2002
..
ISO 3506-1 :1997
- —
Annex 1
(informative)
Bibliography
[1] ISO 683-13:1986, Heat-treated steels, alloy steels and free cutting steels - Part 73: Wrought stainless steels.l”~
[21 ISO4954:1993, Steels for cold heading and cold extruding.
[31 EN 10088-1:1995, Stainless steels — Part 1:List of stainless steels.
10) International Standard withdrawn,
21.
(Continued from second cover)
——
International Standard Corresponding Indian Standard Degree of
Equivalence
ISO 898-1 :’) IS 1367(Part 3):2002 Technical supply conditions for Identical
threaded steel fasteners: Part 3Mechanical properties
of fasteners made of carbon steel and alloy steel —
Bolts, screws and studs (fourth revision)
ISO 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 forVickers hardness test do
for metallic materials: Part 1HV 5to HV 100 (second
revision)
ISO 6508:1986 IS 1586:1988 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)
ISO 6892:2) IS1608:1995Mechanical testing of metals—Tensile Related
testing (second revision)
ISO 8992:1986 IS 1367(Part 1):2002 Technical supply conditions for Identical
threaded steel fasteners : Part 1 Introduction and
general information (third revision)
ISO 8044:3) IS 3531:1997 Glossary of terms relating to corrosion Technically
of metals (second revision) equivalent
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 :4) Determination of resistance to intargranular 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
In reporting the results of a test or analysis made in accordance with this standard, if the final value,
observed or calculated, is to be rounded off, it shall be done in accordance with IS 2:1960 ‘Rules
for rounding off numerical values (revised)’.
I) Since published in1999.
21TObe published (Revision ofISO 6892).
t) TObe published (Revision of ISO 8044:1988).
d)TObe published (Revision of ISO 3651-1:1 976).
s)TO be 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.
f3eview 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 (0265).
Amendments Issued Since Publication
Amend No. Date of Issue Text Affected
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|
EN 1011-2, 2003, Recommendations.pdf
|
BS EN
BRITISH STANDARD
1011-2:2001
Incorporating
Amendment No. 1
Welding —
Recommendations for
welding of metallic
materials —
Part 2: Arc welding of ferritic steels
The European Standard EN 1011-2:2001, with the incorporation of
amendment A1:2003 has the status of a BritishStandard
ICS 25.160.10
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ISIBSISNBIIBS SN0IBNBS I 50SN BN08 IB0 SN 0 0008N B 83 5005 N56 08 825 2 5 2025082 2 682 04306302 683388 623568 3246 2 824422 2 244864 38 88 4EUROPEAN STANDARD EN 1011-2
January 2001
NORME EUROPÉENNE
+ A1
EUROPÄISCHE NORM
December 2003
ICS 25.160.10
English version
Welding — Recommendations for welding of metallic
materials — Part 2: Arc welding of ferritic steels
(includes amendment A1:2003)
Soudage — Recommandations pour le soudage des Schweißen — Empfehlungen zum Schweißen metallischer
matériaux métalliques — Partie 2: Soudage à l'arc des Werkstoffe — Teil 2: Lichtbogenschweißen von ferritischen
aciers ferritiques Stählen
(inclut l’amendement A1:2003) (enthält Änderung A1:2003)
This European Standard was approved by CEN on 6 July 2000 and amendment A1 was approved by CEN on 20 November 2003..
CEN members are bound to comply with the CEN/CENELEC Internal Regulations which stipulate the conditions for giving this European
Standard the status of a national standard without any alteration. Up-to-date lists and bibliographical references concerning such national
standards may be obtained on application to the Management Centre or to any CEN member.
This European Standard exists in three official versions (English, French, German). A version in any other language made by translation
under the responsibility of a CEN member into its own language and notified to the Management Centre has the same status as the official
versions.
CEN members are the national standards bodies of Austria, Belgium, Czech Republic, Denmark, Finland, France, Germany, Greece,
Hungary, Iceland, Ireland, Italy, Luxembourg, Malta, Netherlands, Norway, Portugal, Slovakia, Sweden, Switzerland and United Kingdom.
EUROPEAN COMMITTEE FOR STANDARDIZATION
COMITÉ EUROPÉEN DE NORMALISATION
EUROPÄISCHES KOMITEE FÜR NORMUNG
Management Centre: rue de Stassart, 36 B-1050 Brussels
© 2001 CEN All rights of exploitation in any form and by any means reserved Ref. No. EN 1011-2:2001 + A1:2003 E
worldwide for CEN national Members.Page 2
EN 1011-2:2001
Contents
Page
Foreword...........................................................................................................................................................3
Introduction.......................................................................................................................................................4
1 Scope....................................................................................................................................................4
2 Normative references..........................................................................................................................4
3 Terms and definitions.........................................................................................................................4
4 Symbols and abbreviations................................................................................................................5
5 Parent metal.........................................................................................................................................6
6 Weldability factors...............................................................................................................................6
7 Handling of welding consumables....................................................................................................6
8 Weld details..........................................................................................................................................6
9 Welds in holes or slots.......................................................................................................................7
10 Preparation of joint face.....................................................................................................................7
11 Alignment of butt welds before welding...........................................................................................8
12 Preheating............................................................................................................................................8
13 Tack welds............................................................................................................................................8
14 Temporary attachments......................................................................................................................8
15 Heat input.............................................................................................................................................9
16 Welding procedure specification.......................................................................................................9
17 Identification........................................................................................................................................9
18 Inspection and testing.........................................................................................................................9
19 Correction of non-conforming welds................................................................................................9
20 Correction of distortion....................................................................................................................10
21 Post weld heat treatment..................................................................................................................10
Annex A (informative) Possible detrimental phenomena resulting from welding of steels, not
covered by other annexes.............................................................................................................................11
Annex B (informative) Guidance on joint detail design (when there is no application standard)..........12
Annex C (informative) Avoidance of hydrogen cracking (also known as cold cracking).......................15
Annex D (informative) Heat affected zone toughness and hardness........................................................42
Annex E (informative) Avoidance of solidification cracking......................................................................49
Annex F (informative) Avoidance of lamellar tearing..................................................................................51
Annex G (informative) References in the annexes......................................................................................57
Bibliography....................................................................................................................................................58Page 3
EN 1011-2:g2a0P031 e
1 NE-1g1a0P23: 0e2 1 0
1 NE-1102:P0a2g1e0 3
Foreword EN 1011-2:200 1
roFeword
roFeword
Foreword
This European Standard has been prepared by Technical Committee CEN/TC 121, Welding, the Secretariat
ofT wshihic rhu Eisp hoenlade b tyS DdnSa. rad hsa eebn rprapeed by Tcehcinla moCmC eettiET/NC 1,12 W,gnidle hte ceSrrateait
Tsihfo r uwEhpcoisni ahe l etShbd ndayr aDdS h. sa eebn rprapeed by Tcehcinla moCmC eettiET/NC 1,12 W,gnidle hte ceSrrateait
foT whhisc iEsui hro lpeehabn d Sy tDanSd. ard has been prepared by Technical Committee CEN/TC 121, Welding, the Secretariat
oTfh wish Eicuhr oisp ehaenld Sbtya nDdSa.r d shall be given the status of a national standard, either by publication of an identical
teTxts iohr rbuyE aeenpdootrSs enmdneanrt,a sa td thhlela lagt eesbti vbhyt nJuelsy e2t0su0t1a, faon idta cno anaflnicotisn glt nnaartaiodnea ,ld sittraenhd bayrd lsb usphcaitlla nboei wfoit heddri anwanc itanta l
Ts thihxe e r ltu at E treoa s e tb p byo y tn S Jeu rn loydd n 2sa 0mr 0ae1st.a dl helhlat gta e ,btnivehste nt ebsy eJtlsuuyt a0 2foa it,a1n0 ca adnnofnso lctniliatarand gen ,odiittarenhl sbtyn albraudpscdit asnlaohi efob el dwi inrdahctitanwaal nt
xeTtth s i ersot a Ebl uyer hontpet erboa ydn Js S lmut yea nt2ad .l1 ae0rhd 0t sthaa ,ltln bees egti vbeyn Jtlhuey s0t2aatu s,1 o0fc ad nnafntioocnilaitla snt agnndoaitradn, le sitthnearr abdys pdu sbllaichaetbio nl woifr dahnt aidwean tnicta l
setetaxlt eohrt tb byy e Jnludyo r2s.e1m00e nt, at the latest by July 2001, and conflicting national standards shall be withdrawn at
tThhei sla dteosctu bmye Jnut lyh a2s0 0b1e.e n prepared under a mandate given to CEN by the European Commission and the
EuTrsoihp ecaond Fmruesea Thr atndee eAbsnseo cpiarrtiaopne. de nured a metadna ignev C otEN by hte ruEonaep moCmsisidna no hte
Tsihru cEopdomnaues aFhr Ttn eee reebdnae s pArsracopieitdae.n on ured a metadna ignev C otEN by hte ruEonaep moCmsisidna no hte
ruTEhpios ndaoec FumrTe enet rheadsa bsAeesnco piirtae.pnaor ed under a mandate given to CEN by the European Commission and the
EFourr orpeleaatino nFsrheiep Twriathd eE AUs Dsoirceicattiivoen(.s ), see informative annex ZA, which is an integral part of this standard.
Fro rtaleiosnpih witE hU Dircetvi(es)s ,i eefnromevita axenn ZA, whcisi h na etnirgp larat fo siht stadnra.d
Fro rtaleiosnpih witE hU Dircetvi(es)s ,i eefnromevita axenn ZA, whcisi h na etnirgp larat fo siht stadnra.d
FAocrc orerdlaintigo ntsoh tihpe w CithE NE/UC EDNireEcLtEivCe( sIn),t esrenea li nRfoergmualatitvioen asn, ntheex nZaAt,io wnhailc sht aisn dana ridnste ogrrgaal npiazrat toiofn tsh iso fs tthaen dfaorlldo.w ing
cocuAnctrroiensi dat roet gbCou enhdE tCo /NimEpNleEmLEentnt I tChirse aEnul rgoepRealunit aSstnaon,d aanrd e: hAtouistatrnial ,s Btnealrgaiudmsd, rCozgeincaht aRzieopsunb floic ,f Dehetnomlloanrkiw, g
cA Fc icnrro ltann nuid dot , i so Fet r g arC naco e ebh , eE GdC en/ ruN m EmaN ni E yo,L tEmGten relIp eChctr e e ,t anIneclse ig l aernuR dElu ,o iat Ia reespln atoSn, d n,a rn Iat ade lnh yat ,o Ai Lt a u:ndxl es us mttnrbia,oar u a red gBs , dgN lmr eo tug hii,en raClatza ncz deio sR,s n Nh uf oopr wef laebyhc,ti eo PDllo o rn,tmi uw gng ar al,k ,
crA Stnc pFuc aiolo ninirs,,d de Si n n awrga eoFt dobre c t nnhe ,aed SG nCu w E ,itemN zreie/ C rmo laEtnm nN adeE G l aLp nEh,dytC r tct hnI en eeet se cUiIr n nr i,ua teeEl e dRol na Ke aeg irnpu Ig tlSa ,ddt o i eon mln nra .s a d, , dnth aleAa t n I:yad,ts iouxn utra Li,l ma s eeta rBungodlbamtr eud Nis, oC,grzg eca hen rRsiz d a nht aiuo lpNnes l b,o rcofi wethDae y ,,f mo rlnolo Prwatkuin,l ag g ,
Ficlno a,udpnnStar i,i e nFs Sr cwanr eae dG eb ,o n,eu Srned wm titnro ea zGim ln p a,yl neracm edeehnctt I d t,nheUies l enE eau triIr K o, pddeeinalnmna o,Sddt gal.an tdIya,r dx: uALmusetrriuao, bBteeNlg iu,gme,h rCsdzencahlN R ,eropwubalyic, , roDPetnumlaagr,k ,
apFSini,lna nSdw, eFdrea,nnc Se,w tGireerzmlnaannya, dGhrt edencUe ,e eIctieKla dnidn,m Ioredlga.n d, Italy, Luxembourg, Netherlands, Norway, Portugal,
FSpoarine, wSwoerdden ,t oSw aitzmerelanndd amnde thnet UAni1te d Kingdom.
roFeworot d nematnemd A1
roFeworot d nematnemd A1
Foreword to amendment A1
This document EN 1011-2:2001/A1:2003 has been prepared by Technical Committee CEN/TC 121 Welding,
thTes sihe ccroedtamriua0t 1o fN wEh itcnhe -i1s 1h:2el1d0 b0y2 1DAS/:.0 2h 30sa ebrp nerapeeb dy Tcecinhla moCmT/NEC eettiC 121 W,gnidle
Tsihe hcto sdcmeurr0a1te NfoE t atni ew-h1c1i:s2i 1h0 h0b2 1dAle/:y0 .2ShD 3 0sa ebrp nerapeeb dy Tcecinhla moCmT/NEC eettiC 121 W,gnidle
ehTth sisc edroractuemfoe tnati EwNh c1is0i1 h1 -h2b: 2d0le0y1 /.AS1D:2 003 has been prepared by Technical Committee CEN/TC 121 Welding,
tThhei ss eAcmreetnadrimate onft wtoh itchhe iEs uhreolpde bayn DSSta. ndard EN 1011-2:2001 shall be given the status of a national standard,
eiTthseihr Abym dpnuebmlicEa teiohnt ootf tnaenu rideepnotaictSal ntaeaxdt norrd b0y1 eNnEd1o1r-s2e:m20e1n0t, sahta ltlh beg leaitneesvt bteyh Jsutsnuet a2 0fo0 4o,i taann da nclao nsftlaicntiandgr ,d
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nTahtiiso ndaolc sutmanednat rdhsa ss hbaelel nb ep wreitphadrreadw nu nadt ethr ea lamteasntd ba yte J ugnivee n2 0t0o4 C. EN by the European Commission and the
EuTrsoihp ecaond Fmruesea Thr atndee eAbsnseo cpiarrtiaopne. de nured a metadna ignev C otEN by hte ruEonaep moCmsisidna no hte
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ruTEhpios ndaoec FumrTe enet rheadsa bsAeesnco piirtae.pnaor ed under a mandate given to CEN by the European Commission and the
European Free Trade Association.
According to the CEN/CENELEC Internal Regulations, the national standards organizations of the following
coAucnctoriredsi nagr eto bthoeu nCdE tNo /CimEpNleEmLEenCt Itnhtiesr nEaul rRopeegaunla tSiotnasn,d tahred :n Aatuiosntraial ,s Btaenldgaiurmds, oCrzgeacnhiz aRtieopnusb olicf ,t hDee fnomlloawrkin, g
cA Fc icnrro ltann nuid dot , i so Fet rg arCanoc ebeh , eE GdCne/uN rm EmaN ni E yoL ,t EmGten rlI ep C ehctr e et,an neHls uig nerugREalu royiat ,a es IpcnteoSl, a na nrn da ,d enh Irat eoAli at a n:nddls, us Itttnraia,layr a , ed LBs udgx lmr eo mugibi,n oaCutza rgcz ,ei oRMs n ah luf to ap ,ef le Nbhcetiteo hDl elo rn l,amiw nndgrs a,k ,
crc NtnA oFuc riolwr nois aFne y i d ,, rdt Pa ng ooa rbt rto u chengedaa nel,Cu ,S E GlmN orvi/ e C aomkEt imnaN a,eE GSlLp p Eh a,tC y inrt cn ,I n ee St ese wrir aenrgdua neEl unRoH,a e S eg ,wpu etl iyS ta z,t eioncrnr lIaaas ndl, e dnt r haIa eA n, d dn:n ad tlhtsei eoutI nt Urai,, ndla ins teaeta dlBan g Kyd ,l iam nr xgud udis,Lo o mmCr ezg . cra uen oRiz b a aht Miuop ne,s gl beocNfi et hD,e a t,lfmro elnl hortwankain,l sg d ,
Ficlnr NtFn o u r,o wdins aeay r, ca Pnr oear etb u, o gGu an lr,ed Sm lt ono va aiGm k ip a,ly,e rSmcpee aen irnta ,gt h Sni wsu HeE d u e,renoy,p ,S e wcaIn iat zleS errtIa l an,ndd dna lared nt:Id A,tdhunesa t Urliaa ny, i t,e B dxe ul KgLiimnu gmedr, ou mCobz . aeMch ,RgeeNpu b,alitclr, eDhtennamlsadr,k ,
NoFrilwnaFy ,, dPnoarrtucngaael, ,S Glorveamkinaa, GSp a,yinrc, eSewraegdneunH, S ,weiytz, ecrlIaanledr Ia n,ddn tlheetI U,ndinteadla Ky,i nxgudLomme. ruobaM ,geN ,atlrehtnalsd,
roNway, Portgu,la SlovkaaipS ,nia, Swde,ne Swtirezlaa dnt dnU ehntide iKdgnmo.Page 4
EN 1011-2:2001
Introduction
This European Standard supplements EN 1011-1. It is issued with several annexes in order that it can be
extended to cover the different types of steel which are produced to all the European steel standards for
ferritic steels (see clause 5).
This standard gives general guidance for the satisfactory production and control of welds in ferritic steels.
Details concerning the possible detrimental phenomena which can occur are given with advice on methods
by which they can be avoided. This standard is generally applicable to all ferritic steels and is appropriate
regardless of the type of fabrication involved, although the application standard can have additional
requirements.
1 Scope
This European Standard gives guidance for manual, semi-mechanized, mechanized and automatic arc
welding of ferritic steels (see clause 5), excluding ferritic stainless steels, in all product forms.
2 Normative references
This European Standard incorporates by dated or undated reference, provisions from other publications.
These normative references are cited at the appropriate places in the text and the publications are listed
hereafter. For dated references, subsequent amendments to or revisions of any of these publications apply
to this European Standard only when incorporated in it by amendment or revision. For undated references
the latest edition of the publication referred to applies (including amendments).
EN 288-2:1997, Specification and approval of welding procedures for metallic materials — Part 2: Welding
procedure specification for arc welding.
EN 1011-1:1998, Welding — Recommendations for welding of metallic materials — Part 1: General
guidance for arc welding.
EN 29692, Metal-arc welding with covered electrode, gas-shielded metal-arc — Welding and gas welding —
Joint preparations for steel (ISO 9692:1992).
EN ISO 13916, Welding — Guidance for the measurement of preheating temperature, interpass temperature
and preheat maintenance temperature (ISO 13916:1996).
CR ISO 15608, Welding — Guidelines for a metallic material grouping system (ISO/TR 15608:2000).
3 Terms and definitions
For the purposes of this European Standard, the terms and definitions listed in EN 1011-1:1998 and the
following apply.
3.1
cooling time t
8/5
time taken, during cooling, for a weld run and its heat affected zone to pass through the temperature range
from 800 °C to 500 °C
3.2
run out length
length of a run produced by the melting of a covered electrode
3.3
run out ratio R
r
ratio of the run out length to the length of electrode consumedPage 5
EN 1011-2:2001
3.4
shape factor F
x
describes the influence of the form of a weld on the cooling time t . In the case of two-dimensional heat flow
8/5
it is called F and in the case of three-dimensional heat flow it is called F
2 3
3.5
three-dimensional heat flow
heat introduced during welding which flows parallel and perpendicular to the plate surface
3.6
transition thickness d
t
plate thickness at which the transition from three-dimensional to two-dimensional heat flow takes place
3.7
two-dimensional heat flow
heat introduced during welding which flows only parallel to the plate surface
3.8
preheat maintenance temperature T
m
minimum temperature in the weld zone which should be maintained if welding is interrupted
4 Symbols and abbreviations
Table 1 — Symbols and abbreviation
Symbols/Abbreviations Terms Units
CE Carbon equivalent (see C.2.1) %
CET Carbon equivalent (see C.3.2) %
D Diameter mm
d Thickness of plate mm
d
t
Transition thickness mm
F
2
Shape factor for two-dimensional heat flow —
F
3
Shape factor for three-dimensional heat flow —
HAZ Heat affected zone —
HD Diffusable hydrogen content ml/100g deposited weld metal
Q Heat input kJ/mm
R
r
Run out ratio —
t
8/5
Cooling time (from 800 °C to 500 °C) s
t Melting time of an electrode s
T
i
Interpass temperature °C
T
m
Preheat maintenance temperature °C
T
o
Initial plate temperature °C
T Preheat temperature °C
p
T Impact transition temperature °C
t
UCS Unit of crack susceptibility —
λ Thermal conductivity J/cm K s
ρ Density kg/m3
C Specific heat capacity J/kg KPage 6
EN 1011-2:2001
5 Parent metal
This standard applies to ferritic steels excluding ferritic stainless steels. This includes steels referenced in
groups 1 to 7 of CR ISO 15608. When ordering steel it may be necessary to specify requirements concerning
weldability, which can involve specifying additional requirements to those given in the relevant steel
standard.
6 Weldability factors
The properties and the quality of welds are particularly influenced by the welding conditions. Thus, the
following factors should be taken into consideration:
joint design;
hydrogen induced cracking;
toughness and hardness of the heat affected zone (HAZ);
solidification cracking;
lamellar tearing;
corrosion.
The mechanical and technological properties, in particular the hardness and toughness of the heat affected
zone in a narrowly delineated area, can be influenced to a greater or lesser degree, compared with the
properties of the parent metal and depend on the welding conditions. Experience and tests indicate that not
only the properties of the narrow affected zone of lower strength and better flexibility, but also the load
distribution effect of the tougher adjacent zones should be taken into account when assessing the ductility
and safety against fracture of welded joints as this could affect the choice of steel.
7 Handling of welding consumables
When special protection or other treatment during storage or immediately prior to use is recommended by
the consumable manufacturer, these consumables should be treated in accordance with the conditions
detailed by the manufacturer.
When drying or baking, consumables should be removed from their original containers. After removal from
the oven, the consumables should be protected from exposure to conditions conducive to moisture
absorption. In the case of welding consumables that have been specially packaged, e.g. vacuum or other
moisture resistance means, advice from the consumable manufacturer should be sought as to further steps
required for drying and baking.
If controlled hydrogen levels are required, it is recommended that welders be issued with electrodes in
heated quivers or sealed containers.
Drying ovens, e.g. for welding consumables, shall be provided with means of measuring the oven
temperature.
8 Weld details
8.1 Butt welds
Butt joints between parts of unequal cross-section should be made and subsequently shaped such that a
severe stress concentration at the junction is avoided.Page 7
EN 1011-2:2001
Some examples of joint preparations for use with metal arc welding with covered electrodes and gas-
shielded metal arc welding are given in EN 29692.
Partial penetration butt joints may be permitted dependant on the design specification. Consideration should
be given to the choice of weld preparation and welding consumables in order to achieve the specified throat
thickness.
Under fatigue conditions, partial penetration joints or the use of permanent backing material may be
undesirable.
Backing material may consist of another steel part of the structure when this is appropriate.
When it is not appropriate to use part of the structure as backing material, the material to be used shall be
such that detrimental effects on the structure are avoided and shall be agreed in the design specification.
Care shall be taken when using copper as a backing material as there is a risk of copper pick-up in the weld
metal.
Where temporary or permanent backing material is employed, the joint shall be arranged in such a way as to
ensure that complete fusion of the parts to be joined is readily achieved.
Wherever the fabrication sequence allows, tack welds attaching permanent backing should be positioned for
subsequent incorporation into the weld (see clause 14 of EN 1011-1:1998).
8.2 Fillet welds
Unless otherwise specified, the edges and surfaces to be joined by fillet welding shall be in as close contact
as possible since any gap may increase the risk of cracking. Unless otherwise specified, the gap shall not
exceed 3 mm. Consideration shall be given to the need to increase the throat of the fillet weld to compensate
for a large gap.
Unless otherwise specified, welding should not start/stop near corners, instead, it should be continued
around the corners.
9 Welds in holes or slots
Due to the risk of cracking, holes or slots should not be filled with weld metal unless required by the design
specification. Holes or slots that are required to be filled with weld metal shall only be filled after the first run
has been found to be acceptable (see also B.4).
10 Preparation of joint face
10.1 General
Any large notches or any other errors in joint geometry which might occur shall be corrected by applying a
weld deposit according to an approved welding procedure. Subsequently, they shall be ground smooth and
flush with the adjacent surface to produce an acceptable finish.
Prefabrication primers (shop primers) may be left on the joint faces provided that it is demonstrated they do
not adversely affect the welding.
10.2 Fusion faces
When shearing is used, the effect of work hardening should be taken into account and precautions shall be
taken to ensure that there is no cracking of the edges.Page 8
EN 1011-2:2001
Single-U and double-U and single-J weld preparations usually have to be machined. In assessing the
methods of preparation and type of joint, the requirements of the chosen welding process should be taken
into account.
10.3 Un-welded faces
Where a cut edge is not a fusion face, the effect of embrittlement from shearing, thermal cutting or gouging
shall not be such as to adversely affect the workpiece.
Local hardening can be reduced by suitable thermal treatment or removed by mechanical treatment. The
removal of 1 mm to 2 mm from a cut face normally eliminates the hardened layer. When using thermal
cutting, local hardening can be lessened by a reduction in usual cutting speed or by preheating before
cutting. If necessary the steel supplier should be consulted for recommendations on achieving a reduction in
hardness.
U and J weld preparations as compared with V and bevel weld preparations serve to reduce distortion by
virtue of the smaller amount of weld metal required. Likewise, double preparations are better than single
preparations in that the weld metal can be deposited in alternate runs on each side of the joint. In the control
of distortion, accuracy of preparation and fit-up of parts are important considerations, as well as a carefully
planned and controlled welding procedure.
11 Alignment of butt welds before welding
Unless specified otherwise (e.g. in a welding procedure specification or an application standard), the root
edges or root faces of butt joints shall not be out of alignment by more than 25 % of the thickness of the
thinner material for material up to and including 12 mm thick, or by more than 3 mm for material thicker than
12 mm.
For certain applications and welding processes, closer tolerances may be necessary.
NOTE For the purposes of Directive 97/23/EC, an application standard means a relevant product standard.
12 Preheating
The points of temperature measurement shall be in accordance with EN ISO 13916 except that for all
thicknesses the distance for measurement shall be at least 75 mm from the weld centre-line.
Particular attention should be paid to the need for preheating when making low heat input welds, e.g. tack
welds.
13 Tack welds
It is recommended that the minimum length of a tack weld should be 50 mm, but for material thicknesses
less than 12 mm the minimum length of a tack weld shall be four times the thicker part. For materials of
thickness greater than 50 mm or of yield strength over 500 N/mm2 consideration should be given to
increasing the length and size of tack welds, which may involve the use of a two run technique.
Consideration should also be given to the use of lower strength and/or higher ductility consumables when
welding higher alloy steel.
14 Temporary attachments
If a thermal process is used to remove a temporary attachment or run on/off pieces after welding, sufficient
attachment or run on/off piece shall be left to allow subsequent removal of the heat affected material by
careful grinding.Page 9
EN 1011-2:2001
15 Heat input
Heat input is calculated from the weld travel speed (see clause 19 of EN 1011-1:1998). When weaving with
manual metal arc welding, the weave width should be restricted to three times the diameter of the core rod.
For multi-wire arc welding, the heat input is calculated as the sum of the heat input for each individual wire
using the individual current and voltage parameters.
16 Welding procedure specification
The welding procedure specification shall comply with EN 288-2 and shall include the following:
a) whether shop or site welding;
b) maximum combined thickness (see C.2.4), if annex C.2 is applied; plate thickness, if annex C.3 is
applied;
c) heat input (see clause 15);
d) hydrogen scale (see C.2.3 and C.3.2);
e) tack welds (see clause 13).
17 Identification
Where the use of hard stamp marks is required by the contract, guidance on their location and size shall be
given. Indentations used for marking in radiographic examination require equal consideration.
18 Inspection and testing
Due to the risk of delayed cracking, a period of at least 16 h is generally required before the final inspection
is made of as-welded fabrications. The minimum time may be reduced for thin materials below 500 N/mm2
yield strength or increased for materials of thickness greater than 50 mm or of yield strength over
500 N/mm2. Whatever period is used it shall be stated in the inspection records.
Welds that have been heat-treated to reduce the hydrogen content or which have been stress relieved, need
no additional time interval following the heat treatment before final inspection is made.
Tungsten inert gas welding (TIG) and other re-melting processes, if required for post weld treatment, shall be
performed before final inspection.
Welds which are to be inspected and approved shall not be painted or otherwise treated until they have been
accepted.
19 Correction of non-conforming welds
All welds which do not conform to the design specification shall be corrected.
NOTE Fracture mechanics or other assessment techniques may be used to determine whether a non-conforming
weld needs to be corrected.Page 10
EN 1011-2:2001
20 Correction of distortion
The temperature of heated areas, measured by appropriate methods, should be in accordance with the
recommendations of the material supplier or the design specification.
21 Post weld heat treatment
When post weld heat treatment of welds is required but no application standard exists, the heat treatment
details shall be stated in the design specification taking account of the effect on the properties of the parent
metal, HAZ and weld metal.Page 11
EN 1011-2:2001
Annex A
(informative)
Possible detrimental phenomena resulting from welding of steels,
not covered by other annexes
Possible detrimental
phenomena
Causes Counter measures
resulting from
welding
Stress relief heat Carbide or nitride precipitation can occur Reduce stress concentrations by
treatment cracks during stress relief heat treatment if the grinding the toes of welds.
stress relief heat treatment and/or steel
composition are unfavourable. This can Minimize the amount of
reduce the ductility of the steel such that coarse-grained HAZ by correct
relaxation of stress leads not only to weld run sequence.
plastic deformation but also to crack
Use optimum heat treatment
formation.
procedures.
Corrosion Differences in chemical composition, Avoid large differences in plate and
grain size and stress levels between the weld metal compositions.
a) General attack weld and the parent material can lead to
different corrosion rates. In most cases
the weld and heat affected zone are
attacked preferentially.
b) Stress corrosion Caused by a critical combination of Avoid stress concentrations.
cracking stress, microstructure and environment.
Minimize weld stress levels.
Reduce hardness levels.Page 12
EN 1011-2:2001
Annex B
(informative)
Guidance on joint detail design (when there is no application standard)
B.1 General
This annex may be used where no guidance from an application standard exists. Further information is given
in other documents, e.g. EN 1708-1:1999, EN 1708-2. Particular guidance on design to avoid lamellar
tearing is given by annex F.
B.2 Butt joints
Butt joints between parts of unequal cross-section, arranged in line, will result in a local increase in stress in
addition to the stress concentration caused by the profile of the weld itself. If the centre planes of the two
parts joined do not coincide, local bending also will be induced at the joint. If the stresses induced by these
effects are unacceptable, then the parts should be shaped before welding by a slope of not greater than
1 in 4 so as to reduce the stresses. Examples of plain and shaped parts are shown in Figure B.1, where a)
and b) are the more common types with c) being a special configuration to facilitate non-destructive testing.
A partial penetration butt weld which is welded from one side only should not be subjected to a bending
moment about the longitudinal axis of a weld. It would cause the root of the weld to be in tension. Therefore
it should be avoided and only used when permitted by the design. Under such circumstances it may be
allowed by an application standard or contract.
Key
1 Slope approximately 1 in 4
a) Slope in the weld
b) Slope in the thicker plate
c) Special configuration to facilitate non-destructive testing
Figure B.1 — Butt joints of unequal cross-sectionPage 13
EN 1011-2:2001
B.3 Fillet welds
The effective length of an open ended fillet weld should be taken as the overall length less twice the leg
length. In any case, the effective length should be not less than 25 mm or four times the leg length whichever
is the greater.
For fillet welded joints carrying a compressive load, it should not be assumed that the parts joined are in
contact under the joint. For critical applications the use of a partial or even a full penetration butt weld should
be considered.
Where the specified leg length of a fillet weld, at the edge of a plate or section, is such that the parent metal
does not project beyond the weld, melting of the outer corner or corners, which reduces the throat thickness,
is not allowed (see Figure B.2).
a) Desirable
b) Not acceptable because of reduced throat thickness
Figure B.2 — Fillet welds applied to the edge of a part
A single fillet weld should not be subjected to a bending moment about the longitudinal axis of the joint which
would cause the root of the weld to be in tension.
Fillet welds connecting parts, where the fusion faces form an angle of more than 120° or less than 60°,
should not be relied upon to transmit calculated loads at the full working stresses unless permitted to do so
by the application standard.
The design throat thickness of a flat or convex fillet weld connecting parts, where the fusion faces form an
angle between 60° and 120°, can be derived by multiplying the leg length by the appropriate factor as given
in Table B.1.
Table B.1 — Factors for deriving design throat thickness of flat or convex fillet welds based
on leg angle
Angle between fusion faces Factor
(degrees)
60 to 90 0,7
91 to 100 0,65
101 to 106 0,60
107 to 113 0,55
114 to 120 0,50
Due account should be taken of fabrication, transport, and erection stresses particularly for those fillet welds
which have been designed to carry only a light load during service.Page 14
EN 1011-2:2001
B.4 Holes and slots
In order to provide access for welding, the diameter of a hole or the width of a slot should be not less than
three times the material thickness or 25 mm, whichever is the greater. Ends of slots should be rounded with
a radius of not less than 1,5 times the material thickness or 12 mm, whichever is the greater. The distance
between the edge of the part and the edge of the hole or slot, or between the adjacent slots or holes, should
be not less than twice the thickness and not less than 25 mm for holes (see also clause 9).Page 15
EN 1011-2:2001
Annex C
(informative)
Avoidance of hydrogen cracking (also known as cold cracking)
C.1 General
This annex gives recommendations for the avoidance of hydrogen cracking.
In preparing this annex, full account was taken of the fact that many methods have been proposed for
predicting preheat temperatures to avoid hydrogen cracking in non-alloyed, fine grained and low alloy steel
weldments. Examples are given in IIW documents IX-1602-90 and IX-1631-91. Two methods are included in
this annex as C.2 and C.3. Method A given in C.2 is based on extensive experience and data which is
mainly, but not exclusively, for carbon manganese type steels. Method B given in C.3 is based on experience
and data which is mainly, but not exclusively, for low alloy high strength steels. The differences in origin and
experience used to develop these two methods can be used as a guide as to their application.
The method described under C.4 shall be used for creep resisting and low temperature steels.
The recommendations apply only to normal fabrication restraint conditions. Higher restraint situations may
need higher preheat temperature or other precautions to prevent hydrogen cracking.
Clauses C.2 and C.3 refer to welding of parent metal at temperatures above 0 °C. When welding is carried
out below this temperature it is possible that special requirements will be needed.
Alternative procedures to those derived from this annex may be used, for example lower preheat
temperatures, provided they are supported by evidence of their effectiveness. The evidence should include
all the factors also considered for the welding procedures as given in this annex.
C.2 Method A for the avoidance of hydrogen cracking in non-alloyed, fine grained
and low alloy steels
C.2.1 Parent metal
Clause C.2 covers non-alloyed, fine grained and low alloy steels.
The range of chemical composition in percentage by weight of the main alloy constituents is:
Carbon 0,05 to 0,25
Silicon 0,8 max.
Manganese 1,7 max.
Chromium 0,9 max.
Copper 1,0 max.
Nickel 2,5 max.
Molybdenum 0,75 max.
Vanadium 0,20 max.Page 16
EN 1011-2:2001
The determination of safe, but economic, preheating levels for the prevention of hydrogen cracking is
critically dependent on an accurate knowledge of parent metal composition and carbon equivalent, CE, and
on the weld metal composition (see C.2.9).
Carbon equivalent (CE) values for parent material are calculated using the following formula:
Mn Cr+Mo+V Ni+Cu
CE = C+ + + in% (C.1)
6 5 15
Clause C.2 is applicable to steels with a carbon equivalent (CE) in the range 0,30 to 0,70.
If, of the elements in this formula, only carbon and manganese are stated on the mill sheet for carbon and
carbon manganese steels, then 0,03 should be added to the calculated value to allow for residual elements.
Where steels of different carbon equivalent or grade are being joined, the higher carbon equivalent value
should be used.
This carbon equivalent formula may not be suitable for boron-containing steels.
C.2.2 Factors affecting cracking
The occurrence of hydrogen cracking depends on a number of factors: composition of the steel, the welding
procedure, welding consumables and the stress involved. If the t time (cooling time from 800 °C to 500 °C)
8/5
associated with welding is too short, excessive hardening can occur in the heat affected zone. When the
hydrogen in the weld is above a critical level the hardened zone can crack spontaneously under the
influence of residual stress after the weld has cooled to near ambient temperature. Welding conditions may
be selected to avoid cracking by ensuring that the heat affected zone cools sufficiently slowly, by control of
weld run dimensions in relation to metal thickness, and if necessary, by applying preheat and controlling
interpass temperature. Procedures for avoiding hydrogen cracking, as well as selecting cooling times
through the transformation temperature range to avoid hardened and susceptible microstructures, may
involve controlling cooling in the lower temperature part of the thermal cycle, typically from 300 °C to 100 °C,
thereby beneficially influencing the evolution of hydrogen from the welded joint. In particular, this can be
achieved by the application of a post-heat on completion of welding which is typically a maintenance of the
preheat temperature.
The hydrogen content of the weld can be controlled by using hydrogen controlled welding processes and
consumables, and also to some extent, by the application of post-heat as described previously.
Similar considerations apply to hydrogen cracking in the weld metal, where although hardening will be on a
reduced scale, actual hydrogen and stress levels are likely to be higher than in the heat affected zone. In
general, welding procedures selected to avoid heat affected zone hydrogen cracking will also avoid cracking
in the weld metal. However, under some conditions such as high restraint, low CE steels, thick sections, or
alloyed weld metal, weld metal hydrogen cracking can become the dominant mechanism.
The most effective assurance of avoiding hydrogen cracking is to reduce the hydrogen input to the weld
metal from the welding consumables. The benefits resulting from a growing number of possibilities where no
preheat temperature > 20 °C is required, can (as shown by examples in Table C.1) be increased by using
filler materials with lower hydrogen content.Page 17
EN 1011-2:2001
Table C.1 — Examples of maximum combined thickness (see C.2.4) weldable without preheat
Diffusable Maximum combined thickness
hydrogen content a
CE of 0,49 CE of 0,43
ml/100 g of Heat input Heat input Heat input Heat input
deposited metal 1,0 kJ/mm 2,0 kJ/mm 1,0 kJ/mm 2,0 kJ/mm
mm mm mm mm
> 15 25 50 40 80
10 ≤ 15 30 55 50 90
5 ≤ 10 35 65 60 100
3 ≤ 5 50 100 100 100
≤ 3 60 100 100 100
a
Measured in accordance with ISO 3690
Welding conditions for avoiding hydrogen cracking in carbon manganese steels have been drawn up in
graphical form in Figure C.2 for the normal range of compositions, expressed as carbon equivalent, covered
by this standard and these conditions should be followed for all types of joint whenever practicable.
The conditions have been drawn up to take account of differences in behaviour between different steels of
the same carbon equivalent (making allowances for scatter in hardness) and of normal variations between
ladle and product analysis. They are valid for the avoidance of both heat affected zone and weld metal
cracking in the majority of welding situations (see also C.2.9).
C.2.3 Hydrogen content of welding consumables
C.2.3.1 General
The manufacturer should be able to demonstrate that he has used the consumables in the manner
recommended by the consumable manufacturer and that the consumables have been stored and dried or
baked to the appropriate temperature levels and times.
C.2.3.2 Hydrogen scales
The hydrogen scale to be used for any arc welding process depends principally on the weld diffusable
hydrogen content and should be as given in Table C.2. The value used should be stated by the consumable
manufacturer in accordance with the relevant standard where it exists (or as independently determined) in
conjunction with a specified condition of supply and treatment.
Table C.2 — Hydrogen scales
Diffusable Hydrogen scale
hydrogen content
ml/100 g of deposited metal
> 15 A
10 ≤ 15 B
5 ≤ 10 C
3 ≤ 5 D
≤ 3 EPage 18
EN 1011-2:2001
C.2.3.3 Selection of hydrogen scales
The following gives general guidance on the selection of the appropriate hydrogen scale for various welding
processes.
Manual metal arc basic covered electrodes can be used with scales B to D depending on the electrode
manufacturer’s classification of the consumable. Manual metal arc rutile or cellulosic electrodes should be
used with scale A.
Flux-cored or metal-cored consumables can be used with scales B to D depending on the manufacturer’s
classification of the wire. Submerged-arc wire and flux consumable combinations can have hydrogen levels
corresponding to scales B to D, although most typically these will be scale C but therefore need assessing in
the case of each named product combination and condition. Submerged-arc fluxes can be classified by the
manufacturer but this does not necessarily confirm that a practical flux/wire combination also meets the
same classification.
Solid wires for gas-shielded arc welding and for TIG welding may be used with scale D unless specifically
assessed and shown to meet scale E. Scale E may also be found to be appropriate for some cored wires
and some manual metal arc basic covered electrodes, but only after specific assessment. On achieving
these low levels of hydrogen, consideration should be given to the contribution of hydrogen from the
shielding gas composition and atmospheric humidity from welding.
For plasma arc welding, specific assessment should be made.
C.2.4 Combined thickness
Combined thickness should be determined as the sum of the parent metal thicknesses averaged over a
distance of 75 mm from the weld line (see Figure C.1).
Combined thickness is used to assess the heat sink of a joint for the purpose of determining the cooling rate.
If the thickness increases greatly just beyond 75 mm from the weld line, it may be necessary to use a higher
combined thickness value.
For the same metal thickness, the preheating temperature is higher in a fillet weld than in a butt weld
because the combined thickness, and therefore the heat sink, is greater.Page 19
EN 1011-2:2001
Dimensions in millimetres
d = average thickness over a length of 75 mm
1
For simultaneously
deposited directly opposed
twin fillet welds,
combined thickness
= ½ (d + d + d )
1 2 3
Combined thickness = d + d + d
1 2 3
Combined thickness = ½( D + D ) Maximum diameter 40 mm
1 2
The limited heat sink has to be considered [see C.2.10 b)].
Figure C.1 — Examples for the determination of combined thickness
C.2.5 Preheat temperature
The preheating temperature to be used should be obtained from Figure C.2 a) to m) by reading the preheat
line immediately above or to the left of the co-ordinated point for heat input and combined thickness.
C.2.6 Interpass temperature
The minimum recommended interpass temperature is frequently used as the preheat temperature for
multi-run welds. However, multi-run welds may have a lower permitted interpass temperature than the
preheat temperature where subsequent runs are of higher heat input than the root run. In these cases the
interpass temperature should be determined from Figure C.2 a) to m) for the larger run. Recommendations
relating to maximum interpass temperature for creep resisting and low temperature steels are given in
Table C.5 and Table C.6.
C.2.7 Heat input
Heat input values (in kJ/mm) for use with Figure C.2 should be calculated in accordance with
EN 1011-1:1998 and clause 15.Page 20
EN 1011-2:2001
C.2.8 Hydrogen reduction by post-heating
When there is a higher risk of cold cracking, hydrogen release should be accelerated by either maintaining
the minimum interpass temperature or raising the temperature to 200 °C to 300 °C immediately after welding
and before the weld region cools to below the minimum interpass temperature. The duration of post-heating
should be at least 2 h and is a function of the thickness. Large thicknesses require temperatures at the upper
end of the stated range as well as prolonged post-heating times.
Post-heating is also appropriate where a partially filled weld cross-section is to be cooled.
C.2.9 Conditions which may require more stringent procedures
The preheating conditions presented in Figure C.2 have been found from experience to provide a
satisfactory basis for deriving safe welding procedures for many welded fabrications. However, the risk of
hydrogen cracking is influenced by several parameters and these can sometimes exert an adverse influence
greater than accounted for in Figure C.2 a) to m). The following paragraphs cover some factors which can
increase the risk of cracking above that envisaged in drawing up the data in Figure C.2. Precise
quantification of the effects of these factors on the need for a more stringent procedure and on the change to
the welding procedure required to avoid cracking cannot be made at the present time. The following factors
should therefore be considered for guidance only.
Joint restraint is a complex function of section thickness, weld preparation, joint geometry, and the stiffness
of the fabrication. Welds made in section thicknesses above approximately 50 mm and root runs in double
bevel butt joints may require more stringent procedures.
Certain welding procedures may not be adequate for avoiding weld metal hydrogen cracking when welding
steels of low carbon equivalent. This is more likely to be the case when welding thick sections (i.e. greater
than about 50 mm) and with higher heat inputs.
The use of higher strength alloyed weld metal or carbon manganese weld metal with a manganese content
above approximately 1,5 % can lead to higher operative stresses. Whether or not this causes an increased
risk of heat affected zone cracking, the weld deposit would generally be harder and more susceptible to
cracking itself.
Experience and research has indicated that lowering the inclusion content of the steel, principally by lowering
the sulphur content (but also the oxygen content) can increase the hardenability of the steel. From a practical
point of view this effect can result in an increase in the hardness of the heat affected zone and possibly a
small increase in the risk of heat affected zone hydrogen cracking. Accurate quantification of the effect is
presently not practicable.
Although modifications to the procedures to deal with welds involving the above factors can, in principle, be
obtained through a change in heat input, preheating or other influencing factors, the most effective
modification is to lower the weld hydrogen level. This can be done either directly, by lowering the weld
hydrogen input to the weld (use of lower hydrogen welding processes or consumables), or by increasing
hydrogen loss from the weld by diffusion through the use of higher post-heat for a period of time after
welding. The required post-heat time will depend on many factors, but a period of 2 h to 3 h has been found
to be beneficial in many instances. It is recommended that the required modifications to the procedures be
derived by the use of adequate joint simulation weld testing.
C.2.10 Relaxations
Relaxations of the welding procedures may be permissible under the following conditions:
a) General preheating.
If the whole component or a width more than twice that stated in clause 12 is preheated, it is generally
possible to reduce the preheating temperature by a limited amount.Page 21
EN 1011-2:2001
b) Limited heat sink.
If the heat sink is limited in one or more directions (e.g. when the shortest heat path is less than 10
times the fillet leg length) especially in the thicker plate (e.g. in the case of a lap joint where the outstand
is only marginally greater than the fillet weld leg length), it is possible to reduce preheating levels.
c) Austenitic consumables.
In some circumstances where sufficient preheating to ensure crack-free welds is impracticable, an
advantage can be gained by using certain austenitic or high nickel alloy consumables. In such cases
preheat is not always necessary, especially if the condition of the consumable is such as to deposit weld
metal containing very low levels of hydrogen.
d) Joint fit up.
Close fit fillet welds (where the gap is 0,5 mm or less) may justify relaxations in the welding procedure.
C.2.11 Simplified conditions for manual metal arc welding
Where single run minimum leg length fillet welds are specified in the design, Table C.3 can be used to
determine the approximate heat input values for use in determining preheat temperatures from Figure C.2.
These values are appropriate for practical situations when a manufacturer is required to make single run fillet
welds of specified dimensions related to the minimum leg length of the fillet welds. In practice, one leg will be
longer than the minimum, as for example in a horizontal-vertical fillet weld and the data is therefore not
appropriate for direct conversion to welds of specified throat dimension.
In other cases heat input should be controlled by control of electrode run out length (see Table C.4) or
directly through welding parameters.
Table C.3 — Values of heat input for manual metal arc welding of single run fillet welds
Minimum leg length Heat input for electrodes with different covering types a
and electrode efficiencies
R and RR < 110 % B < 130 % R and RR > 130 %
mm kJ/mm kJ/mm kJ/mm
4 0,8 1,0 —
5 1,1 1,4 0,6
6 1,6 1,8 0,9
8 2,2 2,7 1,3
a Covering types in accordance with EN 499Page 22
EN 1011-2:2001
1 1
3 3
2 2
4 A B C D E 4 A B C D E
5 0,30 0,34 0,38 0,44 0,46 5 0,34 0,39 0,41 0,46 0,48
Figure C.2 a) Figure C.2 b)
Key
1 Combined thickness, mm
2 Heat input, kJ/mm
3 Minimum preheating temperature, °C
4 Scale
5 To be used for carbon equivalent not exceeding
Figure C.2 — Conditions for welding steels with defined carbon equivalents
B ©SI 1002-30Page 23
EN 1011-2:2001
1 1
3 3
2 2
4 A B C D E 4 A B C D E
5 0,38 0,41 0,43 0,48 0,50 5 0,41 0,43 0,45 0,50 0,52
Figure C.2 c) Figure C.2 d)
Key
1 Combined thickness, mm
2 Heat input, kJ/mm
3 Minimum preheating temperature, °C
4 Scale
5 To be used for carbon equivalent not exceeding
Figure C.2 — Conditions for welding steels with defined carbon equivalents
B ©SI 1002-30Page 24
EN 1011-2:2001
1
3
4
5
2
1 Figure C.2 e)
3
4
5
2
Figure C.2 f)
Key
1 Combined thickness, mm
2 Heat input, kJ/mm
3 Minimum preheating temperature, °C
4 Scale
5 To be used for carbon equivalent not exceeding
Figure C.2 — Conditions for welding steels with defined carbon equivalentsPage 25
EN 1011-2:2001
1
3
4
5
2
Figure C.2 g)
1
3
4
5
2
Figure C.2 h)
Key
1 Combined thickness, mm
2 Heat input, kJ/mm
3 Minimum preheating temperature, °C
4 Scale
5 To be used for carbon equivalent not exceeding
Figure C.2 — Conditions for welding steels with defined carbon equivalents
B ©SI 1002-30Page 26
EN 1011-2:2001
1
3
4
5
2
1 Figure C.2 i)
3
4
5
2
Figure C.2 j)
Key
1 Combined thickness, mm
2 Heat input, kJ/mm
3 Minimum preheating temperature, °C
4 Scale
5 To be used for carbon equivalent not exceeding
Figure C.2 — Conditions for welding steels with defined carbon equivalentsPage 27
EN 1011-2:2001
1
3
4
5
2
Figure C.2 k)
1
3
4
5
2
Figure C.2 l)
Key
1 Combined thickness, mm
2 Heat input, kJ/mm
3 Minimum preheating temperature, °C
4 Scale
5 To be used for carbon equivalent not exceeding
Figure C.2 — Conditions for welding steels with defined carbon equivalents
© BSI 03-2001Page 28
EN 1011-2:2001
1
3
4
5
2
Figure C.2 m)
Key
1 Combined thickness, mm
2 Heat input, kJ/mm
3 Minimum preheating temperature, °C
4 Scale
5 To be used for carbon equivalent not exceeding
Figure C.2 — Conditions for welding steels with defined carbon equivalentsPage 29
EN 1011-2:2001
Table C.4 — Run out length for manual metal arc welding
Table C.4.1 — Electrode efficiency 95 % approximately
Heat input Run out length from 410 mm of a 450 mm electrode of diameter:
2,5 3,2 4 5 6 6,3
kJ/mm mm mm mm mm mm mm
0,8 120 195 300 470 — —
1,0 95 155 240 375 545 600
1,2 — 130 200 315 450 500
1,4 — 110 170 270 390 430
1,6 — 95 150 235 340 375
1,8 — 85 135 210 300 335
2,0 — — 120 190 270 300
2,2 — — 110 170 245 270
2,5 — — 95 150 215 240
3,0 — — 80 125 180 200
3,5 — — — 110 155 170
4,0 — — — 95 135 150
4,5 — — — 84 120 135
5,0 — — — — 110 120
5,5 — — — — 100 110
Table C.4.2 — 95 % < efficiency ≤ 110 %
Heat input Run out length from 410 mm of a 450 mm electrode of diameter:
2,5 3,2 4 5 6 6,3
kJ/mm mm mm mm mm mm mm
0,8 130 215 335 525 — —
1,0 105 170 270 420 600 —
1,2 85 145 225 350 500 555
1,4 — 120 190 300 430 475
1,6 — 105 165 260 375 415
1,8 — 95 150 230 335 370
2,0 — 85 135 210 300 330
2,2 — — 120 190 275 300
2,5 — — 105 165 240 265
3,0 — — 90 140 200 220
3,5 — — — 120 170 190
4,0 — — — 105 150 165
4,5 — — — 95 135 150
5,0 — — — 85 120 135
5,5 — — — — 110 120
B ©SI 1002-30Page 30
EN 1011-2:2001
Table C.4.3 — 110 % < efficiency ≤ 130 %
Heat input Run out length from 410 mm of a 450 mm electrode of diameter:
2,5 3,2 4 5 6 6,3
kJ/mm mm mm mm mm mm mm
0,8 150 250 385 605 — —
1,0 120 200 310 485 — —
1,2 100 165 260 405 580 —
1,4 85 140 220 345 500 550
1,6 — 125 195 300 435 480
1,8 — 110 170 270 385 425
2,0 — 100 155 240 350 385
2,2 — 90 140 220 315 350
2,5 — — 125 195 280 305
3,0 — — 105 160 230 255
3,5 — — 90 140 200 220
4,0 — — — 120 175 190
4,5 — — — 110 155 170
5,0 — — — 95 140 155
5,5 — — — 90 125 140Page 31
EN 1011-2:2001
Table C.4.4 — Electrode efficiency > 130 %
Heat input Run out length from 410 mm of a 450 mm electrode of diameter:
3,2 4 5 6 6,3
kJ/mm mm mm mm mm mm
0,8 320 500 — — —
1,0 255 400 625 — —
1,2 215 330 520 — —
1,4 180 285 445 — —
1,6 160 250 390 560 620
1,8 140 220 345 500 550
2,0 130 200 310 450 495
2,2 115 180 285 410 450
2,5 100 160 250 360 395
3,0 85 135 210 300 330
3,5 — 115 180 255 285
4,0 — 100 155 225 245
4,5 — 90 140 200 220
5,0 — — 125 180 200
5,5 — — 115 165 180
NOTE The values given in Table C.4 relate to electrodes having an original length of 450 mm. For
other electrode lengths the following expression may be used:
(Electrodediameter)2
×L×F
Runoutlength(mm)=
Heatinput
where
L is the consumed length of electrode (in mm) (normally the original length less 40 mm for the
stub end)
and
F is a factor in kJ/mm3 having a value depending on the electrode efficiency, as follows:
efficiency approximately 95 % F = 0,0368
95 % < efficiency ≤ 110 % F = 0,0408
110 % < efficiency ≤ 130 % F = 0,0472
efficiency > 130 % F = 0,0608
B ©SI 1002-30Page 32
EN 1011-2:2001
C.2.12 Examples of use of C.2
Step 1: Decide which carbon equivalent value is to be used either by reference to the mill certificates or the
maximum carbon equivalent in the steel standard. A steel with a carbon equivalent of 0,45 will be
assumed for this example.
Step 2: Decide provisionally which welding process and consumables are to be used. Classify the
consumables using the hydrogen scale A, B, C, D or E according to C.2.3 and Table C.2.
Assume that manual metal arc welding is to be used and that the weld hydrogen level corresponds
to scale B in Table C.2.
Step 3: Determine whether the joint is to be fillet or butt welded.
Assume that butt-welding is to be used.
Step 4: From Figure C.2, select the appropriate graph for hydrogen scale B and a carbon equivalent of
0,45, i.e. Figure C.2 e). When a graph for the selected hydrogen scale and carbon equivalent is not
available use the graph appropriate to the next highest carbon equivalent value.
Step 5: Determine the minimum run dimension to be used in making the butt weld. This will most often be
the root run.
Assume that this will be deposited with a 4 mm electrode with 120 % efficiency to be run out in
about 260 mm.
Refer to Table C.4.3 which gives the minimum heat input for individual runs forming the butt weld of
at least 1,2 kJ/mm.
Step 6: Determine the combined thickness of the butt joint, referring to C.2.4. Assume that the calculated
combined thickness is 50 mm.
Step 7: Using Figure C.2 e) plot the co-ordinates of 1,2 kJ/mm heat input and 50 mm combined thickness.
Read off the minimum preheating and interpass temperature required, which in this example is
75 °C.
Variation at step 7. In the event that preheat is undesirable, proceed as follows.
Step 8: Re-examine Figure C.2 e) to determine the minimum heat input for no preheat (20 °C line,
normally).
For the butt-weld example this is 1,4 kJ/mm.
Step 9: If by reference to Table C.4.3 and consideration of the welding position this heat input is feasible,
proceed using the electrode diameter and run length chosen from Table C.4.3.
If this is not feasible, proceed to step 10.
Step 10: Using Figures C.2 a) and C.2 d) examine the feasibility of using lower hydrogen levels (by the use
of higher electrode drying temperatures or change of consumables or change of welding process)
to avoid the need for preheat at the acceptable heat input levels.Page 33
EN 1011-2:2001
C.3 Method B for the avoidance of hydrogen cracking in non-alloyed, fine grained
and low alloy steels
C.3.1 General
This method covers the arc welding of steels of the groups 1 to 4 as specified in CR ISO 15608. The
recommendations given in this annex should be considered in the relevant WPS.
A very effective means to avoid cold cracking is preheating of the weld to higher temperatures to delay the
cooling of the weld region and thereby promote hydrogen effusion in a shorter time to a higher extent after
welding than without preheating. Preheating furthermore reduces the state of internal stresses. For multilayer
welds it is possible to start without preheating if a sufficiently high interpass temperature can be reached and
maintained by a suitable welding sequence.
The basis of this recommendation is extensive examinations of cold cracking behaviour of steels in welding,
performed on the weld itself or using special cold cracking tests. Fillet welds have also been examined. It
was found out that single layer fillet welds have a lower internal stress than butt welds. The preheat
temperatures determined for butt welds therefore can be about 60 °C too high for fillet welds. Depending on
his experience, it is up to the manufacturer to make use of this advantage. In terms of determining the
preheat temperatures for fillet and butt welds with different plate thicknesses, the preheat temperature shall
be calculated on the basis of the thicker plate. Multi-layer fillet welds and butt welds have similar stress
conditions. Therefore, the same preheat temperature as for butt welds shall be used to avoid cold cracks.
The lowest temperature before starting the first run and below which the weld region shall not fall during
welding, in the interest of avoiding cold cracking, is designated the preheat temperature T . In case of
p
multipass welding, the term also used for this temperature in reference to the second and all ensuing runs is
the minimum interpass temperature T. Both temperatures are generally identical. For reasons of simplicity,
i
therefore, only the term “preheat temperature” is used in the following.
C.3.2 Factors influencing the cold cracking behaviour of welds
The cold cracking behaviour of welded joints is influenced by the chemical composition of the parent metal
and weld metal, the plate thickness, the hydrogen content of weld metal, the heat input during the welding,
and the stress level. An increase of alloy content, plate thickness and hydrogen content increases the risk of
cold cracking. An increase of heat input, in contrast, reduces it.
C.3.2.1 Base material
The influence of the chemical composition on the cold cracking behaviour of steels is charactarized by
means of carbon equivalents (CET). This formula provides information on the effect on the individual alloying
elements on these properties in relation to that of the carbon.
Mn+Mo Cr+Cu Ni
CET =C+ + + in% (C.2)
10 20 40
It applies to the following range of concentrations (percentage by weight):
Carbon 0,05 to 0,32
Silicon 0,8 max.
Manganese 0,5 to 1,9
Chromium 1,5 max.
Copper 0,7 max.
Molybdenum 0,75 max.
© BSI 03-2001Page 34
EN 1011-2:2001
Niobium 0,06 max.
Nickel 2,5 max.
Titanium 0,12 max.
Vanadium 0,18 max.
Boron 0,005 max.
A linear relationship exists between the carbon equivalent, CET, and the preheat temperature, T , (or
p
interpass temperature, T) as shown in Figure C.3. It can be seen that an increase of around 0,01 % in the
i
carbon equivalent, CET, leads to an increase of around 7,5 °C in the preheat temperature.
T = 750 × CET - 150 (°C) (C.3)
pCET
1
2
Key
1 T in °C
pCET
2 Carbon equivalent, CET, in %
Figure C.3 — Preheat temperature as a function of carbon equivalent, CET
C.3.2.2 Plate thickness
The relationship between plate thickness, d, and preheat temperature, T , can be seen in Figure C.4. It can
p
be seen that for thinner material, a change in the plate thickness results in a greater change in preheat
temperature. However, with increasing material thickness the effect is reduced and is only very minor above
60 mm.
T = 160 × tanh(d 35) - 110 (°C) (C.4)
pdPage 35
EN 1011-2:2001
1
2
Key
1 T in °C
pd
2 Plate thickness, d, in mm
Figure C.4 — Preheat temperature as a function of plate thickness, d
C.3.2.3 Hydrogen content
The effect of hydrogen content, HD, of the weld metal in accordance with ISO 3690 on preheat temperature
is shown in Figure C.5. It can be seen that an increase of the hydrogen content requires an increase of the
preheat temperature. A change in the hydrogen content has a greater effect on the preheat temperature for
lower concentrations than high ones.
T = 62 × HD0,35 − 100 (°C) (C.5)
pHD
1
2
Key
1 T in °C
pHD
2 Hydrogen content HD in ml/100 g
Figure C.5 — Preheat temperature as a function of weld metal hydrogen content
C.3.2.4 Heat input
The influence of the heat input, Q, on the preheat temperature can be seen in Figure C.6. It can be seen that
an increased heat input during welding permits a reduction of preheat temperature. Furthermore, the
influence is dependent on alloy content and is more pronounced for a low carbon equivalent than for a high
one.
T = (53×CET-32)×Q−53×CET +32 (°C) (C.6)
pQ
B ©SI 1002-30Page 36
EN 1011-2:2001
1
2
Key
1 T in °C
pQ
2 Heat input in kJ/mm
Figure C.6 — Preheat temperature as a function of heat input
C.3.2.5 Internal stress
At present, the relationship between the internal stress level and the preheat temperature is known only to a
certain qualitative extent. An increase of the internal stresses and of the tri-axiality of the stress state results
in an increase of the preheat temperature. In deriving equation C.8 for calculating the preheat temperature, it
has been assumed that the internal stresses present in the weld region are equal to the yield strength of the
parent material and the weld metal respectively.
C.3.3 Calculation of the preheat temperature
The effects of chemical composition, characterized by the carbon equivalent, CET, the plate thickness, d, the
hydrogen content of the weld metal, HD, and the heat input, Q, can be combined by the formula given below
to calculate the preheat temperature, T .
p
T = T +T + T + T (°C) (C.7)
p pCET p d pHD pQ
The preheat temperature can also be calculated according to the following formula:
T = 697×CET+160×tanh(d 35)+62×HD0,35 +(53×CET-32)×Q−328 (°C) (C.8)
p
This relationship is valid for structural steels with a yield strength up to 1 000 N/mm2 and
CET = 0,2 % to 0,5 %
d = 10 mm to 90 mm
HD = 1 ml/100g to 20 ml/100g
Q = 0,5 kJ/mm to 4,0 kJ/mmPage 37
EN 1011-2:2001
According to experience, the preheat temperatures calculated with the aid of equation C.7 or C.8,
respectively, apply, provided that the following conditions are fulfilled:
a) The carbon equivalent, CET, of the parent metal exceeds that of the weld metal by at least 0,03 %.
Otherwise, the calculation of the preheat temperature has to be based on the CET of the weld metal
increased by 0,03 %.
b) Single-pass fillet, tack and root welds have a minimum length of 50 mm. If the plate thickness exceeds
25 mm, tack and root passes are deposited in two layers using a mild ductile weld metal.
c) In the case of filler pass welding, which also includes multipass fillet welds, no interpass cooling takes
place as long as the weld thickness has not yet attained one third of the plate thickness. Otherwise, it is
necessary to reduce the hydrogen content by means of a post-heating treatment.
d) The welding sequence shall be selected in such a way that the strong plastic deformations of the only
partly filled welds are avoided.
C.3.4 Graphical determination of preheat temperatures
The relationship between preheat temperature, T ,and plate thickness, d, for selected combinations of the
p
carbon equivalent, CET, and the heat input, Q, can be seen in Figure C.7 based on equation C.8. The curves
displayed in the individual diagrams apply in each case to different hydrogen concentrations of the weld
metal.
If the preheat temperature is to be determined for a certain steel or a weld metal, characterized by its carbon
equivalent, CET, then the diagram with the nearest possible CET and heat input has to be selected. The
preheat temperature is obtained from this diagram for the plate thickness and hydrogen content in question.
If the carbon equivalent and the heat input in the diagram do not agree with the actual values, the inferred
preheat temperature shall be corrected. A correction of 7,5 °C has to be made for every 0,01 % difference in
the CET. The correction regarding the heat input can be obtained from Figure C.6.
B ©SI 1002-30Page 38
EN 1011-2:2001
CET = 0,20 % and Q = 1 kJ/mm
CET = 0,23 % and Q = 2 kJ/mm
CET = 0,25 % and Q = 3 kJ/mm
CET = 0,27 % and Q = 4 kJ/mm
1
2
1
CET = 0,30 % and Q = 1 kJ/mm
CET = 0,32 % and Q = 2 kJ/mm
CET = 0,34 % and Q = 3 kJ/mm
CET = 0,36 % and Q = 4 kJ/mm
2
1
CET = 0.40 % and Q = 1 kJ/mm
CET = 0.42 % and Q = 2 kJ/mm
CET = 0.43 % and Q = 3 kJ/mm
CET = 0.44 % and Q = 4 kJ/mm
2
Key
1 T in °C
p
2 Plate thickness, d, in mm
Figure C.7 — Preheat temperature T as a function of plate thickness
pPage 39
EN 1011-2:2001
C.3.5 Reduction of the hydrogen content by means of post-heating
When there is an increased risk of cold cracking, e.g. when steels with a yield strength of more than
460 N/mm2 and in thicknesses greater than 30 mm are submerged-arc welded, it is advisable to reduce the
hydrogen content by means of soaking, e.g. 2 h/250 °C, immediately after the welding.
C.3.6 Welding without preheating
If multipass welding is performed, preheating may be avoided by maintaining an adequately high interpass
temperature, T, through the use of a suitable welding sequence. The possibility of avoiding the use of
i
preheat by maintaining a high interpass temperature depends not only on the restraint conditions of
fabrication but also on the chemical composition of the steel to be welded, i.e. on the CET and the preheat
temperature. It should also be noticed that the evaluation of the elements compared to carbon is remarkably
different between the CE and CET. Therefore it is not advisable to convert CET values into CE values or vice
versa.
Figure C.8 provides information about the plate thickness up to which it is possible, depending on the alloy
content of the steel and hydrogen content of the weld metal, normally to avoid preheating by maintaining an
interpass temperature of 50 °C or 100 °C by an appropriate weld sequence.
1
2
1
2
Key
1 Plate thickness, d, in mm
2 Carbon equivalent, CET, in %
Figure C.8 — Limiting plate thickness for welding without preheating as a function of CET for
minimum interpass temperatures T of 50 °C and 100 °C
i
B ©SI 1002-30Page 40
EN 1011-2:2001
In cases where adequate preheating is impracticable, it is advisable to use austenitic or Ni-based
consumables. It is then possible to avoid the use of preheating because of the comparatively low internal
stress level of the welded joints and the better solubility of the hydrogen in austenitic weld metal.
C.4 Avoidance of hydrogen cracking for creep resisting and low temperature steels
C.4.1 Parent metal
The parent metals covered by this annex are certain creep resisting and low temperature steels, in
groups 4, 5, 6 and 7 in CR ISO 15608.
C.4.2 Preheating and interpass temperatures
The limits for preheating and interpass temperatures, which are applicable for plates, strips, pipes and
forgings, are given in Table C.5 for creep resisting steels and in Table C.6 for low temperature steels.
Alterations might be necessary with respect to special requirements, experience or applications (e.g. fillet
welds, partially filled welds, nozzle weldments or site weldments). Welding procedure approval tests should
be carried out even if there is no requirement in the design specification.
C.4.3 Choice of preheating and interpass temperature
The minimum preheating and interpass temperature is dependent on:
chemical composition of parent metal and weld metal;
thickness of the weldment and type of joint;
welding process and parameters;
weld hydrogen scale.
The maximum interpass temperature should be as given in Tables C.5 or C.6 as appropriate.
The preheating and interpass temperatures of Tables C.5 and C.6 are valid for butt welds. Fillet welds due to
their increased heat sink or partially filled welds sometimes require higher minimum temperatures. Site
welding can require additional precautions. In order to avoid hydrogen cracking it is advisable:
to hold the minimum temperature given in Tables C.5 or C.6 during the whole welding process;
to cool down slowly;
to perform a soaking treatment especially in cases where partially filled welds have to be cooled down;
to consider whether to perform the post weld heat treatment immediately after welding (not in the case
of the 12 % Cr-steel).Page 41
EN 1011-2:2001
Table C.5 — Creep resisting steels — Minimum preheating and interpass temperature
Steel type Thickness Minimum preheating and interpass temperature Maximum
interpass
Scale – D Scale – C Scale – A
temperature
Hydrogen Hydrogen Hydrogen
≤ 5 ml/100 g 5 ≤ 10 ml/100 g > 15 ml/100 g
mm °C °C °C °C
0,3 Mo ≤ 15 20 20 100 250
> 15 ≤ 30 75 75 100
> 30 75 100 Not applicable
1 Cr 0,5 Mo ≤ 15 20 100 150 300
1,25 Cr 0,5 Mo > 15 100 150 Not applicable
0,5 Cr 0,5 Mo 0,25 V ≤ 15 100 150 Not applicable 300
> 15 100 200 Not applicable
2,25 Cr 1 Mo ≤ 15 75 150 200 350
> 15 100 200 Not applicable
5 Cr 0,5 Mo All 150 200 Not applicable 350
7 Cr 0,5 Mo
9 Cr 1 Mo
12 Cr Mo V ≤ 8 150 Not applicable Not applicable
> 8 200 a Not applicable Not applicable 300 a
350 b 450 b
a Martensitic method where the preheat temperature is below the Martensite start (M) temperature and
s
transformation to martensite occurs during welding.
b Austenitic method where the preheat temperature is above the M and the joint shall be allowed to cool to below
s
the M to ensure transformation to martensite occurs before any post weld heat treatment is applied.
s
Table C.6 — Low temperature steels
Steel type Material Minimum preheating and Maximum interpass
thickness interpass temperature temperature
Scale – D Scale – C
Hydrogen Hydrogen
≤ 5 ml/100 g 5 ml ≤ 10 ml/100 g
% element mm °C °C °C
3,5 Ni Over 10 100 a 150 a
5,0 Ni Over 10 100 b Not applicable 250
5,5 Ni Over 10 100 b Not applicable 250
9,0 Ni Over 10 100 b Not applicable 250
a The values for minimum preheat given are typical of normal production using matching composition consumables.
b The level of preheat specified refers to those instances where near matching consumables or autogenous welding
is involved.
The 5 % Ni to 9 % Ni steels are usually welded using nickel based welding consumables and preheat is not
normally required up to plate thicknesses of 50 mm.
B ©SI 1002-30Page 42
EN 1011-2:2001
Annex D
(informative)
Heat affected zone toughness and hardness
D.1 General
This annex describes the influence of welding conditions on the temperature/time cycles occurring during
welding and on the mechanical properties in the HAZ.
D.2 Fundamental behaviour of ferritic steels
The welding of ferritic steels produces a zone in which the original microstructure is changed by the heat
producing the weld. Depending on the microstructure, the toughness and hardness will also be changed.
The change of the microstructure in the HAZ depends mainly on the chemical composition of the parent
metal and on the temperature/time cycles which occur during welding.
D.3 Influence of the steel type
The relationship between the HAZ microstructure and toughness is considered to be as follows: the
toughness decreases with an increase of the grain size and an increase of the fraction of hard martensitic
and bainitic microstructure constituents.
In the case of C and C-Mn steels, which do not contain any element that limits the austenite grain growth
during welding, frequently only strict control of the cooling time is necessary to ensure adequate toughness
in the HAZ.
For micro-alloyed C-Mn steels, a carefully selected combination of elements that are able to form carbide
and nitride precipitates, which are stable at elevated temperature, makes it possible to limit the austenite
grain growth and to promote an intragranular ferrite nucleation during the transformation of the austenite.
The control of the austenite grain growth depends on the type and amount of carbide and nitride forming
elements. Such steels are therefore less sensitive to deterioration of toughness in the HAZ.
Low alloy ferritic steels, for example quenched and tempered, creep resisting and low temperature steels, as
well as Ni alloyed steels, will react according to their chemical composition, but no common behaviour can
be expected.
D.4 Influence of the welding conditions on the mechanical properties
The temperature/time cycles during welding have a significant effect on the mechanical properties of a
welded joint. These are particularly influenced by the material thickness, the form of weld, the heat input
during welding (see EN 1011-1:1998) and the preheating temperature. Generally, the cooling time, t , is
8/5
chosen to characterize the temperature/time cycle of an individual weld run during welding and is the time
taken, during cooling, for a weld run and its heat affected zone to pass through the temperature range from
800 °C to 500 °C (see D.5).
Increasing values of cooling time, t , generally lead to a reduction of the impact energy and a rise in the
8/5
impact transition temperature of the HAZ (see Figure D.1). The extent of deterioration of the toughness
depends on the steel type and its chemical composition.
The hardness in the HAZ decreases with an increasing cooling time, t , (see Figure D.2).
8/5Page 43
EN 1011-2:2001
D.5 Cooling time concept
If the impact energy in the HAZ for a particular steel is not to fall below a prescribed minimum value, then the
welding conditions have to be selected in such a way that the cooling time, t , is not exceeded. If a
8/5
prescribed minimum hardness in the HAZ for a particular steel is not to be exceeded, then the welding
conditions have to be selected in such a way that the cooling time, t , does not fall below a certain value.
8/5
For this approach, the curves for impact energy, impact transition temperature and hardness as a function of
the t should be known for the relevant steel.
8/5
For high strength unalloyed and low alloy ferritic steels, the appropriate cooling times, t , of the filler and
8/5
capping passes generally lie within the range 10 s to 25 s. There is nothing to prevent welds being made in
these steels with other cooling times, t , provided that for each individual case appropriate checks have
8/5
been made on the basis of a welding procedure test according to EN 288-3:1997 or pre-production tests
according to EN 288-8:1995 and provided that the structural requirements for the component are satisfied.
If no curves for the relationship of impact energy, impact transition temperature and hardness as a function
of t are available, welding procedure tests in accordance with EN 288-3:1997 or EN 288-8:1995 are
8/5
recommended.
D.6 Calculation of cooling time
The relationship between the welding conditions and the cooling time can be described by equations, but a
differentiation shall be made between two- and three-dimensional heat flow (see Figures D.3 and D.4).
Figure D.4 is a diagram which provides information regarding the relationship between the transition
thickness, d, heat input, Q, and preheat temperature, T , for any type of weld and any welding process. This
t p
diagram indicates whether the heat flow is two- or three-dimensional for a particular combination of material
thickness, heat input and preheat temperature.
When the heat flow is three-dimensional and the cooling time is independent of the material thickness it is
calculated using equation D.1.
Q 1 1
t = × − (D.1)
8/5
2πλ 500−T o 800−T o
For unalloyed and low alloyed steels the equation D.1 changes to approximately (see equation D.2) (using
the appropriate shape factors, F , given in Table D.1):
3
1 1
t =(6700−5T )×Q× − ×F (D.2)
8/5 o 3
500−T o 800−T o
When the heat flow is two-dimensional and the cooling time is dependent upon the material thickness it is
calculated using equation D.3.
Q2 1 1
t = × − (D.3)
8/5 4πλρcd2 (500−T o)2 (800−T o)2
For unalloyed and low alloyed steels the equation D.3 changes to approximately (see equation D.4) (using
the appropriate shape factors, F , given in Table D.1):
2
Q2 1 2 1 2
t =(4300−4,3T )×105 × × − ×F (D.4)
8/5 o d2 500−T o 800−T o 2
B ©SI 1002-30Page 44
EN 1011-2:2001
whereby: Q = ε × E = ε × U × (I / v) × 1 000 (kJ/mm)
U in Volt
I in Ampere
v in mm/sec
ε thermal efficiency of the welding procedure
UP (121) ε = 1,0
E (111) ε = 0,85
MAG (135) ε = 0,85
Table D.1 — Influence of the form of weld on the cooling time, t
8/5
Shape factor
F F
Form of weld 2 3
two-dimensional heat three-dimensional heat
flow flow
Run on plate 1 1
Between runs in butt 0,9 0,9
welds
Single run fillet weld on a 0,9 to 0,67 0,67
corner-joint
Single run fillet weld on a 0,45 to 0,67 0,67
T-joint
D.7 Diagrams for determining the cooling time t
8/5
The cooling time t for a prescribed heat input, Q, or the heat input for a prescribed cooling time can also be
8/5
determined on the basis of Figures D.5 and D.6, having first established the type of heat flow using
Figure D.4.
For three-dimensional heat flow, the relationship between the cooling time, t , the heat input, Q, and the
8/5
preheat temperature, T , is given, in the case of runs on a plate, in Figure D.5 of which equation D.1 forms
p
the basis. If this diagram is applied to other types of welds, consideration should be given to the
corresponding shape factor, F If the cooling time is to be determined for a particular combination of heat
3.
input and preheat temperature then the heat input should first be multiplied by F . If, however, the heat input
3
is conversely taken from the diagram for a prescribed cooling time and preheat temperature, then it should
be divided by F .
3Page 45
EN 1011-2:2001
Information regarding the relationship between the cooling time and Qt at two-dimensional heat flow is given
0
for different material thicknesses in Figure D.6 of which equation D.2 forms the basis. If these diagrams are
to be applied to other types of weld, consideration should be given to the corresponding shape factor, F . For
2
example, if the cooling time is to be determined for a particular combination of heat input and preheat
temperature, then the heat input should first be multiplied by (F )1/2. If, however, the heat input is conversely
2
taken from the diagram for a prescribed cooling time and preheat temperature, then it should be divided by
(F )1/2.
2
If in the case of two-dimensional heat flow, the plate thickness in question does not correspond exactly with
those shown in Figure D.6, the diagram closest to the actual plate thickness is used. The cooling time is then
corrected in accordance with the plate thickness ratio. To do this the cooling time taken from the diagram is
multiplied by the square of the plate thickness taken from the diagram and divided by the square of the plate
thickness in question.
D.8 Measurement of cooling time
To measure the cooling time of a weld, a thermocouple is normally immersed in the weld metal while it is still
molten and the temperature/time cycle is recorded. From the T/t curve the cooling time is derived.
4
3
1
1
4
3
2 2
a) b)
Key Key
1 Impact energy 1 Impact transition temperature
2 Cooling time, t 2 Cooling time, t
8/5 8/5
3 Upper limiting value of applicable 3 Upper limiting value of applicable
cooling time, t cooling time, t
8/5 8/5
4 Admissible minimum impact energy 4 Admissible maximum impact
value transition temperature value
Figure D.1 — Influence of the welding conditions on
a) the notch toughness and b) the transition temperature T in the HAZ
t
B ©SI 1002-30Page 46
EN 1011-2:2001
3
1
4
2
Key
1 Hardness
2 Cooling time, t
8/5
3 Admissible maximum hardness
4 Lower limiting value of applicable cooling time, t
8/5
Figure D.2 — Influence of the welding conditions on the maximum hardness in the HAZ
1 1
Key
1 Run
a) Three-dimensional heat flow. Relatively thick plates; plate thickness does not affect cooling time.
b) Two-dimensional heat flow. Relatively thin plates; plate thickness has a decisive influence on cooling time.
Figure D.3 — Types of heat flow during weldingPage 47
EN 1011-2:2001
1
3
4
2
Key
1 Transition thickness, d (mm)
t
2 Heat input (kJ/mm)
3 Three-dimensional heat flow
4 Two-dimensional heat flow
Figure D.4 — Transition plate thickness from three-dimensional to two-dimensional heat flow as a
function of heat input for different preheat temperatures
1
2
Key
1 Cooling time, t (s)
8/5
2 Heat input (kJ/mm)
Figure D.5 — Cooling time t for three-dimensional heat flow as a function of heat input for different
8/5
preheat temperatures
B ©SI 1002-30Page 48
EN 1011-2:2001
1
3
2
Key
1 Cooling time, t (s)
8/5
2 Heat input (kJ/mm)
3 Three-dimensional heat flow
Figure D.6 — Cooling time t for two-dimensional heat flow as a function
8/5
of heat input for different preheat temperaturesPage 49
EN 1011-2:2001
Annex E
(informative)
Avoidance of solidification cracking
Solidification cracking of the weld metal is usually found as centreline cracking. It is more often found in root
runs and, although frequently open at the surface and visible after deslagging, can be just below the surface
and covered by up to 0,5 mm of sound metal. Solidification cracks can be deep and can seriously reduce the
efficiency of a joint. When welding carbon manganese steels, this type of cracking is most commonly found
in submerged-arc welds, rarely with manual metal arc welding but it can sometimes be a problem with
gas-shielded and self-shielded processes.
Solidification cracking is associated with impurities, particularly sulphur and phosphorus, and is promoted by
carbon picked up from the parent metal at high dilution levels while manganese reduces the risk of cracking.
Impurity levels and crack susceptibilities are usually greatest in weld runs of high dilution, e.g. root runs of
butt welds. To minimize the risk of cracking, consumables are preferred with low carbon and impurity levels
and relatively high manganese contents. A reduction in welding speed can be helpful in overcoming
cracking.
The solidification crack susceptibility of weld metal is affected by both its composition and weld run geometry
(depth/width ratio). The chemical composition of weld metal is determined by the composition of the filler
material and the parent metal and the degree of dilution. The degree of dilution, as well as weld run
geometry, both depend on the joint geometry (angle of bevel, root face and gap) and the welding parameters
(current and voltage).
For submerged-arc welds a formula has been developed for carbon and carbon manganese steels in which
the solidification crack susceptibility in arbitrary units known as units of crack susceptibility (UCS) has been
related to the composition of the weld metal [in % (m/m)]. Although developed for submerged-arc welding,
the use of the formula can be helpful in assessing the risk of solidification cracking for other welding
processes and other ferritic steels. The formula is as follows:
UCS = 230 C + 190 S + 75 P + 45 Nb − 12,3 Si − 5,4 Mn − 1
This formula is valid for the weld metal compositions given in Table E.1.
Alloying elements and impurities in the weld metal up to the limits given in Table E.2 do not exert a marked
effect on values of UCS.
Values of less than 10 UCS indicate a high resistance to cracking and above 30 a low resistance. Within
these approximate limits the risk of cracking is higher in weld runs with a high depth/width ratio, made at high
welding speeds or where fit-up is near the maximum allowable.
Table E.1 — Validity of the UCS formula for solidification cracking
Element Content in %
C 0,03 a to 0,23
S 0,010 to 0,050
P 0,010 to 0,045
Si 0,15 to 0,65
Mn 0,45 to 1,6
Nb 0 to 0,07
a Contents of less than 0,08 % to be taken
as equal to 0,08 %.
B ©SI 1002-30Page 50
EN 1011-2:2001
Table E.2 — Limits of alloying elements and impurities on validity of the UCS formula
Element Content max. in %
Ni 1
Cr 0,5
Mo 0,4
V 0,07
Cu 0,3
Ti 0,02
Al 0,03
B 0,002
Pb 0,01
Co 0,03
Although up to 1 % nickel has no effect on UCS values, higher levels of nickel can increase the susceptibility
to solidification cracking.
For fillet weld runs having a depth/width ratio of about 1,0, UCS values of 20 and above indicate a risk of
cracking whilst for butt welds the values of about 25 UCS are critical. Decreasing the depth/width ratio from
1,0 to 0,8 in fillet welds can increase the allowable UCS by about 9. However, very low depth/width ratios,
such as are obtained when penetration into the root is not achieved, also promote cracking.Page 51
EN 1011-2:2001
Annex F
(informative)
Avoidance of lamellar tearing
F.1 General
In certain types of joint, where the welding contraction strains act in the through-thickness (transverse)
direction of a plate, lamellar tearing may occur. Lamellar tearing is a parent metal phenomenon which occurs
mainly in plate material. The risk of cracking is influenced by two factors: plate susceptibility and strain
across the joint. With very susceptible plate material, tearing can occur even if strains are low, i.e. in a joint of
low restraint. More resistant materials might not tear unless used in situations which impose very high
through-thickness strains.
Lamellar tearing occurs mainly during production and not during service. In the latter case periodic loads or
impact loads are the main reasons.
F.2 Plate susceptibility
Since lamellar tearing occurs when the non-metallic inclusions in a plate link up under the influence of
welding strains, plate susceptibility is controlled by the quantity and distribution of the inclusions. At present
there is no reliable non-destructive technique for detecting these inclusions. The short transverse tensile test
can be used to assess susceptibility (see EN 10164) and the short transverse reduction of area (STRA) has
been correlated with the incidence of lamellar tearing in different types of fabrication (see Figure F.1). In the
case of low oxygen steels (aluminium treated or vacuum degassed types) sulphur content has been found to
be a useful guide to the inclusion content and thus to the STRA. Figure F.2 gives the likely lowest and
highest values of STRA to be expected in aluminium treated steel of a given sulphur content. The data is for
plates 12,5 mm to 50 mm thick but it should be noted that the relationship of STRA (in %) to sulphur content
(in %) is to some extent thickness dependent.
Steel giving STRA values of over 20 % are considered lamellar tearing resistant and materials with
guaranteed STRA values are available (see EN 10164). These are usually aluminium treated steels with low
sulphur content, although additions of rare earth or calcium compounds can also be made both to reduce the
inclusion content and to alter favourably the inclusion shapes.
F.3 Joint configuration, fabrication and through-thickness strains
The risk of lamellar tearing for a given steel increases with through-thickness strain which is usually high in
joints of high tensile restraint. However, tearing can also occur if the bending restraint is low since angular
distortion can increase the strain in weld root or toe areas (see Figure F.3). In some cases, design changes
can be made which reduce the through-thickness strain. Examples of the types of detail and joint
configuration in which lamellar tearing is possible are shown in Figure F.4, typical locations of the cracks
being illustrated. If the plate susceptibility is considered to be high, susceptible joints and details should be
modified or avoided.
The following general statements should be noted:
a) For a given weld strength, joints should be made such that the attachment area is enlarged (see
Figure F.5).
B ©SI 1002-30Page 52
EN 1011-2:2001
b) The shrinkage stresses should be minimized:
by reducing the volume of weld metal;
by welding with the minimum number of runs;
by using a buttering layer sequence (see Figure F.6);
by a balanced layer sequence in symmetric welds.
c) The weldment should be made such that as much of the through-thickness of the rolled plate as possible
is in contact with the weld metal (see Figures F.7 to F.9).
d) The weldment should be made such that restraint in the through-thickness direction is minimized.
e) The weldment can be made less sensitive to lamellar tearing by buttering with a low strength material
(see Figure F.9).
Key
1 Probable freedom from tearing in any type of joint
2 Some risk in highly restrained joints, e.g. node joints
3 Some risk in moderately restrained joints, e.g. box columns
4 Some risk in lightly restrained T-joints, e.g. I-beams
Figure F.1 — Suggested STRA values appropriate to the risk of lamellar tearing
in joints of differing restraintPage 53
EN 1011-2:2001
1
3
2
Key
1 STRA %
2 Sulphur content % (m/m)
3 Lower bound
Figure F.2 — STRA as a function of sulphur content for plates 12,5 mm to 50 mm thick (inclusive)
Key
1 Tensile restraint
2 Bending restraint
Figure F.3 — Example of restraints in T-joints with fillet welds
B ©SI 1002-30Page 54
EN 1011-2:2001
Key
1 Nozzle fabricated from rolled plate
2 Rigid plate
3 Critical joint
4 Circumferential stiffener
5 Cylindrical vessel
6 Rigid ends
a) Nozzle through a rigid plate
b) Stiffener or rigid end in a cylindrical fabrication
c) Rigid box section
d) T-joint with fillet welds
e) T-joint with compound butt and fillet welds
f) Corner joint with butt weld
Figure F.4 — Details and joint configurations in which lamellar tearing is possible when fabricating
large structures with a high degree of restraintPage 55
EN 1011-2:2001
Figure F.5 — Reduction of sensitivity to lamellar tearing by enlargement of the fusion face
Figure F.6 — Reduction of sensitivity to lamellar tearing by layer sequence
Key
a) Sensitive
b) Not sensitive
Figure F.7 — Reduction of sensitivity to lamellar tearing by welding the full thickness of the
rolled plate
B ©SI 1002-30Page 56
EN 1011-2:2001
Key
a) Sensitive
b) Less sensitive
c) Not sensitive
Figure F.8 — Reduction of sensitivity to lamellar tearing
Key
1 Single layer buttering
2 Double layer buttering
a) Sensitive
b) Less sensitive
Figure F.9 — Reduction of sensitivity to lamellar tearing by buttering preferably with
low strength high ductility weld metalPage 57
EN 1011-2:2001
Annex G
(informative)
References in the annexes
EN 288-3:1997, Specification and approval of welding procedures for metallic materials — Part 3: Welding
procedure tests for the arc welding of steels.
EN 288-8:1995, Specification and approval of welding procedures for metallic materials — Part 8: Approval by a
pre-production welding test.
EN 499, Welding consumables — Covered electrodes for manual metal arc welding of non alloy and fine grain
steels — Classification.
EN 1011-1:1998, Welding — Recommendations for welding of metallic materials — Part 1: General guidance for
arc welding.
EN 1708-1:1999, Welding — Basic weld joint details in steel — Part 1: Pressurized components.
EN 1708-2, Welding — Basic weld joint details in steel — Part 2: None internal pressurized components.
EN 10164, Steel products with improved deformation properties perpendicular to the surface of the product —
Technical delivery conditions.
ISO 3690:1983, Welding — Determination of hydrogen in deposited weld metal arising from the use of covered
electrodes for welding mild and low alloy steels.
CR ISO 15608, Welding — Guidelines for a metallic material grouping system (ISO/TR 15608:2000).
B ©SI 1002-30Page 58
EN 1011-2:2001
Bibliography
Hart P.H.M, Pargetter R.J and Wright M.D, Comparison of methods for determining weld procedures for the
avoidance of hydrogen cracking in fabrication. Document IX-1602-90. IIW.
Uwer D and Hoehne H, Determination of the lowest preheat temperature for cold cracking / safe welding of
steels. Document IX-1631-91. IIW.blankBS EN
1011-2:2001
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6533_1.pdf
|
IS 6533 (Part 1) : 1989
(Reaffirmed2001)
Edition2.1
(1997-10)
Indian Standard
DESIGN AND CONSTRUCTION OF STEEL
CHIMNEY — CODE OF PRACTICE
PART 1 MECHANICAL ASPECT
( First Revision )
(Incorporating Amendment No. 1)
UDC 697.8[669.14]:006.76
©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 Group8Structural Engineering Sectional Committee, SMBDC 7
FOREWORD
This Indian Standard (Part 1) (First Revision) was adopted by the Bureau of Indian Standards
on20 April 1989, after the draft finalized by the Structural Engineering Sectional Committee had
been approved by the Structural and Metals Division Council.
This standard was first published in 1971. On suggestions by practising engineers and
representatives of various organizations in the country, the Sectional Committee decided to
bifurcate the standard in two parts, separating structural aspects from the mechanical aspects as
follows:
Part 1 Mechanical aspects, and
Part 2 Structural aspects.
The present practice of design of steel chimney recognizes the influence of aerodynamic shadow on
the height of chimney and this aspect has been taken into account in this revision in addition to
the consideration of regulations on atmospheric pollution.
Design and construction of chimneys has become specialized field with scope for the further
research and modifications. Therefore, attempt has been made in this standard (Part 1) to cover
only the basic requirements. The designer should use his discretion in the use of research data
available.
Appendix G of the earlier version of the standard had dealt with the calculation of dispersion in
atmosphere of emission of dust and sulphur dioxide from power and steam generating chimneys
only. In this standard (Part 1) a more generalized approach for the determination of height of
chimneys in relation to concentration of pollutants has been included keeping in view an
acceptable air quality standard at the ground level.
In the preparation of this standard, considerable assistance has been derived from BS4076:1978
‘Specification for steel chimneys’, covered by the British Standards Institution, UK.
This edition 2.1 incorporates Amendment No. 1 (October 1997). Side bar indicates modification of
the text as the result of incorporation of the amendment.IS 6533 (Part 1) : 1989
Indian Standard
DESIGN AND CONSTRUCTION OF STEEL
CHIMNEY — CODE OF PRACTICE
PART 1 MECHANICAL ASPECT
( First Revision )
1 SCOPE 4 TERMINOLOGY
1.1This standard (Part 1) covers design, 4.0For the purpose of this standard
construction, maintenance and inspection of terminology as defined in 4.1 to 4.21 shall
mechanical aspects of steel chimneys. The apply. For definitions not covered in this part, a
mechanical aspects include lining, draft reference shall be made to Part 2 of the
calculations, considerations of dispersion of standard.
pollutants and ash disposal.
4.1 Actual Draft
2 REFERENCES
The suction produced at the base of a chimney
2.1The following Indian Standards are minus the drop in draft due to frictional
resistance in flue gas passages.
necessary adjuncts to this standard:
4.2 Blanking Off Plate
IS No. Title
An imperforate plate fitted immediately
IS 6:1983 Specification for the moderate
beneath the inlet of a chimney to prevent the
heat duty fireclay
waste gases reaching the lower portion of the
refractories, group ‘A’ (fourth
chimney.
revision)
IS 8:1983 Specification for high heat 4.3 Boiler Efficiency
duty fireclay refractories,
The ratio of heat used in the boiler to the
group ‘B’ (fourth revision)
available heat.
IS 460 Specification for test sieves:
4.4 Boiler-Mounted Chimney
(Part 1):1985 Part 1 Wire cloth test sieves
(third revision) A chimney supported by a boiler and its
IS 460 Specification for test sieves: foundation.
(Part 2):1985 Part 2 Perforated plate test
4.5 Draft Loss
sieves (third revision)
Drop in static pressure of gas between two
IS 2042:1972 Specification for insulating
points in a system.
bricks (first revision)
IS 4041:1987 Glossary of terms relating to 4.6 Efflux Velocity
refractory materials (first
The speed of discharge of gases from the top of
revision)
the chimney.
IS 8829:1978 Guidelines for micrometeorol-
4.7 Flux Gas Temperature
ogical techniques in air
pollution studies Temperature of flue gas at the chimney outlet.
4.8 Forced Draft
3 STATUTORY PROVISIONS
System which maintains the products of
3.1Compliance with this code does not relieve
combustion, when flown to or through it, at a
any one from the responsibility of observing
pressure above atmospheric.
provisions as may have been promulgated by
any statutory bodies and/or observing 4.9 Ground Level Concentration
provincial building by-laws and the civil
Concentration of air pollutant in mg/m3 in the
aviation requirements pertaining to such
breathing zone.
structures.
1IS 6533 (Part 1) : 1989
4.10 Height of Chimney SECTION 1 DESIGN
It is the distance between the centre line of the
5 GENERAL CONSIDERATIONS
incoming flue stream to the top of the chimney.
However the height of chimney for atmospheric 5.1 Classification of Chimneys
dispersion modelling shall be taken as the
distance between the ground level and the On the basis of types of construction of the
chimney’s top. shaft, the chimneys are classified into two
types, namely, self-supporting and guyed. The
4.11 Horizontal Top Plate
chimney may be lined either over the entire or
part height depending upon the temperature
A Horizontal cast iron plate fitted to the top of
and/or aggressiveness of the flue gases. The
the structural shell covering the area between
inlet for the flue gases may be below or above
it and the liners.
the ground level.
4.12 Induced Draft
5.2 Selection of Chimney
System which maintains the products of
combustion, when flown to or through it, at a 5.2.1In the selection of chimneys, advantages
progressively increasing sub-atmospheric and disadvantages of steel chimneys versus
pressure. chimneys with other construction material,
such as reinforced cement concrete/masonry
4.13 Mass Rate of Emission
should be considered with reference to overall
Emission of pollutants from a chimney in terms economy. Some of the important advantages
of mass per unit of time. and disadvantages of chimneys of different
materials of construction are as follows:
4.14 Natural Draft
a)Steel chimneys are ideally suited for
Draft created in the boiler unit due to chimney process work where a short heat up period
only. and low thermal capacity are required
whereas it encourages acid condensation
4.15 Nominal Chimney Diameter
and corrosion hence smutting and
Internal diameter at the topmost opening of the reduction in the life of chimney;
steel shell.
b)Guyed steel chimneys are better suited
4.16 Output Efficiency where the supporting capability of the soil
is low whereas it involves regular
Ratio of energy equivalent of draft per kg of
maintenance of guy wires anchor points
gases produced by artificial draft to the energy
and other fittings in addition to difficulty
equivalent per kg of gases of the additional
in finding suitable anchor points of guys
heat carried away by the flue gas due to natural
at ground;
draft.
c)Reinforced cement concrete chimneys are
4.17 Plume
more expensive than other forms of
The trajectory of the movement of gases construction up to about 45 m height but
discharged from a chimney. above this, they are very competitive.
Above 65 m height, they are more readily
4.18 Refractory Work
acceptable because of their flexibility of
All terms relating to refractory work shall be in shape and flue layouts, in addition to the
accordance with IS4041:1987. absence of any limitation on size; and
4.19 Sloping Cap Plate d)Brick chimneys are suitable in clay
industries for use with intermittent kiln
A sloping cast iron plate fitted to the top of the
firing and with very high exhaust gas
structural shells covering the area between it
temperatures. They are cheaper for
and the liners and incorporating cravats
smaller heights but require regular
through which the liners protrude.
attention and, therefore, involve higher
4.20 Theoretical Draft maintenance cost.
The suction that would be produced at the base
5.2.2Some of the important factors to be
of a chimney with no flue losses.
considered in choosing the chimney are as
4.21 Turn Down Ratio of Boiler follows:
Ratio of fuel firing at maximum and minimum a)Characteristics of the equipment for
loads. which the chimney is designed, including
2IS 6533 (Part 1) : 1989
number of units, type, etc, taking into multiflues stacks depend upon the following
account future expansion of units if the information:
proposed chimney is to cater for these
a)Draft required by the plant;
units also;
b)Efficiency of the source generating flue
b)Type of fuel used; gases;
c)In the case of boilers, surface area, output c)Fuel adopted (provisions in boiler design
efficiency, draft required, etc; to fire any inferior grade fuel in future
shall also be considered);
d)Mode of operation;
d)Excess air requirement;
e)Temperature of the flue gas before
e)Site data (ambient air temperature,
entering the chimney and its likely
barometric pressure);
variation;
f)Flue gas temperature;
f)Composition of the flue gas, its specific
weight, quantity of dust data about the g)Flue gas velocity;
aggressiveness of the gases. These factors h)Proposed type of construction of the
decide the type of lining; chimney;
g)Local statutory regulations relating to j)Natural or mechanical draft;
height, dispersion of pollutants, provision
k)Length of horizontal flue run; and
for earthing, aviation warning lamp,
m)Turn-down ratio.
health, etc, and
h)The mode of erection of chimney. 5.3.2The basic dimensions of steel chimney
from consideration of strength and stability
5.3 Basic Dimensions shall satisfy the relevant provisions of Part 2 of
this standard.
5.3.1The basic dimensions of the chimney,
namely, the height and clear diameter or cross- 5.3.3As a guideline, the nominal dimensions of
sectional area of individual flues or in steel chimney are given in Table 1.
Table 1 Recommended Height to Diameter Ratio of Steel Chimney
Nominal Diameter of Chimney Height of Steel Shaft
cm m
Unlined Lined 15 20 25 30 35 40 45 50 55 60 70 80 90 100 110
50 ×
60 ×
80 50 ×
100 60 ×
120 80 × ×
140 100 × ×
160 120 × × × ×
180 140 × × × × ×
200 160 × × × ×
220 180 × ×
240 200 × ×
280 240 × ×
315 275 × ×
355 315 × ×
400 360 × ×
450 410 ×
NOTE — ‘X’ denotes more commonly used dimensions.
3
IS 6533 (Part 1) : 1989
5.3.4The clear diameter of the chimney is the b)Draft losses through the ducts d in mm of
d
nominal diameter of the shell if the chimney is water column may be calculated as:
unlined or partially lined. For fully lined
2
chimney, the clear diameter of the chimney will d = 4 ---- --f --l ---V -------1-. ρg
be the clear diameter of the lining at the top. d 2 gD
1
The fully lined chimneys shall have a minimum
c)Draft losses in bends d in mm of water
clear diameter of 500 mm. If, for technological b
column may be calculated as:
reasons, it is necessary to have a smaller
diameter, the top opening shall be reduced by K V2
constructing the passage locally. d = -----1---------. ρg
b 2g
5.3.5The chimney shall be at least 5 m taller
d)Draft losses due to sudden change of
than the tallest building in a surrounding area
sections d in mm of water will depend
of 150 m radius unless other regulations do not s
upon the degree of sharpness, form of
necessitate a taller chimney (see also 7).
section and the ratio of area of the section
6. CALCULATIONS after and before the change. Also, if the
change in section is gradual, that is, if
6.1The draft losses in combustion chamber will
enlargement or contraction is gradual, the
vary depending on the actual design and this
loss will depend on the included angle. It
may be worked out based on aerodynamic
may be calculated as follows:
calculations. Hence, the draft losses at the exit
flange of the combustion chamber or the boiler 2
K V
should be provided by the customer, for it will 1) d = -----2--------2----. ρg when the change of
not be possible to standardize draft losses for s 2g
various types of combustion chambers, boiler section is abrupt, and
capacities, etc. The total loss will be the sum of
2
the losses at the exit flange of the boiler and the 2) d = K -----3---K -----2---V ----2-----. ρg when the change
losses in precipitators and the connecting s 2g
ducts, in case of coal fired boilers and the loss of section is gradual.
at the exit flange of the boilers plus the losses
e)Draft loss due to kinetic energy at the exit:
in the connection ducts in case of oil and gas
fired boilers. These losses plus the loss in the d = V -----2 --. ρg
chimney shall be considered along with the k 2g
draft available on account of forced or induced
6.3.1Legends used in the above formulae are
draft systems while fixing up the height. The
explained as under:
losses across the precipitators will also have to
be given by the customer. d , d ,
e d
d , d , and
6.2 Inside Diameter of the Chimney b s
d = draft losses as explained above, in mm
The inside diameter of the chimney in m is k
of water column;
calculated as follows:
f = fanning friction factor;
D = --- --4 ----Q ------ H = height of the chimney in m;
πV
02 l = Length of the duct in m;
where D = diameter of the chimney in m;
Q = quantity of the gas in m3/sec, and = shaft diameter in case of cylindrical
V = velocity of the flue gas at exit point chimney and average diameter in case
02
of chimney in m/sec. of conical chimney of smaller height;
D = diameter of the duct in m, if circular
However, the diameter shall be so chosen that 1
in cross-section; or
the velocity will not exceed, under any
2AB
circumstances, 30 m/sec. --------------- if rectangular in cross sect on
A+B
The optimum range of velocity may be taken
with A and B as dimensions;
as15 to 20 m/sec.
V = velocity of gas in m/sec;
6.3 Draft Losses
V = velocity of gas in the flue duct in
1
The following draft losses shall be considered: m/sec;
a)Draft losses through the chimney d in V = velocity of gas in m/sec after the
e 2
mm of water column may be calculated as: change in section;
d = 4 ---- --f --H ------V ----2 --. ρg K 1 = c Fo ie gf .f 1ic ;ient of friction as obtained from
e 2 gD
4IS 6533 (Part 1) : 1989
FIG. 1 COEFFICIENT OF FRICTION (K 1) IN BENDS
5IS 6533 (Part 1) : 1989
a)To protect the chimney shell from heat,
K = coefficient of friction due to sudden
2
change in section as obtained from b)To act as a protective covering thus
Fig.2; reducing corrosion, and
K 3 = factor for gradual change in section as c)To maintain the temperature of the flue
obtained from Fig. 3; gases.
g = acceleration due to gravity in m/s2; and
ρg = average density of fuel gas within the 8.2 Materials
chimney, in ducts, in bends or at the
exit; as appropriate in kg/m3. 8.2.1Firebricks
6.4The draft induced by the chimney, d a in mm These are made in radial form to suit the
of water column is: chimney dimensions. Firebricks having an
d = H (ρa – ρg) alumina content between 28 and 32 percent are
a
satisfactory for the majority of applications.
where
These bricks are set in mortar made from
ρa = density of air at ambient ground fireclay or in a suitable fire cement.
temperature and pressure in kg/m3,
and This type of lining fulfils requirement 8.1(b)
ρg = density of gas at average and to a certain extent requirements 8.1(a) up
temperature and pressure within to a temperature of about 1200°C but its high
chimney in kg/m3. density makes it of little use in respect of
requirement 8.1(c). Its strength and hard
6.5The draft available in the chimney as
surface would give protection to the steel from
calculated in 6.4 should take care of all the
abrasion when this has to be considered.
draft losses as calculated in 6.3 (adjusted for
the usage of forced draft and induced draft
Suitable bricks shall have the following
fans). The height and diameter of the chimney
properties:
should be so chosen as to obtain the necessary
draft and the necessary exit velocity.
a)Thermal conductivity : About 1.25 W/(mK)
7 DETERMINATION OF HEIGHT OF
b)Bulk density : Not less than 2000
CHIMNEY
kg/m3
7.1The height of chimney chosen shall satisfy
the requirement given in 6.5. c)Cold crushing : Not less than 14
strength N/mm2
7.2The influence of aerodynamic shadow on
the height of the chimney shall be assessed in d)Coefficient of : Up to 3.3 × 10–6/°K
accordance with Annex A. expansion
7.3While deciding the actual height of the
e)Aluminium oxide : 30 percent, Min
chimney, consideration of dispersion of
(Al O )
2 3
pollutants on the height of chimney as covered
in IS8829:1978 shall be taken. In the absence f)Acid solubility : 2.0 percent, Max
of availability of sufficient data regarding
meteorological techniques in air pollution g)Spalling resistance : 15 cycles, Min
study, method as given in Annex B shall be
h)Approximate porosity : 20 percent, Max
taken into account. This Annex also covers
recommended height of stacks for process gases j)Refractoriness : 1300°C, Min
from pollution consideration for iron and steel underload (R.U.L)
industries in particular.
k)Warpage : 1mm, Max
7.4The final adoptable height of the chimney
shall be based on all the factors covered in 7.1 m)Size tolerance : ±1.5 percent
and 7.3.
SECTION 2 LINING AND INSULATION 8.2.1.1Mortar for fireclay bricks (hard fired),
mixed with blast furnace slag cement in the
8 CHIMNEY LINING ratio 80:20, should have the following
properties:
8.1 General
Lining for steel chimney may be required for a)Aluminium oxide 20 percent, Min
one or more of the following purposes: (Al O )
2 3
6IS 6533 (Part 1) : 1989
FIG. 2 COEFFICIENT OF FRICTION (K 2) DUE FIG. 3 COEFFICIENT OF FRICTION (K 3) DUE
TOSUDDEN CHANGE IN SECTION TOGRADUAL CHANGE IN SECTION
b)Ferric oxide 2.5 percent, Max the following chemical composition:
(Fe O ) a)SiO : 25 to 26 percent
2 3 2
c)Pyrometric cone 28, Min b)Al O : 12 to 14 percent
2 3
equivalent, c)Fe O : 2.0 percent, Max
2 3
Standard cone
d)CaO : 48 to 50 percent
No. (ASTM)
8.2.1.3In case the chimney has to discharge
d)Dry shrinkage 2.5 percent, Max
gases from processes or incinerators at a
at110°C
temperature higher than 1200°C, special duty
e)Fired shrinkage 2.5 percent, Max
lining has to be used as given in IS6:1983 and
at1250°C/2 hr
IS8:1983.
f)Grading 0to1mm
8.2.2Insulation Refractory Bricks
—95percent, Min
These bricks are used for achieving all the
passing 1 mm sieve
three functions of the insulation. These bricks
—50 percent, Min are available in three grades suitable to
passing 0.09mm temperatures 850, 1250 and 1500°C. These
sieve bricks shall conform to IS2042:1972. The
application is similar to that of firebricks.
g)Workability Good
Insulating bricks shall, however, fulfil the
8.2.1.2Blast furnace slag cement should have following properties.
Service Temperature
1200°C 1050°C
a)Al O : 30 to 33 percent —
2 3
b)Porosity, percent : 60, Min 72, Min
c)Cold crushing strength, N/mm2 : 3.5, Min 0.8, Min
d)Bulk density, kg/m3, : 1000, Max 630 to 735
e)Thermal conductivity, w/(mk) : 0.31 at hot face temp 0.2 at 360°C mean temp
of600°C
f)Size tolerance : ±2% or ±2mm ±2% or ±2mm
7
IS 6533 (Part 1) : 1989
Light weight insulating bricks shall have the 150°C (that is in the neighbourhood of dew
following properties: point). They are set in an acid resisting cement
Service Temperature
1200°C Min 1050°C Min
a)Al O : 28 percent, Min —
2 3
b)Fe O : 2.5 percent, Max —
2 3
c)Pyrometric cone equivalent : 29, Min —
Standard cone (ASTM) No.
d)Dry shrinkage (%) : 3, Max at 110°C —
e)Fired shrinkage (%) : 3.5, Max at 3, Max (dry and fired)
f)Grading, mm : 0 to 1 (95% passing 0 to 1 (95% passing
0.5mm sieve) 0.5mm sieve)
g)Workability : Good Good
8.2.3Solid Grade Distomaceous (Molar) and, as the object is to present an impervious
Bricks lining, severe fluctuations of temperature
should be avoided, otherwise the rigidity of the
The bricks are made to suit the diameter of
lining may cause it to fracture and become less
chimney and in suitable thickness (generally,
efficient. It follows that this class of brick is
between 76 to 114 mm) to suit the degree of
suitable for requirement in 8.1 (b) in
insulation required. This type of brick is set in
circumstances for low flue gas temperature.
mortar made from the brick material ground to
It is practicable to use highly vitrified clay
powder form with the addition of Portland or
bricks or vitrified firebricks, resistant to
high alumina cement, according to the brick
temperature up to 540°C and 1100°C,
manufacturers.
respectively.
This class of lining would cover requirements
The acid resisting bricks and cement should be
in8.1 (a) and (c) and depending upon the type
chosen specifically to resist the acids known or
of gas, requirement in 8.1 (b) within the
expected to be present in the flue gases.
temperature range 150 to 800°C.
Suitable bricks shall have the following
When dry, this material has low coefficient of properties:
expansion and is resistant to temperature
changes. Being highly water-absorbant, these
bricks should be stored in dry surroundings;
brick linings should be dried out slowly and
preferably, maintained at an elevated
temperature thereafter.
Suitable bricks shall have the following
properties:
8.2.4.1Mortar for acid proof bricks should have
the following properties:
8.2.4Acid Resisting Bricks
These bricks are used when the flue gases are
highly acidic or are at temperature at or below
8
1200°C
--------------------
2 h
Type 1 Type 2
a)Spalling — 2 Min
resistance (cycle)
b)Cold crushing 50 Min 25 Min
strength, N/mm2
c)Water 2 to 4 8 Max
absorption,
percent
a)Thermal conductivity : Not greater than
d)Acid resistance 99 Min 96 Min
0.23 W/(mk);
e)Bulk density, 2200 Min 2400 to 2500
b)Bulk density : Not less than 700
kg/m3,
kg/m3
f)Size tolerance, ± 2 ± 2 or ± 2 mm
c)Cold crushing : Not less than 4.6
strength N/mm2, percent
d)Coefficient of linear : 2.0 ± 0.1 × 10–6/K,
expansion and
e)Modulus of rupture : 0.90 N/mm2 a)Al O : 10 percent
2 3
b)Fineness : All passing through
1mm sieve conforming
to IS 460 (Part 1 or
Part 2):1985IS 6533 (Part 1) : 1989
c)Firing : 2percent Max, at from similar material, being low, section
shrinkage 1300°C heights may be greater, and for small
chimneys, a lining of these materials may be
d)Acid solubility : 1.5 Max
taken almost to the top of the shell without
8.2.5Solid Grade Diatomaceous Concrete dividing it into sections. Due consideration
should be given to the reheat shrinkage of these
The aggregate for solid grade diatomaceous
materials.
concrete is of the same materials as the bricks
mentioned above, in appropriate gradings, and The upper portion of such a lining is subject to
is mixed with high alumina cement. The damage by weather and it should, therefore,
concrete can be precast in shapes as required, terminate at a distance below the top
cast in situ or placed by the ‘gunning’ process. approximately equal to the diameter of the
The thickness of the monolithic lining shall, in shell, the lining being completed with an
no case, be less than 50 mm. A minimum cover engineering brick or dense firebrick, jointed
of 25 mm shall be provided to anchorages with a suitable mortar. It is recommended that
where corrosive conditions exist. the top surface of the lining should be suitably
protected from the weather.
This class of lining has a relatively low
coefficient of expansion and would cover 8.3.3Brickwork
requirements of 8.1 (a) and (c) and, depending
upon the type of gas, requirement of 8.1 (b) in Shaped bricks shall be used for chimneys up
the temperature range 150 to 870°C. to4 m in internal diameter, or when necessary
to meet the service requirements, and the
8.2.6Refractory Concrete
general contour of the brick work shall
A refractory concrete lining may be formed in correspond with the curvature of the chimney
situ or applied by the ‘gunning’ process. In use, shell. Joints shall be properly filled and shall be
it is similar to a firebrick lining and fulfils as thin as possible. Mortar shall not be placed
similar requirements. between the bricks and the steel shell and there
shall be no cavity between them and the shell.
8.2.7Sand and Cement Mixtures
Normally the nominal thickness of the brick-
These are suitable for linings constructed by
work shall be not less than 114 mm (see Note)
the gunning process, more generally for use in
and shall be taken to the top of chimney unless
the low temperature range.
operating conditions are such that the lining of
8.2.8Other Materials the whole chimney is not required.
Other lining materials may be required for use NOTE — Brick linings not less than 76 mm thick are
in special circumstances and these shall be permissible for chimneys not more than 760 mm in
applied in accordance with the manufacturer’s internal diameter, by agreement between the parties
concerned.
specification.
8.3.4Supporting Rings
8.3 Design and Construction
Where supporting rings are used, the first
8.3.1General
course of brick above each ring shall project at
The interior surface of the steel shell shall be least 10 mm, so as to protect the ring and allow
clean and shall be free from loose rust and any condensate to fall clear of the lining below.
scale, for example by wire brushing, The steel ring shall extend inward from the
immediately before applying the lining. shell so as to reach at least 0.6 times the
8.3.2Thermal Expansion thickness of the lining. A typical arrangement
of providing top plate and top stiffener is shown
The thermal expansion of the lining shall be
in Fig. 4.
provided for, in the design. Refractory and acid
resistant linings shall be divided into sections; 8.3.5Openings
a suitable height of section is 6 m. Each section
Openings for flue and access doors into the
of the lining shall be supported by an internal
chimney lining shall be properly formed with
steel ring securely attached to the chimney
arches or suitable supports to soffits.
shell. A space for expansion shall be left above
Thresholds, heads and jambs shall be suitably
the top of each section so that it remains clear
insulated to prevent deterioration.
of the ring above. The expansion space shall be
filled with refractory fibre, mineral wool or 8.3.6Lining Support
other pliable, non-combustible filling. Where linings are not fixed against the shell,
The thermal expansion of solid grade the supports shall be designed not only to allow
diatomaceous earth bricks or of concrete made for relative movements due to temperature
9IS 6533 (Part 1) : 1989
FIG. 4 A TYPICAL ARRANGEMENT OF PROVIDING TOP PLATE AND STIFFENER
changes but to secure the lining safely against centres. The lining shall provide not less than
forces due to oscillation and deflection of the 25 mm of cover to all mesh and studs.
structure so as to prevent damage to either
The lining may be applied with the chimney
lining or structure. Arrangement for
shell in a horizontal position, the latter being
replacement of linings will often be necessary
rotated during forming, if desired to avoid the
and the design shall facilitate this.
use of shuttering.
8.3.7Conical Base Sections 8.3.9Guniting
In chimneys having a conical base section, the Guniting shall be done commencing from the
lining should not be less than 229 mm thick, as bottom and progressing upwards. It shall also
far as is practicable; the internal diameter will be ensured that this is done in narrow strips so
normally be equal to that of the lining above. that in one operation the lining is complete to
The space between the lining and the steel shell that width. The height of each band depends on
shall be filled with: the diameter of chimney, the thickness of the
insulation and the materials used, so that
a)brickwork; or initial setting does not start before the strips
are completed.
b)lean concrete (between 8 to 10:1) using a
heat stable aggregate, such as brick At the end of the day’s work, all incomplete
rubble, or lining shall be removed with the trowel and left
square to the chimney and at the level where
c)a suitable combination of (a) and (b) above.
the full thickness of the insulation exists. Studs
8.3.8Refractory and Insulating Concrete of 3.15 mm diameter and length equal to half
Lining the thickness of guniting should be spot welded
to the inside surface of the steel chimney at
It is not generally practicable to line chimneys 500mm distance, staggered both ways, on to
of less than 1 m shell diameter with brick-work which welded wire fabric of mesh 150mm
or gunned linings after erection; in such cases, square shall be welded, acting as reinforcement
castable refractory mixes of various for guniting.
compositions may be used.
9 EXTERIOR INSULATION
Castable linings shall be secured to the
9.1 General
chimney shell by a suitable anchorage. Such
anchorage may consist of steel mesh, concentric In order to minimize loss of heat from a
with the shell, fixed by supports welded to the chimney and to maintain the temperature of
shell at approximately 600 mm centres, or the steel shell above the acid dew point level,
mushrooms of Y-shaped studs at about 450mm external insulation may be fitted.
10IS 6533 (Part 1) : 1989
The amount of insulation required to maintain Table 2 Heat Loss Values ‘U’ for
the temperature of flue gases above the acid Insulation Materials
dew point depends upon: (Clause 9.1)
a)the effectiveness of insulation,
Type of Insulation Thickness Overall Average
b)the velocity of the flue gases, and
mm U Values
c)the inlet temperature of the flue gases. W/ (m2 K)
For wind load calculations, the chimney Aluminium 6, air gap 3.4 to 4.5
diameter D shall be taken over all the external Aluminium 18, air gap 2.6 to 4.0
cladding. For section modulus, D shall be
Mineral wool 25 2.3
measured over the steel shell.
Mineral wool 50 1.15
It has been found from observation and
Mineral wool 75 0.7
calculations that the effectiveness of insulation
is as shown in Table 2. It is essential that the Mineral wool 100 0.5
grade of insulation selected is suitable to Expanded mineral 50 1.15
maintain the temperature of the inner surface
Expanded mineral 75 0.7
of the chimney above the acid dew point under
Expanded mineral 100 0.5
normal operating conditions.
Expanded mineral 150 0.35
The velocity of the flue gases shall be as high as
practicable to ensure their rapid passage
c)The claddings shall be made in strakes,
through the length of the chimney. Ideally, the
using a number of equal plates per strake.
velocity should not fall below 4.5 m/s when
All seams shall be connected by
under light load but a lower velocity is some-
aluminium alloy rivets at not more than
times unavoidable. If the velocity of the gases is
100 mm centres. Vertical seams of each
too low, they will not completely fill the bore at
strake shall be set at the mid point of the
the top of the chimney, cold air will enter on the
strake beneath.
windward side, descend the chimney for some
distance and thus cool the surface of the
d)The cladding shall be fitted with its
chimney to below acid dew point. This effect is
internal face 6 mm away from the external
known as ‘cold air inversion’ and may be over-
face of the chimney shell, or as near as
come by fitting a top core to the chimney. Gas
possible to clear rivet heads in the steel
velocities above about 35 m/s may create
shell, this distance being maintained by
problems due to acoustic effects but these are
continuous circumferential spacers of
outside the scope of this standard. It should be
6mm thick asbestos tape coincident with
noted that, however effective the insulation
the horizontal joints of the aluminium.
may be, if the flue gas entry temperature is too
The asbestos tape shall be cemented into
low, condensation and acidic corrosion will take
position by means of sodium silicate or
place.
other suitable adhesive. The ends of the
A number of insulation methods may be used horizontal rivets in the aluminium sheets
which fall basically into the four types serve to retain the asbestos tape in
described in 9.2 to 9.5. position after erection. The
circumferential asbestos spacers divide
9.2 Aluminium Cladding
the 6 mm air space between the steel and
the aluminium into sections not more
Aluminium cladding (sheet steel or other forms
than 1.5m apart, thus reducing
of cladding may be suitable in some cases) is an
convection heat losses.
effective form of insulation because of its high
thermal reflectivity, and it shall be applied as
e)When the length of the sections of shell
stated below:
between flanges is not a whole multiple of
a)The exterior of the steel shell shall be the strake width, only one make-up strake
treated as described in 13 of Part 2 of this per section of chimney shall be used.
standard using a good quality heat
resistant aluminium point. f)All projections shall be clad. Cleaning
doors and other points where access is
b)The cladding shall consist of aluminium required shall be ‘boxed in’ with
sheet not less than 1.6 mm thick with removable aluminium panels.
symmetrical flange covers made in halves
from aluminium sheets which shall also g)The cladding shall be sealed to prevent
be not less than 1.6 mm thick. ingress of moisture.
11IS 6533 (Part 1) : 1989
h)Each upper strake of aluminium shall lap air gap. The mineral wool mattress shall be
over the lower strake by a minimum of arranged and fixed so that it does not slip.
25mm. The vertical seams similarly shall
9.4 Double Skin Chimney
have a minimum lap of 25 mm.
The space between the outer shell and the liner
j)To permit the examination of steel shell of
of a double skin chimney can be filled with
the chimney without removing the
mineral wool, expanded mineral, or other
cladding, 150mm square openings,
suitable insulator. Unless a special heat
located at carefully selected points and
resisting steel is used for the liner, the
covered by removable weatherproof panels
temperature limitation of Table 3 of Part 2 of
approximately 230 mm square, shall be
the standard applies. It is essential that there
provided. Suitable positions are:
shall be no metal to metal contact between the
i)Diametrically opposite to any inlet, and liner and the outer shell, otherwise ‘cold spots’
occur on the liner, thus reducing local areas to
ii)Approximately 1.25 m from the top of below the acid dew point level and facilitating
the chimney. acidic condensation and corrosion.
k)After erection, the cladding may be It shall be so arranged that insulating filling
degreased and painted with a clear cannot subside or settle to cause uninsulated
lacquer. areas.
m)The aluminium cladding may be applied 9.5 Multi-Flue Chimney
on site either before or after the chimney
9.5.1The multi-flue chimney is an effective
is erected, or at the manufacturer’s works.
method of maintaining the velocity of the flue
If the aluminium is applied at works or on
gases at various operating levels and of
site before erection, great care shall be
providing adequate insulation.
taken not to damage the aluminium
sheets. If a sheet becomes damaged, it 9.5.2The liners in a multi-flue chimney may be
shall be removed and replaced with a new contained in a structural shell of steel, brick, or
sheet. Riveting a patch of aluminium over reinforced concrete, in a shaft within the
the damaged area is not acceptable. structure of a building or in an open load
bearing frame built from steel sections or
n)Great care shall be taken to ensure that
reinforced concrete. Normally, each liner is
dissimilar metals do not come into contact
connected to one combustion unit so that the
with each other. If it is essential in the
optimum gas velocity can be achieved in all
design that two dissimilar metals have to
operating conditions.
be connected, a suitable non-conductive
and water impervious film or agent shall 9.5.3The temperature of the inner surface of
be placed between them. the liner can be maintained either by wrapping
the exterior of the liner with a mineral wool
9.3 Mineral Wool Insulation
mattress or by filling the space between the
liners and the structural shell with an
Wrapping the steel shell with a suitable grade
expanded mineral, or both.
of mineral wool fibre insulation material of
sufficient thickness provides more effective 9.5.4When a granular material is used as an
insulation than aluminium cladding with the insulant, it is essential that a gate valve be
usual 6 mm air gap. Thicknesses of over 50 mm provided for its removal and that a notice be
are applied in two separate layers, the outer affixed adjacent to the gate valve warning of
layer being fitted so that the vertical and the the dangers of operation by unauthorized
horizontal joints are staggered from the joints personnel.
of the inner layer.
9.5.5If liners are supported by an open
structural frame, it is essential that they are
If the angle joining the flange of the chimney
adequately insulated and protected from the
section projects past the outer face of the
weather. Suitable methods are outlined in 9.2
mineral wool, it shall be wrapped with an
and 9.3.
additional layer of mineral wool of the same
thickness for at least 75 mm on each side of the
10 ASH DISPOSAL
flange joint. As mineral wool has to be
protected from the weather, a convenient way 10.1Typical arrangements for the disposal of
of doing this is to cover it with an aluminium ash in chimney have been dealt with in
cladding as described in 9.2 but omitting the AnnexC.
12IS 6533 (Part 1) : 1989
ANNEX A
(Clauses 7.2 and 7.3)
INFLUENCE OF AERODYNAMIC SHADOW ON HEIGHT OF CHIMNEY
A-1 FACTORS INFLUENCING HEIGHT
OF CHIMNEY
A-1.1The height of the chimney shall not be
less than the height of the zone of turbulent air
layers formed due to uneven heights of
buildings near the chimney. For the purpose of
calculation of the minimum height of chimney
for keeping its plume above the turbulent zone,
the following procedure shall be adopted:
a)The types of surrounding building
structures along the direction of wind may
be divided into two groups:
1)Narrow Building, where B ≤ 2.5 H ;
B
and
2)Wide Building, where B > 2.5 H .
B
where
B = width in metres of the building in
the downwind direction, and
NARROW AND WIDE BUILDINGS STRUCTURE
H = height in metres of the building.
B
b)The relative orientation of buildings along A-2 AERODYNAMIC SHADOW
direction of wind may be divided into four
groups: A-2.1This is the zone downwind of the chimney
in which any release of pollutant may be
1)Independent Narrow Building (Type
entrapped into the eddies. These are illustrated
1)— A narrow building in the
in Fig. 5.
downward direction of which there is no
other building or obstruction up to a
A-2.2Height of aerodynamic shadow is
distance of 6 H .
B obtained as follows:
2)Independent Wide Building (Type 2) —
A wide building in the downward
1)For Type 1 H = 0.36 B + 2.5 H
s B
direction of which there is no other
building or obstruction up to a distance 2)For Type 2 H s = 0.36 B + 1.7 H B
of 4 H B. 3)For Types 3 and 4H
s
= 0.36 (B + X) + H
o
3)Narrow Building Behind Another
Building or Obstruction (Type 3) — A where
narrow building in the downward
direction of which there is another H = height in metres of aerodynamic
s
building or obstruction at a distance X shadow; and
such that H B < X < 10 H B. H o = height in metres of obstruction or
4)Wide Building Behind Another building in downwind direction.
Building or Obstruction (Type 4) — A
wide building in the downward A-3Design height H of chimney shall be
direction of which there is another greater than H for all the types calculated
s
building or obstruction at a distance X above.
such that H < X ≤ 8 H .
B B
where
where
X=distance in m at which another H=Calculated height in m of the
building or obstruction is located. chimney.
13IS 6533 (Part 1) : 1989
FIG.5 RELATIVE ORIENTATION OF BUILDINGS ALONG DIRECTION OF WIND (Continued)
14IS 6533 (Part 1) : 1989
FIG. 5 RELATIVE ORIENTATION OF BUILDINGS ALONG DIRECTION OF WIND
ANNEX B
(Clause 7.3)
CONSIDERATION OF DISPERSION OF POLLUTANTS ON THE HEIGHT OF CHIMNEY
B-1 HEIGHT OF STACK M = estimated mass rate of emission of
pollutant in g/s,
B-1.1Tall stacks are necessary to disperse
pollutants into the atmosphere in order to F = dimensionless coefficient of rate of
maintain an acceptable air quality standard at precipitation
the ground level. Height of stack is a function of (For gases, F = 1, and
various factors, for example, mass rate of for dust F=2 if efficiency of dust
emission, efflux velocity, temperature of catching is above 90 percent
effluent, topographical conditions, 2.5 if efficiency of dust
meterological conditions of the area where catching is 75 to 90 percent
stack is located and lastly, the air quality
3.0 if efficiency of dust
standards that must be maintained. Based on catching is below 75 percent),
these parameters, assuming a relatively flat
C = maximum permissible ground level
terrain and temperature of effluent equal to the
concentration of pollutant in mg/m3
atmospheric temperature, the height of the
standard temperature and pressure
stack is determined from the following formula: (stp) (may be taken as 0.5 mg/m3
3 unless otherwise specified in relevant
---
AMFD 4 health standards),
H = -------------------
8 CV V = Estimated volume rates of emission of
total flue gases, m3/sec, and
where
D = diameter of stack at the exit of the
H = calculated height of stack in m Chimney in m.
A = coefficient of temperature gradient of B-1.2Recommended height of stacks from the
atmosphere responsible for horizontal consideration of pollution of iron and steel
and vertical mixing of plume plant units is given in Table 3.
(For tropical zone A = 280, and for
B-1.3Recommended minimum efflux velocities
semi-tropical zone A = 240), are given in Table 4.
15IS 6533 (Part 1) : 1989
Table 3 Recommended Standard Height of Stacks (for Process Gases) from the
Consideration of Pollution for Iron and Steel Plant Units
(Clause B-1.2)
Sl No. Unit Height (m) Remarks
1 Sintering plant 100 to 150 Depending on SO loading of exhaust
2
gas
2 Blast furnace — stoves 60 to 70 Check calculations for unburnt
carbon monoxide, if any
3 Steel melting shop:
a)Converter, oxygen blown 100
b)Open hearth, oxygen blown 100
c)Electric arc furnace 30 Discharge point is kept at least 3 to 4
m higher than the highest point of
the roof
4 Rolling mill:
a)Scarfing machine Discharge point is kept at least 3 to 4
b)Soaking pit 60 to 70 m higher than the highest point of
c)Reheating furnace 35 roof. For pickling with hydrochloric
d)Bell annealing furnace 45 or sulphuric acid, the efficiency of
e)Continuous pickling line 40 cleaning shall be not less than 95
f)Hot dip galvanizing line 45 percent
5 Rotary kilns:
a)For line 60 to 80
b)For dolomite 60 to 80
6 Coke oven 100 For discharging combustion products
of battey.
7 Thermal power plant 120 to 180 For coal fired boiler, fly ash is the
main hazard. Height may be
checked with SO loading of gas
2
also.
Table 4 Recommended Minimum Efflux Velocities from Air
Pollution Point of View
(Clause B-1.3)
Sl No. System Velocity
m/s
1 Natural draft system 6
2 Forced draft system:
a)Chimneys up to 20 m height 6
b)Chimneys from 20 to 45 m height 9
c)Chimneys over 45 m height 12
3 Induced draft system 7.5
4 Other waste gases and exhaust of industrial 15
ventilation system
5 Thermal power plants 25
NOTE — Use of any weather cowl on the top of stack which restricts the vertical motion of plume is not recommended.
If it is absolutely essential to restrict entry of rain water into dust system, special weather cowls which will restrict the
entry of rain water but allow the gases to move vertically upwards with the recommended efflux velocity may be
permitted.
16IS 6533 (Part 1) : 1989
B-2 Limitations of the Formula pollutant does not exceed the air quality
standards.
B-2.1The formula is applicable only in cases of
tall stacks, the plume from which is free from B-2.3The formula assumes the temperature of
interference with the air currents produced by the gases to be equal to the atmospheric
nearby tall buildings. temperature. The resultant height of stack is
slightly on the higher side.
B-2.2The formula assumes only a single source
of air pollution. Where several stacks are B-2.4The maximum concentration as
located close to each other, the value of H calculated above is reached at a distance X m
obtained from the formula has to be increased from the chimney, approximately given by
such that the total ground level concentration X=20 H where H is the height of the chimney
at a place from all the stacks for any particular in m above the ground level.
ANNEX C
(Clause 10.1)
ASH DISPOSAL
C-1 GENERAL foundation itself as indicated in Fig. 7.
C-1.1In any coal fired boiler, a particular C-2.2.1This consists of a hopper with a gate at
percentage of ash which escapes along with the the bottom which when a particular weight or
flue gas will be precipitated due to change in volume of ash is collected, will automatically
the direction of flue, at the bottom of the open and discharge the ash into the pit at the
chimney. This will require periodical disposal bottom. This ash can be disposed of by
depending upon the quantity of ash. For small mechanical, pneumatic or hydraulic systems,
boilers, quantity will be very small and this will depending on the system adopted for the
not require elaborate arrangements while for disposal of the ash from the combustion
medium and high capacity boilers, the quantity chamber.
will be considerable and will require separate
arrangements for disposing the ash. C-2.2.2In the case of the mechanical system, a
conveyor will be provided in the pit so that the
C-2 ASH DISPOSAL SYSTEMS
ash can be removed and loaded in the trucks
C-2.1In case of bigger boilers where the outside.
quantity is more, a separate arrangement has
C-2.2.3In the pneumatic system, ash will be
to be provided and usually this will be a hopper
removed by ejector or sucking by compressed
at the bottom of the chimney and just below
air and discharged into the main ash disposal
breach openings left for flue connection. The
system.
typical arrangement of this is indicated in
Fig.6.
C-2.2.4In the case of hydraulic system, enough
C-2.2In the case of small boilers, the ash may quantity of water will flush the ash into the
be disposed of by providing a hopper on the main ash disposal system.
17IS 6533 (Part 1) : 1989
FIG. 6 HYDRAULIC ASH DISPOSAL FOR CHIMNEY
18IS 6533 (Part 1) : 1989
FIG. 7 ASH REMOVAL SYSTEM FOR CHIMNEY
19Standard Mark
The use of the Standard Mark is governed by the provisions of the Bureau of Indian
Standards Act, 1986 and the Rules and Regulations made thereunder. The Standard Mark on
products covered by an Indian Standard conveys the assurance that they have been produced
to comply with the requirements of that standard under a well defined system of inspection,
testing and quality control which is devised and supervised by BIS and operated by the
producer. Standard marked products are also continuously checked by BIS for conformity to
that standard as a further safeguard. Details of conditions under which a licence for the use of
the Standard Mark may be granted to manufacturers or producers may be obtained from the
Bureau of Indian Standards.Bureau of Indian Standards
BIS is a statutory institution established under the Bureau of Indian Standards Act, 1986 to promote
harmonious development of the activities of standardization, marking and quality certification of goods and
attending to connected matters in the country.
Copyright
BIS has the copyright of all its publications. No part of these publications may be reproduced in any form
without the prior permission in writing of BIS. This does not preclude the free use, in the course of
implementing the standard, of necessary details, such as symbols and sizes, type or grade designations.
Enquiries relating to copyright be addressed to the Director (Publications), BIS.
Review of Indian Standards
Amendments are issued to standards as the need arises on the basis of comments. Standards are also
reviewed periodically; a standard along with amendments is reaffirmed when such review indicates that no
changes are needed; if the review indicates that changes are needed, it is taken up for revision. Users of
Indian Standards should ascertain that they are in possession of the latest amendments or edition by
referring to the latest issue of ‘BIS Catalogue’ and ‘Standards:Monthly Additions’.
This Indian Standard has been developed from Doc:No. SMBDC 7 (2609)
Amendments Issued Since Publication
Amend No. Date of Issue
Amd. No. 1 October 1997
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.
|
228_19.pdf
|
IS 228 (Part 19) : 199th
Indian Standard
METHODS OF CHEMICAL ANALYSIS OF STEELS
PART 19 DETERMINATION OF NITROGEN BY STEAM DISTILLATION METHOD
.(FOR NITROGEN 0.002 TO 0.50 PERCENT)
Second Revision )
(
ICS 77.080.20
0 BIS 1998
BUREAU OF INDIAN STANDARDS
MANAK BHAVAN, 9 BAHADUR SHAH ZAFAR MARG
NEW DELHI 110002
h/y 1998 Price Group 1Methods of Chemical Analysis of Ferrous Metals Sectional Committee, MTD 2
FOREWORD
This Indian Standard (Part 19) (Second Revision) was adopted by the Bureau of Indian Standards, after the
draft finalized by the Methods of Chemical Analysis of Ferrous Metals Sectional Committee had been approved
by the Metallurgical Engineering Division Council.
IS 228, which was first published in 1952 and subsequently revised in 1959, covered the chemical analysis
of plain carbon and low alloy steels, alongwith pig iron and cast iron. It was revised again to make it
comprehensive in respect of steel analysis and to exclude pig iron and cast iron which were being covered
in separate standards. During its second revision the standard has been split up in several parts.
This part covers the method for determination of nitrogen by steam distillation method. The other parts of
this series are:
IS 228 Methods for chemical analysis of steels
Part 1 : 1987 Determination of carbon by volumetric method (for carbon 0.05 to 2.50 percent)
Part 2 : 1987 Determination of manganese in plain carbon and low alloy steels by arsenite method
Part 3 : 1987 Determination of phosphorus by alkalimetric method
Part, 4 : 1987 Determination of total carbon by gravimetric method (for carbon greater than or equal to
0.1 percent)
Part 5 : 1987 Determination of nickel by dimethyl glyoxime (gravimetric) method (for nickel greater than
or equal to 0.1 percent)
Part 6 : 1987 Determination of chromium by persulphate oxidation method (for chromium greater than
or equal to 0.1 percent)
Part 7 : 1990 Determination of molybdenum by alpha-benzoinoxime method (for molybdenum greater
than or equal to 1 percent) (third revision)
Part 8 : 1989 Determination of silicon by the gravimetric method (for silicon 0.05 to 5.00 percent)
Part 9 : 1989 Determination of sulphur in plain carbon steels by evolution method (for sulphur 0.01 to
0.25 percent)
Part 10: 1989 Determination of molybdenum by thiocyanate (photometric) method in low and high alloy
steels (for molybdenum 0.01 to 1.5 percent)
Part 11 : 1990 Determination of silicon by photometric method in carbon steels and low alloy steels (for
silicon 0.01 to 0.05 percent)
Part 12 : 1988 Determination of manganese by periodate spectrophotometric method in low and high alloy
steels (for manganese 0.01 to 2.0 percent)
Part 13 : 1982 Determination of arsenic
Part 14 : 1988 Determination of carbon by thermal conductivity method (for copper 0.005 to 2.000 percent)
Part 15 : 1992 Determination of copper by thiosulphate iodide method (for copper 0.05 to 5 percent)
Part 16 : 1992 Determination of tungsten by spectrophotometric method (for tungsten 0.1 to 2 percent)
Part 17 : 1998 Determination of nitrogen by thermal conductivity method (for nitrogen up to .04 percent)
Part 18 : 1998 Determination of oxygen by instrumental method
For the purpose of deciding whether a particular requirement of this standard is complied with, the final value,
observed or calculated, expressing the result of a test or analysis, shall be rounded off in accordance with
IS 2 : 1960 ‘Rules for rounding off numerical values (revised)‘. The number of significant places retained
in the rounded off value should be same as that of the specified value in this standard.IS 228 (Part 19) : 1998
Indian Standard
METHODSOFCHEMICALANALYSIS OFSTEELS
PART 19 DETERMINATION OF NITROGEN BY STEAM DISTILLATION METHOD
(FOR NITROGEN 0.002 TO 0.50 PERCENT)
( Second Revision )
1 SCOPE sodium hydroxide and tartaric acid. The nitrogen
present is estimated by titrating the distillate with
This standard (Part 19) describes the method for the
standard sulphuric acid using mixed indicator
determination of nitrogen in the range from 0.002
(bromocresol green and methyl red).
to 0.50 percent in steels.
5.2 Apparatus
2 REFERENCES
5.2.1 Decomposition of the sample should be carried
The following Indian, Standards are necessary adjuncts
out in a 250-ml flask fitted with a ground neck carrying
to this standard:
a 45-cm long air condenser.
IS No. Title
5.2.2 The steam distillation is carried out in the
266 : 1993 Sulphuric acid (third revision) assembly as shown in Fig. 1.
I070 : 1992 Reagent grade water (third revision) 5.3 Reagents
3 SAMPLING
5.3.1 Nessler’s Reagent
The samples shall be drawn and prepared as described
To 95 ml of potassium iodide solution (25 percent),
in the relevant Indian Standard.
add with shaking a saturated solution of mercuric
chloride until a permanent precipitate is obtained. Make
4 QUALITY OF REAGENTS
small additions of the potassium iodide solution until
Unless specified otherwise, analytical grade reagents the precipitate in almost redissolved, followed by
and reagent grade water (see IS 1070) shall be employed solution of 60 g of potassium hydroxide in 60 ml of
for the test. water. Add cautiously mercuric chloride solution until
a slight permanent yellow precipitate is formed. Dilute
5 DETERMINATION OF NITROGEN to 400 ml and allow to stand overnight before filtering
into a stock bottle.
5.1 Outline of the Method
5.3.2 Ammonia-Free Water
The sample is washed, thoroughly dried and
decomposed with’ sulphuric acid in the presence of Add a few pellets of caustic potash and 0.5 g of
potassium sulphate and a little amount of copper Devarda’s alloy (see 5.3.9) per litre of distilled water,
sulphate. It is then steam distilled in the presence of heat on the hot plate for four hours and finally distil
AMM~NIA-FREE WATER
FIG. 1 APPARATUSF OR DETERMINATIONO F NITROGENB Y STEAM DISTILLATION
1IS 228 (Part 19) : 1998
in an all-glass unit rejecting the first IOO-ml portion salts. If a dark-coloured insoluble residue remains,
of the distillate. Confirm the absence of ammonia allow to settle or centrifuge after the addition of five
in the distillate by testing a few millilitres with Nessler’s millilitres of barium chloride solution (two percent).
reagent before collecting it for use. Decant off the clear solution into a beaker and treat
the residue in the flask with 5 ml of sulphuric acid
53.3 Potassium Sulphate, Crystals
and 2 g of potassium sulphate. Heat strongly and
5.3.4 Copper Sulphate, Crystals fume until all the dark-coloured particles are
decomposed. Dilute and mix with first portion of the
5.3.5 Dilute Sulphuric Acid, I:4 (v/v). solution. Preserve the solution.
To 800 ml of ammonia-free water, add cautiously 200 5.4.2 Charge the steam generator A with ammonia-
ml of concentrated sulphuric acid free of nitrates. free water through the dropping funnel B, switch on
the immersion heater C and allow steam to issue freely
5.3.6 Barium Chloride Solution, 2 percent.
from the flask F by keeping the stopcock G open.
5.3.7 Sulphuric Acid, rd=1.84 (conforming to IS 266). Add 20 ml of sodium hydroxide-tartaric acid mixture
to the flask H through the funnel J, close the stop-
5.3.8 Mixed Indicator Solution
cock G, allow steam to bubble through the mixture
Dissolve 0.075 g of bromocresol green and 0.05 g for 5 minutes. Regulate the flow of steam through
of methyl red in 100 ml of methanol. the mixture by means of stopcock D which provides
for the escape of the excess of steam. This can be
5.3.9 Devarda’s Alloy, 50 Cu, 5 Al, 5 Zn.
condensed by the condenser E and returned to the
5.3.10 Boric Acid Solution, 0.1 percent in ammonia- steam generator at regular intervals. At the end of
free water. the steaming period, switch off the heater and allow
the contents of the flask H to syphon into the flask
5.3.11 Sodium Hydroxide-Tartaric Acid Solution F and drain out through the tap G.
To one ,litre of ammonia-free water, add‘500 g of 5.4.3 Place 10 ml of boric acid solution in beaker
sodium hydroxide and 133 g of tartaric acid. Warm L and raise it until the lower end of the condenser
gently to complete solution. Add one gram of Devarda’s K dips into the solution. Pour the solution of the
alloy, boil for 45 minutes, cool and dilute to 1 250 sample, reserved in accordance with 5.4.1 into the
ml with ammonia-free water. distillation flask H through the funnel J. Rinse the
beaker with a little ammonia-free water, in the flask
5.3.12 Standard Sodium Hydroxide Solution, (0.01 N).
H, and then add 100 ml of sodium hydroxide-tartaric
Dissolve 0.5 g of sodium hydroxide pellets in one litre acid mixture. Stopper the top of the funnel J, switch
of freshly boiled and cooled distilled water. Dissolve on the heater C and close the tap G, as soon as the
0.400 0 g of potassium acid phthalate in one litre of steam starts escaping through it. Adjust a proper flow
freshly boiled and cooled distilled water. Standardize of cooling water through the condenser K and distil
the sodium hydroxide solution against the potassium as rapidly as possible, collecting 60 to 70 ml of the
acid phthalate solution, using phenolphthalein indicator, distillate, indicated by mark on the receiver.
and render it equivalent to the phthalate solution.
5.4.4 Add three drops of the mixed indicator to the
5.3.13 Stundard Sulphuric Acid, 0.01 N. distillate and titrate against standard sulphuric acid
(0.005 N). Note the volume of the acid consumed
Add 3 ml of dilute sulphuric acid (1:9) to 500 ml
by the solution.
of water and dilute to one litre. Standardize the dilute’
sulphuric acid against standard sodium hydroxide 5.4.5 Make a blank determination following the same
solution (0.01 N), using phenolphthalein as indicator. procedure and using the same amounts of all reagents.
Render it equivalent to the standard alkali solution The blank should not exceed the equivalent of 0.5
by dilution with water. ml of standard sulphuric acid (0.005 N). If higher
blanks are recorded, their origin should be traced and
5.3.14 Standard Sulphuric Acid, 1 ml =O.OOO7 g of
eliminated.
nitrogen (0.005 N)
5.5 Calculation
Dilute 50 ml of the standard sulphuric acid (0.01 N)
to 100 ml in a volumetric flask. Nitrogen, percent (VI-V2) x 0.000 07
by mass = x 100
5.4 Procedure
m
5.4.1 Wash the sample with ammonia-free water,
where
alcohol and finally with ether. Dry it thoroughly and
transfer one to five grams, depending on the nitrogen V, = volume in ml, of the standard sulphuric acid
content of the sample, to a 250-ml round bottom flask. (0.005 N) consumed by the sample,
Add five grams of potassium sulphate crystals and
V, = volume in ml, of the standard sulphuric acid
one small crystal of copper sulphate and 50 ml of
(0.005 N) consumed by the blank run, and
dilute sulphuric acid. Attach an air condenser and
digest gently over a broad flame until the m = mass in g, of the sample taken.
decomposition is complete. Evaporate to fumes, cool,
dilute with 35 ml of water, warm to redissolve separated 5.6 Reproducibility, f 0.001 percent.
2Bureau of Indian Standards
BIS is a statutory institution established under the Bureau of Indiatz 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 indictitcs 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 latestissue
of ‘BIS Handbook’ and ‘Standards Monthly Additions’.
This Indian Standard has been developed from Dot: No. MTD 2 (4121).
Amendments Issued Since Puhiication
I
Amend No. Date of Issue Text Affected
BUREAU OF INDIAN STANDARDS
Headquarters:
Manak Bhavan, 9 Bahadur Shah Zafar Marg, New Delhi 110002 Telegrams: Manaksanstha
Telephones: 323 0131,323 33 75,323 94 02 (Common to all offices)
Regional Offices: Telephone
Central : Manak Bhavan, 9 Bahadur Shah Zafar Marg 323 76 17,323 38 41
NEW DELHI 110002
Eastern : l/14 C.I.T. Scheme VII M, V.I.P. Road, Maniktola 337 84 99,337 85 61
CALCU’ITA 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, C!IENNAI 600113 235 02 16,235 04 42
{ 235 15 19,235 23 15
Western : Manakalaya, E9 MIDC, Marol, Andheri (East) 832 92 95,832 78 58
MUMBAI 400093 { 8327891,8327892
Branches : AHMADABAD. BANGALORE. BHGPAL. BHUBANESHWAR.
COIMBATORE. FARIDABAD. GHAZIABAD. GUWAHATI.
HYDERABAD. JAIPUR. KANPUR. LUCKNOW. NAGPUR.
PATNA. PUNE. THIRUVANANTHAPURAM.
|
4031_9.pdf
|
1s t 4081 ( Part 8 ) - 1888
Indian Standard
METHODS OF PHYSICAL TESTS FOR
HYDRAULIC CEMENT
PART 9 DETERMINATION OF HEAT OF HYDRATION
( First Revision )
Second Reprint OCTOBER 1996
UDC 666.942.015.45
@ Copyrighr 1988
BUREAU OF INDIAN STANDARDS
MANAK BHAVAN. 9 BAHADUR SHAH ZAFAR MARG
NEW DELHI 110002
Gr 3 September 1988IS : 4031 ( Part 9 ) - 1988
Indian Standard
METHODS OF PHYSICAL TESTS FOR
HYDRAULIC CEMENT
PART 9 DETERMINATION OF HEAT OF HYDRATION
First Revision )
(
0. FOREWORD
0.1 This Indian Standard ( Part 9 ) ( First Revi- since publication of tbe original standard in 1968
sion ) was adopted by the Bureau of Indian a number of standards covering the requirement,
Standards on 22 April 1988, after the draft of different equipment used for testing of cement,
finalized by the Cement and Concrete Sectional a brief description of which was also covered in
Committee had been approved by the Civil the standard, had been published. In this revi-
Engineering Division Council. sion, therefore, reference is given to different
instrument specifications deleting the description
0.2 Standard methods of testing cement are of the instruments, as it has been recognized that
essential adjunct to the cement specifications. reproducible and repeatable tests results can be
This standard in different parts lays down the obtained only with standard testing equipment
procedure for the tests to evaluate the physical capable of giving desired level of accuracy. This
properties of different types of hydraulic cements. part ( Part 9 ) covers determination of heat of
The procedure for conducting chemical tests of hydration of cement.
hydraulic cement is covered in IS : 4032-1985*.
0.3 Originally all the tests to evaluate the physical 0.4 For the purpose of deciding whether a parti-
properties of hydraulic cements were covered in cular requirement of this standard is complied
one standard: but for facilitating the use of this with, the final value, observed or calculated,
standard and future revisions, it has been decided expressing the result of a test or analysis, shall be
to print the different tests as different parts of the rounded off in accordance with IS : 2-1960*.
standard and accordingly, this revised standard The number of significant places retained in the
has been brought out in thirteen parts. This will rounded off value should be the same as that of
also facilitate updating of individual tests. Further, the specified value in this standard.
*Method of chemical analysis of hydraulic cement *Rules for rounding off numerical values ( revised ).
(f?rsf revision ).
I. SCOPE 3. TEMPERATURE
3.1 The temperature of moulding room, dry
1.1 This standard ( Part 9 ) covers the procedure
materials, appliances and water shall be main-
for determining the heat of hydration of cement
tained at 27f 2°C.
as expressed in kilojoules per kilogram.
4. APPARATUS
2. SAMPLING AND’.eELECTION OF TEST 4.1 Calorimeter - Calorimeter conforming to
SPECIMENS 1 IS : 11262-1985*.
4.2 Mortar and Pestle - Approximately 200
2.1 The samples of the cement shall be taken in
mm in diameter mortar and pestle ft>r grinding
accordance with the requirements of IS : 3535-
partially hydrated samples.
1986* and the relevant standard specification for
the type of cement being tested. The representa- 4.3 Glass/Plabtic Vials - Glass/plaskic vials
tive sample of the cement selected as above shall having the dimension approximately 80 X 20 mm
be thoroughly mixed before testing. with tight fitting stoppers or caps.
*Methods of sampling hydraulic cements (first *Specification for calorimeter for determination of heat.
rP!Jiskql ). ef hydration of hydraulic cement.
1IS : 4031 ( Part 9 1 - 1988
4.4 Stop Watch or Timer - The timer shall taining anhydrous calcium chloride and grind it
have a positive starting and stopping mechanism to pass a 150 micron IS Sieve. For each deter-
and shall be capable of being read to the nearest mination, about 7’0 g of this ignited oxide shall
0’5 s or less. The timer shall be accurate to 0’5 s again be heated to 900 to 950°C for 5 min and
or less for time interval up to 60 s and to 1 then cooled for not less than 24 h and not more
percent or less for time intervals of 60 to 300 S. than 5 h in the desiccator containing anhydrous
calcium chloride before weighing accurately.
4.5 Sieve - 150 pm and 850 )rm IS sieve con-
forming to IS : 460 ( Part 1 ) - 1985*. 6.1.3 Assemble the calorimeter and run the
stirrer for at least 5 min to allow the temperature
4.6 Muffle Furnace - Muffle furnace capable to become uniform. Take temperature reading
of maintaining a temperature of 900 to 950°C. correct to 0’001 “C every minute for 5 mitt to
determine the initial heating or cooling correc-
4.7 Analytical Balance - Analytical balance tion. Then introduce the zinc oxide from the
capable of reproducing results within 0’000 2 g
funnel steadily over a period of 1 to 2 min. The
with an accuracy of f 0’000 2 g.
funnel shall then be brushed clean with camel-
NOTE - Self-indicating balance with equivalent accu- hair brush. Take temperature readings at one
racy may also be used. minute intervals until the solution is complete, as
indicated by a steady rate of heating of cooling
4.8 Standard Weights
of the calorimeter. The solution period shall not
exceed 20 min. Continue the readings for a
4.9 Weighing Bottles
further period of 5 min, to determine the final
4.10 Camel Hair Brush heating or cooling correction.
6.1.4 Plot initial and final heating or cooling
5. MATERIAL
rates against the corresponding calorimeter tem-
5.1 Nitric Acid - of 2’00 f 0’05 N strength, perature, namely the Beckmann readings at the
made in bulk from analytical reagent quality beginning of the solution period and at the end,
materials. Whenever a new batch is prepared, respectively. Join the two points by a straight
the heat capacity of the calorimeter shall be line ( see Fig. 1 and example in 7.1 ). From this
redetermined. graph, the corrections are read off for each
temperature reading during the solution period.
5.2 HydroBuoric Acid - 40 percent ( w/w ), These corrections shall be summed and the total
analytical reagent quality. added or subtracted as appropriate to the obser-
5.3 Zinc Oxide - Analytical reagent quality. ved temperature-rise.
5.4 Wax - paraffin wax.
+o-010
z
5.5 Distilled Water - conforming to IS : 1070- f +ooos
19777.
*. A
P
0
6. PROCEDURE 5
0”
,6.1 Determination of the Heat Capacity l_l -0 005
f5
6.1.1 Inspect the wax lining for faults. Measure s 0.010
l
into the calorimeter 9.6 f 0’1 ml of hydrofluoric
F
acid and 388’0 f 0’ 1 ml of 2’0 N nitric acid at ; * 0.005
a temperature of 27 f 2°C. For convenience I B
in measuring the nitric acid, a special standard k 0
flask of 388 ml capacity calibrated at 27°C shall E
be constructed. For measuring the hydrofluoric 2 -0005
acid, a small measuring cylinder shall be made up
by sealing a 15cm length of l-cm diameter ‘poly-
thene’ resin tube to a flat plate of the same
material with a small gas jet.
6.1.2 Take a quantity of zinc oxide sufficient 2 0 \_ \ I
for about six determinations. Ignite it for one 1
I=
hour at 900 to 95O”C, cool in a desiccator con- x -
0.005
0 l.0 2.0 3.0 L.0 5.0 6.0 7.0 8.0
*Specification for test sieves : Part 1 Wire cloth test INITIAL AND FINAL BECKMANN REAOlNG,‘C
.sieves ( third revision ).
tspecification for water for general laboratory use
( second revision ). FIG. 1 HEATING OR COOLING CORRECTIONS
2IS : 4031 ( Part 9 ) - 1988
6.1.5 Calculate the heat capacity as fOllOWS: loss on ignition shall be determined on each
Beat capacity sample used for heat of solution. Carry out the
Mass of ZnO ( g ) determination of temperature-rise as before and
( J/C ) = Corrected temperature-rise ’ calculate the heat of solution from the following
formula:
[1072+0’4(30--)+0’5(%--)I
Heat of solution of hydrated cement ( kJ/kg
where
ignited mass )
1 072= heat of solution of zinc oxide at 30°C
Heat capacity x corrected temperature-rise
0.4 = negative temperature coefficient of the
= Mass of sample corrected for ignition loss
heat of solution,
--17(+,-G)
9 = final temperature of the calorimeter
and contents in “C, where 1’7 is the specific heat of hydrated cement.
0’5 = specific heat of zinc oxide, and The mean of three determinations on separate
vials shall be taken.
P, = room temperature in “C.
6.4 Ignition Loss - Place the sample in a coo1
THIS expression simplifies to: furnace and raise the temperature of the furnace
to 900°C over a period of one hour. Keep the
Heat capacity
sample at 900 & 50°C for 3 to 4 h and then cool
= Mass of ZnO ( 1 084 - 0’9 4 + 0’59, ) it in a desiccator containing anhydrous calcium
Corrected temperature-rise chloride. Weigh after half an hour. All weigh-
ings shall be correct to the nearest milligram.
,6.2 Preparation of Cement Sample - Mix
by hand for 4 min, 60 g of cement and 24 ml of
7. CALCULATION
distilled water which shall be between 15 and
25°C. Fill with this mixture 3 glass/plastic vials, 7.1 Calculate the heat of hydration by subtract-
cork and then seal with wax. Store the specimen ing the respective heats of solution of hydrated
vials with the mixture in a vertical position at cement from the heat of solution of the unhydra-
27 f2”C. ted cement. The heats of hydration shall be
determined at 7 and 28 days. Heats of solution
6.3 Determination of the Heat of Solution shall be calculated to the nearest 0’5 kJ/kg and
heats of hydration to the nearest 5 kJ/kg as given
6.3.1 For determination of the heat of solution
in the following example :
of unhydrated cement, weigh a sample of about
3’0 g. At the same time, weigh out another Example:
<quantity approximately 7’0 g for the loss on
a) Determination of heat capacity
ignition. Both the weighings shall be correct to
the nearest 0’001 g. Carry out the determination Time “C Beckmann Heating or Cooling
of temperature-rise exactly as described for zinc Calorimeter Correction
oxide.
( min ) Temperature ( see Graph C, Fig. 1 )
Calculate the heat of solution from the follow- 0 %:l
ing formula: 1 t
1’898 I Initial correction
Heat of solution ( kJ/kg ) of unhydrated cement
: 1’902 ) +0’003 4
= Heat capacity x corrected temperature-rise 4 1’905 I
Mass of sample corrected for ignition loss 5 1’908 J
- 0’8 ( 4, - 9 )
2’550 -0’002 4
where 0’8 is the specific heat of unhydrated
? 5’880 -to’002 2
cement.
6’175 +0’002 5
6.3.2 The mean of three determinations which ; 6’225 +0.002 5
10 ,6’241 +0’002 6
shall be carried out within 7 days of the mixing
11 6’245 0’002 6
of the hydrated samples shall be taken.
= +0.010 0
6.3.3 For the determination of heat of solution
12 6’2431
of hydrated cement, break open one of the glass
13 6’240 1
vials ( see 6.2 ). Remove the adherent wax and 14 6’237 1 F~;!Oc00;rgection
glass from the cement, then grind the cement ( as
15 6’234 +
rapidly as possible to avoid carbonation ) to pass
16
an 850-micron IS Sieve. Keep the ground 2:;;;:
17
sample in a stoppered weighing bottle from which
weigh out samples of 4’2 and 7’0 g for heat of Temperature-rise = 6’245 - 1’908 = 4’337
solution and loss on ignition, respectively. The Correction = + 0’010
3-IS:4031(Part9)-1988
.
Corrected Mass of cement
temperature-rise = 4’347 sample = 3’000 g
Mass of zinc sample = 7’00 g Ignition loss = I.91 percent
Room temperature = 27’00°C Room temperature. = 27’00°C
Final temperature of Final temperature of
calorimeter and calorimeter and
contents* =27’75”C contents* = 27’25°C
7’00
Heat capacity Heat capacity of
=zTvx
calorimeter = 1’727 J/T
( 1 084 - 0’9 x 27’75 + 0’5 x 27)
7’00 Heat Of Solution Of 1 727 x 4.26) x l(-)o
anhydrous cement =
=zTix 3’000 x 98’09
( 1 084 - 24’975 + 13’5 ) - 0’8 ( 27’00 - 27’25 >
7’00
=m7 x i 072’525 1 727 x 4’264 x 100 + o.2,
=
3’000 x 98 09
= 1 727 J/T
= 2 502’4 + 0’2
b) Determination of heat of solution on
= 2 502’6 kJ/kg
anhydrous cement sample
= 2 502’5 kJ/kg ( say )
Time “C Beckmann Heating or Cooling
Calorimeter Correction c) Determination of heat of solution on hy-
( min j Temperature ( see Graph B, Fig. 1 ) drated cement sample after 28 days’
storage at 27°C
0 1’225 1
1’228 )
: 1’230 Initial correction Time “C Beckmann Heating or Cooling
3 1’232 1 +0’002 2 Calorimeter Correction
4 1’234 I ( min ) Temperature ( see Graph A, Fig. 1 ),
5 1’2361
0 2’019>
6 3’350 -0 000 6
7 4’460 +o’ooo 2 : 22’’002226 I1 Initial coirection
4’850 +o’ooo 5 3 2’030 r -to’003 2
! 5’090 +O’OOO 6 4 2’032 I
10 5’230 +o’oOO 7 5 2’035J
11 5’330 +o’ooo 7
12 5’392 +o’ooo 7 6 5’000 -0’000 5 ,
13 5’432 +o’ooo 7 7 5’700 $0’000 2
14 5’460 +o’ooo 7 8 5’815 +o’ooo 2
15 5’475 $0’000 8 9 5’845 +o*ooo 2
16 5’483 +O’OOO 8
17 5’489 +o’ooo & 10 5’858 +0*000 2
18 5’491 +O’OOO 8 11 5’867 +o’ooo 5
19 5.452 +O’OOO 8 12 5’872 +o’ooo 3
+ 0’008 13 5’877 +o’ooo 3
20 5’492 14 5’880 +o’ooo 3
5’491 15 5’881 +o’ooo 3
2’: 5’490 Final correction 16 5’882 +o’ooo 3
23 5’490 -0’000 8
+0*002 -
5’490
;; 5’488 17 5’882 7
26 5’487, 18 5’882
19 5’882 I Final correction
Temperature-rise = 5’492 - 1.236 = 4’256 5’882 -0’000 3
Correction = + 0’008 ?? 5’882 I
Corrected 22 5’881
temperaturtirise = 4’264 23 5’880 J
*Determined separately by a mercury-in-glass thermo- *Determined separately by a mercury-in-glass thermo-
meter. meter.
4IS : 4031 ( Part 9 ) - 1988
Tempxature-rise = 5’882 - 2 035 zzz 3’847 He ha yt dro af t es do lu ct eio mn e no t f = 1 727 x 3’849 x 100
Correction = 0’002 4’200 0 x 72 04
Corrected
- 1’7 ( 27.00 - 24’5 )
temperature-rise = 3’849
Mass of cement I 727 x 3’849 x 100
sample = 4’200 0 g = 4.200 0 x 72’04
Ignition loss = 21.96 percent - 425
Room temperature* = 27 00°C = 2 196’93 - 4’25
Final temperature of = 2 192’68 kJ/kg
calorimeter and =21925kJ/kg(say)
contents* = 24’5°C
d) Determination of heat of hydration
Heat capacity of
calorimeter = 1 727 J/“C Heat of hydration at
_ _ 28 days = 2 502’5 - 2 192’5
*Determined separately by a mercury-in-glass thermo-
meter. = 310’0 kJ/kg
5Bureau of Indian Standards
BIS is a statutory institution established under the Bureac~o fhdirrn Srandnrds Act, 1986 to promote
harmonious development of the activities of standardization, marking and quality certification of goods
and attending to connected matters in the country.
Copyright
BIS has the copyright of all its publications. No part of these publications may be reproduced in any form
without the prior permission in writing of BIS. This does not preclude the free use, in the course of
implementing the standard, of necessary details, such as symbols and sizes, type or grade designations.
Enquiries relating to copyright be addressed to the Director (Publications), BIS.
Review of Indian Standards
Amendments are issued to standards as the need arises on the basis of comments. Standards are also
reviewed periodically; a standard along with amendments is reaffirmed when such review indicates that
no changes are needed, if the review indicates that changes are needed, it is taken up for revision. Users
of Indian Standards should ascertain that they are in possession of the latest amendments or edition by
referring to the latest issue of ‘BIS Handbook’ and ‘Standards Monthly Additions’.
Amendments Issued Since Publication
Amend No. Date of Issue Text Affected
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Regional Offices : Telephone
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60 20 25
{
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&
Printed at Dee Kay Printers, New Delhi, India
|
1624.pdf
|
IS:1624 - 1986
(Reaffirmed2000)
Edition 3.1
(1991-06)
Indian Standard
METHODS OF
FIELD TESTING OF BUILDING LIME
( Second Revision )
(Incorporating Amendment No. 1)
UDC 691.51 : 620.1
© BIS 2003
B U R E A U O F I N D I A N S T A N D A R D S
MANAK BHAVAN, 9 BAHADUR SHAH ZAFAR MARG
NEW DELHI 110002
Price Group 2IS:1624 - 1986
Indian Standard
METHODS OF
FIELD TESTING OF BUILDING LIME
( Second Revision )
Building Limes Sectional Committee, BDC 4
Chairman Representing
SHRI C. D. THATTE Gujarat Engineering Research Institute, Vadodara
Members
RESEARCH OFFICER (GERI) ( Alternate to
Shri C. D. Thatte )
DR S. C. AHLUWALIA National Council for Cement and Building Materials,
New Delhi
SHRI S. P. S. AHUJA Engineer-in-Chief’s Branch (Ministry of Defence),
New Delhi
MAJ V. K. SURI ( Alternate )
SHRI S. K. BANERJEE National Test House, Calcutta
SHRI D. K. KANUGO ( Alternate )
SHRI N. G. BASAK Directorate General of Technical Development,
NewDelhi
SHRI S. K. GHOSH ( Alternate )
SHRI H. U. BIJLANI All India Housing Development Association,
NewDelhi
SHRI S. J. BAHADUR ( Alternate )
SHRI B. K. CHAKRABORTY Housing and Urban Development Co-operation,
NewDelhi
SHRI P. S. SRIVASTAVA ( Alternate )
SHRI S. K. CHAUDHARY Lime Manufacturers’ Association of India, New Delhi
DR N. G. DAVE Central Building Research Institute (CSIR), Roorkee
SHRI S. K. MALHOTRA ( Alternate )
DIRECTOR A.P. Engineering Research Laboratories, Hyderabad
JOINT DIRECTOR ( Alternate )
DIRECTOR Central Soil and Materials Research Station,
NewDelhi
DEPUTY DIRECTOR ( 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:1624 - 1986
( Continued from page 1 )
Members Representing
HOUSING COMMISSIONER Rajasthan Housing Board, Jaipur
RESIDENT ENGINEER ( Alternate )
JOINT DIRECTOR RESEARCH (B&S)Research, Designs and Standards Organization
(Ministry of Railways), Lucknow
DEPUTY DIRECTOR RESEARCH
(B&S) ( Alternate )
SHRI N. MACEDO Dyer’s Stone Lime Co Pvt Ltd, Delhi
SHRI H. L. MARWAH Builder’s Association of India, Bombay
SHRI HARISH C. KOHLI ( Alternate )
DR S. C. MAUDGAL Department of Science & Technology, New Delhi
SHRI Y. R. PHULL Central Road Research Institute (CSIR), New Delhi
SHRI M. L. BHATIA ( Alternate )
DR A. V. R. RAO National Buildings Organization, New Delhi
SHRI J. SEN GUPTA ( Alternate )
SHRI M. V. NAGARAJ RAO Public Works Department, Government of Madhya
Pradesh, Bhopal
SHRI C. V. KAND ( Alternate )
SHRI K. V. SINGH Department of Mines & Geology, Government of
Rajasthan, Udaipur
SHRI J. N. KACKER ( Alternate )
SUPERINTENDING ENGINEER Public Works Department, Government of Tamil
(PLANNING & DESIGN) Nadu, Madras
EXECUTIVE ENGINEER (BUILDING
CENTRE DIVISION) ( Alternate )
SUPERINTENDING SURVEYOR OF Central Public Works Department, New Delhi
WORKS (NDZ)
SURVEYOR OF WORKS I
(NDZ) ( Alternate )
SHRI V. VASUDEVAN Khadi & Village Industries Commission, New Delhi
SHRI E. RAMACHANDRAN ( Alternate )
SHRI G. RAMAN, Director General, ISI ( Ex-officio Member )
Director (Civ Engg)
Secretary
SHRI N. C. BANDYOPADHYAY
Deputy Director (Civ Engg), ISI
2IS:1624 - 1986
Indian Standard
METHODS OF
FIELD TESTING OF BUILDING LIME
( Second Revision )
0. F O R E W O R D
0.1This Indian Standard (Second Revision) was adopted by the Indian
Standards Institution on 30 June 1986, after the draft finalized by the
Building Limes Sectional Committee had been approved by the Civil
Engineering Division Council.
0.2Lime is a reactive material and constantly undergoes chemical
changes on exposure to the atmosphere. Even during manufacture,
there are chances of variability in the quality. It is, therefore,
necessary to check its quality at various stages such as after burning,
on slaking, during storage and before actual use. For this purpose,
simple field tests can give quick and fairly reliable results. Only those
field tests have been included in this standard which are fairly well
established and have proved satisfactory. Although these are not as
accurate as laboratory tests specified in IS:6932 (Parts 1 to 11)*
which alone shall form the basis of acceptance or rejection for the
purchase of material, field tests give a general idea of the quality of
building lime and can be quite reliable if done in accordance with the
specified procedure.
0.2.1This standard was first revised in 1974. Consequent upon the
inclusion of additional variety of lime in IS : 712-1984†, this revision
has been prepared to cover the field testing of all the varieties of lime.
In this revision, all the methods have been modified in the light of
experience gained during the use of this standard and a new method
for testing workability has been incorporated.
0.3This edition 3.1 incorporates Amendment No. 1 (June 1991). Side
bar indicates modification of the text as the result of incorporation of
the amendment.
0.4In 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‡.
*Methods of test for building limes (issued in 11 parts).
†Specification for building limes ( third revision ).
‡Rules for rounding off numerical values ( revised ).
3IS:1624 - 1986
1. SCOPE
1.1This standard lays down the procedures of the following simple
field tests for building lime:
a)Visual examination,
b)Hydrochloric acid test,
c)Ball test,
d)Impurity test,
e)Plasticity test on blotting paper, and
f)Workability test.
2. TERMINOLOGY
2.1For the purpose of this standard, the definitions given in
IS:6508-1972* shall apply.
3. VISUAL EXAMINATION
3.1Procedure and Observation — Examine the lime for colour and
for state of aggregation, namely, lumpy, powdery, soft, hard, etc. Class
C&D limes mostly used for whitewash have white colour. Lumpy form
may indicate quick lime or unburnt limestone but the former may be
differentiated by its porous structure. The hydrated lime supplied
should not contain coarse and gritty lime pieces larger than about
2.50mm when rubbed in between the thumb and the finger.
4. HYDROCHLORIC ACID TEST
4.1Procedure — Place sufficient quantity of powder lime into a
50-ml graduated glass cylinder, which on gentle tapping for about two
minutes or so, settles down to about 5-ml mark with a neat surface on
the top. Into this cylinder, fill up to 25-ml mark hydrochloric acid
(1:1), preferably along a glass rod placed in the cylinder so that the
acid does not get smeared all over the side of the cylinder. The
contents, after stirring with a glass rod, should not leave much inert
material at the bottom of the cylinder. To ensure that the inert
material left at the bottom of the cylinder after stirring with a glass
rod, does not contain any calcium carbonate, add excess of hydrochloric
acid drop by drop with constant stirring till there is no effervescence.
The cylinder with its contents shall then be kept standing for about
24hours for observation of gel formation.
*Glossary of terms relating to building lime.
4IS:1624 - 1986
4.2 Observation
4.2.1If the effervescence indicating the liberation of carbon dioxide is
abundant, it may be inferred that either the lime has a substantial
proportion of calcium carbonate because it has not been burnt properly
and adequately and/or stored properly. All acceptable lime will,
however, give some effervescence.
4.2.2The volume of insoluble residue at the bottom of the cylinder
compared with the original volume of lime will indicate the proportion
of inert material and give an idea if it is excessive or not.
4.2.3In case of hydraulic lime, a good thick gel will be formed and
below it some inert material will be deposited. If the gel is so thick, as
not even to flow when the cylinder is turned upside down, the
inference may be that the lime is of Class A. If the gel formed is not
quite thick and tends to flow on being tilted, the lime may be class B or
E. If there is no gel formation the lime may be Class C, D or F.
5. BALL TEST
5.1Procedure — Make balls of about 50 mm diameter of quick lime
mixed with just sufficient water to give a stiff paste, and leave them
undisturbed for a period of six hours. Immerse in a basin of water.
5.2 Observation — Signs of disintegration within a few minutes show
that time may be of Class C or D. Very little expansion and numerous
cracks sometimes seen on the surface show that lime may be of Class B
or E. No signs of disintegration under water show that lime may be of
Class A.
6. IMPURITY TEST
6.1Procedure — Draw a known mass of freshly burnt quick lime
from the kiln or quick lime supplied and place in a vessel containing
sufficient quantity of water. Stir the contents well and allow them to
settle for two hours. Then pass the milk of lime with addition of water,
if necessary, through 850 micron IS sieve. Wash the residue containing
unburnt or overburnt stone, cinder, sand or any other impurity with
clean water till it is free from lime. Transfer the residue to a metal tray
with a jet of water.
Allow it to settle and decant off the water from the tray. Dry the
residue, cool and screen out any fines which may have resulted due to
slaking. Dry the residue for 8 hours in hot sun and weigh.
6.2Observation — The extent of residue calculated as percentage of
the initial mass of material gives an idea about the burning efficiency
5IS:1624 - 1986
of the kiln or the presence of unreactive portions in the lime supplied
as given below:
a)Class B and F will have residue not more than 10 percent, and
b)Class C and D will have residue not more than 5 percent.
NOTE — In rare cases, residue may be more than 10 percent in case of Class B lime.
7. PLASTICITY TEST ON BLOTTING PAPER
7.1Procedure — Mix the lime with water to a thick cream like
consistency and leave preferably overnight. Then, spread it like butter
with the help of a knife on a blotting paper.
7.2 Observation — A comparison with the behaviour of performances
of standard lime of known good quality with a little experience helps in
judging its plasticity. If it is spreadable with ease without any gritty
material and with soft strokes, then it may have good plasticity.
8. WORKABILITY TEST
8.1The two tests described in 8.1.1 and 8.1.2 may be used to evaluate
the workability of lime.
8.1.1Method 1
8.1.1.1This procedure is largely a matter of judgement and is entirely
left to the practical knowledge and experience of the mason or
plasterer who uses the mortar. The test shall be performed on the
same mortar as is subsequently required to be used in the
construction. By throwing, with the same effort as for rough-cast work,
a handful of the mortar on the surface on which it is to be used and by
noting how much area is covered and how much mortar is picked up,
the mason may be able to judge the workability. The spread of mortar
on throw of a spadeful of mortar on trowel to the wall shall be at least
double in size and greater part of it shall remain stuck to the wall for a
good workability.
8.1.2Method 2
8.1.2.1For this test, frustum of cone and plate shown in Fig. 1 shall be
used. Prepare the mortar as is subsequently required to be used in the
construction. Fill the frustum of cone A with this mortar after placing
the plate B in position under the cone. Gently tamp the mortar with a
wooden rod (approximately 16 mm in diameter) and remove the excess
mortar with a mason’s trowel so that the mortar surface is in level
with the top rim of the cone. Raise the cone along with the plate B to a
height of 300mm. Slide the plate B horizontally so that the mortar
falls freely on the graduated plate C placed below horizontally on the
6IS:1624 - 1986
ground. Read the spread of the mortar on the plate and take the
average. This spread shall be 150 to 160 mm for a good workable
mortar.
FIG. 1 CONE AND PLATES FOR WORKABILITY TEST
7Bureau of Indian Standards
BIS is a statutory institution established under the Bureau of Indian Standards Act, 1986 to promote
harmonious development of the activities of standardization, marking and quality certification of
goods and attending to connected matters in the country.
Copyright
BIS has the copyright of all its publications. No part of these publications may be reproduced in any
form without the prior permission in writing of BIS. This does not preclude the free use, in the course
of implementing the standard, of necessary details, such as symbols and sizes, type or grade
designations. Enquiries relating to copyright be addressed to the Director (Publications), BIS.
Review of Indian Standards
Amendments are issued to standards as the need arises on the basis of comments. Standards are also
reviewed periodically; a standard along with amendments is reaffirmed when such review indicates
that no changes are needed; if the review indicates that changes are needed, it is taken up for
revision. Users of Indian Standards should ascertain that they are in possession of the latest
amendments or edition by referring to the latest issue of ‘BIS Catalogue’ and ‘Standards:Monthly
Additions’.
This Indian Standard has been developed by Technical Committee:BDC 4
Amendments Issued Since Publication
Amend No. Date of Issue
Amd. No. 1 June 1991
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
|
13645.pdf
|
IS 13645 : 1993
Indian Standard
I
GUNTTING THE UPSTREAM FACE OF
MASONRY DAMS - GUIDELINES
UDC 627’82’064’3
a
fJ BIS 1993
BUREAU OF INDIAN STANDARDS
MANAK BHAVAN, 9 BAHADUR SHAH ZAFAR MARG l
NEW DELHI 110002
Fehruarv 1993
Price Croup 2Dams ( Overflow and Non-overflow ) Sectional Committee, RVD 9
FOREWORD
This Indian Standard was adopted by the Bureau of Indian Standards, after the draft finalized by
the Dams ( Overflow and Non-overflow) Sectional Committee had been approved by the River
Valley Division Council.
Due to seepage problem through upstream face of masonry dams on account of poor workmanship,
non-availability of skilled workers, etc, it has been felt of late to take certain additional measures
to minimise this seepage and bring it down within permissible limits. The possible measures
generally taken to minimise such seepage are: (1) upstream concrete mantle, (2) sandwitch concrete
membrane, and (3) guniting upstream face. This standard covers only the guidelines for guniting
upstream face of masonry dams to give necessary guidance in this respect.\
IS 13645 : 1993
hdian Standard
GUNITING THE UPSTREAM FACE OF
MASONRY DAMS-GUIDELINES
1 SCOPE 4.3 Water
This standard covers the general guidelines to be Water used for guniting should conform to the
followed for guniting upstream face of masonry requirements specified in IS 456 : 1978.
dams.
4.4 Admixtures
2 REFERENCE
The Indian Standards listed in Annex A are Admixtures should be used only when so
required. Admixtures when used should meet
necessary adjuncts to this standard.
the requirements of IS 9103 : 1979.
3 TERMLNOLOGY Admixtures containing chlorides should not be
3.0 For the purpose of this standard, the used in gunite exposed to water containing
following definition shall apply. sulphates or in gunite which is in contact with
reinforcement.
3.1 Gunite
Air-entraining admixtures should not be used
Gunite is the mortar or concrete conveyed on to unless they have additional waterproofing
a surface by means of air pressure applied properties.
through a continuously feeding pressure vessel
Soluble admixtures should be dissolved in water
termed as ‘gun’. In this process, the maximum
before being added to the mix. Insoluble admix-
size of aggregate is restricted to less than IO mm. tures should be mixed with cement before mixing
cement with fine aggregate.
4 MATERIALS
4.5 Wiremesh
4.1 Cement
The cement used should be any of the following, Welded wire fabric used should conform to
depending upon site conditions: IS 1566 : 1982. For gunite more than 25 mm
thickness, it would be preferable to use wiremesh.
a) Ordinary Portland cement conforming to
IS 269 : 1982, IS 8112: 1989 or IS
5 SURFACE PREPARATION
12269 : 1987;
b) Portland pozzolana cement conforming to
5.1 The masonry surface where guniting is
IS 1489 (Parts 1 and 2) : 1991;
required to be done, should be made rough by
c) Portland slag cement conforming to chipping and raking out mortar joints. Chipping
IS 455 : 1989; should be done by using chisels and hammers.
d) Supersulphated cement conforming to After roughening the surface and raking of
IS 6909 : 1990; joints, the face should be cleaned and washed by
air and water jets under pressure. It should be
e) Rapid hardening Portland cement
ascertained that no loose material, dirt or any
conforming to IS 8041 : 1990; and
other material is left on the face.
f) Sulphate resisting Portland cement
conforming of IS 12330 : 1988.
5.2 Before guniting, the masonry face should be
kept clean and free from oil, dirt, etc, as this
4.2 Sand
would prevent the gunite from forming bond with
the surface.
Sand for guniting should comply with the require-
ments given in LS 383 : 1970. Sand generally
5.3 Arrangements should be made for protecting
conforming to zone 2 or 3 grading should be
adjacent surfaces which are not to be gunited, by
specified but coarser sand may also be used. The
using waterproof paper.
actual grading should be decided at the site after
making trial mixes. Finer sand would generally
5.4 Adjoining face or bed which will be spoiled
result in greater drying shrinkage and coarser
by guniting due to rebound, should also be
sand would give more rebound.
protected, for example, intake struture, spillway
Sand should not contain more than 2 percent pier, etc.
dust below 0’2 mm as the dust tends to form a
harmful coating on the aggregate particles. 5.5 Absorption of water from the gunite, to the
Moisture content of sand should not be greater underlying masonry is critical as this might result
than 5 percent, otherwise clogging of the hose in cracking of the gunite. The surface to be
and nozzle may occur. gunited should be properly dampened.
1\
IS 13645 : 1993
6 FIXING OF WIREMESH 7.3.2 Shooting strips should be used to ensure
proper thickness of gunite and to facilitate the
6.1 The wiremesh should be fixed to the masonry forming of straight iines and sharp arrises.
by means of wall plugs and nails placed about
750 mm apart. Adjacent sheets should be firmly 7.3.3 The nozzle should be held in the optimum
tied together with wire at intervals not exceeding position for placement at all times. The nozzle
200 mm. The mesh should be placed slightly should be held at a distance of 0’6 to 1’2 m from
away from the masonry ( 12 mm minimum ) and the receiving surface and at right angles to it.
should have minimum cover according to
IS 456 : 1978. The minimum wiremesh spacing 7.3.4 All vertical surfaces should be worked from
should be 50 mtn i< 50 mm and wiremesh should the bottom to the top.
be lapped one and a half squares in all directions.
7.3.5 All sand pockets should be cut out and
m;ide good during the course of guniting.
7 GUNITING
7.3.6 The first coat should be screeded with a
7.1 General
sharp-edged trowel to bring the surface true to
line and level. Subsequent coats should be shot
The gunite mix should normally consist of 1 part
onto a hardened wetted surface.
of cement to 3 parts of dry sand by mass and
conforming to the requirements given in 14. On
7.3.7 With the last mix of the day, the work is
vertical surface a thickness of 25 to 38 mm may
to be tapered OK to a fine edge., This edge is to
normally be deposited in one operation; but, if
be wetted and cleaned with an air/water jet
the weather is wet, this may have to be reduced
before being joined to the next day’s work.
to 19 mm. For higher thickness, the gunite
should be built up by successive applications,, the
7.3.8 Badly deteriorated areas should be cut back
previous layer being allowed to set but not
to sound material and reinforced with light mesh
become hard before the application of subsequent
fixed into the sound surface.
layer. When successive layers are applied, they
should, be of the same mix proportions.
7.3.9 Corners, re-entrant surfaces and pockets
should be filled first before guniting the surface.
7.2 Mixing
7.3.10 Next layer of guniting should be allowed
7.2.1 The equipment used for guniting should
after the first layer is set. From this layer all
conform to IS 6433 : 1972 and should be capable
loose materials, rebound, etc, should be removed
of discharging the sand-cement mixture into the
by brooming, sand blasting or water jetting.
delivery hose under close control and it should
Before t!le next layer is started, the surface should
deliver a continuous smooth stream of uniformly
be thorotlghly sounded by a hammer for hollow
mixed materials at the proper velocity to the
:Irexs resulting from rebound pockets or lack of
nozzle. The discharge nozzle should be equipped
bond. Such areas should be cut out and replaced
with a manually operated water injection system
with the next layer.
for directing an even distribution of water
through the sand-cement mixture. The water
7.3.11 The final coat, generally 3 to G mm thick.
valve should be capable of ready adjustment to
should be applied to the fresh, finished, screeded,
vary the quantity of water and should bc
lightly wetted surface of the gunite. The final
convenient to the nozzle man.
coat should be a natrual nozzle finish.
7.2.2 The operating air pressure at th? gun outlet
7.3.12 The finished gunite should be completely
should not be less than 0’21N/mm”. The water
protected from wind, draught, rain, sunlight and
pressure s’iould ba maintained uniform and bz
frost by suitable means.
sufficient to ensure adeqtiate hydration at all
times, Hydration is considered to be adequate
8 AIR SUPPLY
when the gunite exhibits a silky and glistening
wet surface as it is placed. The water pressure Properly operating air compressor of ample
should exceed the operating air pressure at the capacity is essential for satisfactory operation.
nozzle by at least 0’1 N/mm2 so as to ensure The compressor should be capable of maintaining
that the water is intimately mixed with other a supply of clean and dry air adequate for
materials. At the nozzle the water pressure is maintaining sufficient nozzle velocity for all parts
generally not less than 0’4 N/mm’. of work. Air hoses should be capable of with-
standing at least twice the operating pressure.
7.2.3 In case of wet sand, the moisture content is
to be accounted for while designing the gunite 9 WATER SUPPLY
mix.
Water is supplied to the valve fitted to the nozzle
7.3 Guniting Operation through a light, flexible, high pressure line.
Wherever possible, this line should be c3onnected
7.3.1 Before starting the guniting operation, the directly to the main supply provided that this
surface should be prepared as described in 5. supply has pressure of not less than 0’4 N/mm’.
2\
IS 13645: 1993
10 REBOUND them for tests. The thickness should be the same
as in the structure except that it should normally
Materials which rebound and drop down, should be not less than 7’5 cm. The panels are fabri-
in no case be reused and should be immediately cated by gunning on to a back form of plywood.
removed and disposed OK. The guniting should A separate panel should be fabricated for each
be done in such a manner that waste of cement mix design being considered, and also for each
due to rebound is minimum. gunning position to be encountered in the
structure.
I1 SUSPENSION OF WORK
14.1.3 Test cores should, however, be taken from
11.1 Guniting operation should be suspended in
the structure as often as necessary to ensure that
condition of likely exposure to high winds,
the control tests reflect the quality of material
freezing or rain.
in the structure by correlating to the results from
the tests made from panels ( see 14.1.2 ).
11.2 At the end of each day’s work or on
stopping of work for any other reason, the
gunited surface should be sloped to a thin edge 14.1.4 The cores for testing should have a
and the work should be resumed after cleaning minimum diameter of 7’5 cm and a length-
the surface ( see 7.3.7 ). diameter ratio of at least I. The test should be
done according to IS 5 I6 : 1959.
12 FINISHING
14.2 Permeability Test
Natural gun finish is preferred. No further
finishing should be carried out.
14.2.1 When tested according to the method
13 CURING described in 14.2.2, SO mm thick gunite specimens
should show no water percolation up to 0’7N/mm”
The finished gunite should be cured by con- pressure.
tinuous and uniform water sprays after a period
of S h from placement and for a period of 7 days. 14.2.2 The permeability test should be carried
The curing water should be of the same quality out on gunite specimens of 100 mm dia and
as that of the mixing water. 50 mm high using the equipment and the pro-
cedure specified in IS 1727 : 1967, with the
14 TEST REQUiREMENTS following modifications:
14.1 Compressive Strength 4 l’ermeability test should be ctlrried out
using a final water pressure of 0’7N/mm’.
14.1.1 The test should be carried out on gunite
specimens at the age o f 7 days or 28 days or both b) The gunite samples should be drilled out
from the upstream face of the masonry
and value should conform to the specific require-
dam of preferable extracted from the
rn:nts of the structures. The average value of
gunited test panels, at least 30 cm square
three specimens should be considered.
and 75 mm thick, cast during guniting
operation.
14.1.2 It is generally not feasible or desirable to
core the structure to obtain specimens for regular
c) The test should be conducted on 2S-day
control tests. Therefore, small unreinforced test
old specimens.
panels, at least of 30 cm square, so as to be large
enough to obtain all the test specimens needed d) For each test, three specimens should be
and also to indicate what quality and uniformity tested at a time and the average for three
may be expected in the structure, should be samples should be reported as the per-
periodically gunned, and cores extracted from meability or the gunite.IS 13645:1993
ANNEX A
( Clause 2 )
LIST OF REFERRED INDIAN STANDARDS
IS No. Title IS No. Title
269 : 1989 Specification for 33 grade ordi- 1566 : 1982 Specification for hard-drawn
nary Portland cement ( fourth steel wire fabric for concrete
revision ) reinforcement ( second revision )
383 : 1970 Specification for coarse and fine 6433 : 1972 Specification for guniting
aggregates from natural sources equipment
for concrete ( second revision ) 6909 : 1990 Specification for supersulphated
cement
455 : 1989 Specification for Portland slag
cement (,fourth revision ) 8041 : 1990 Specification for rapid hardening
Portland cement (first revision )
456 : 1978 Code of practice for plain and
reinforced concrete ( third 8112 : 1989 Specification for 43 grade ordi-
revision ) nary Portland cement ( jirst
revision )
1489 : 1991 Specification for Portland
9103 : 1979 Specification for admixtures for
pozzolana cement:
concrete
( Part 1 ) Part 1 Flyash based ( third 12269 : 1987 Specification for 53 grade ordi-
revision ) nary Portland cement
( Part 2 ) Part 2 Calcined clay based 12330 : 1988 Specification for sulphate
( third revision ) resisting Portland cement\
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 _a re also continuously checked by BIS for conformity
to that standard as a further safeguard. Details of conditions under which a licence for the
use of the Standard Mark may be granted to manufacturers or producers may be obtained
from the Bureau of Indian Standards.‘\
Bureau of Indian Standards
BIS is a statutory institution established under the Bureau of Indian Standards Act, 1986 to promote
harmonious development of the activities of standardization, marking and quality certification of goods
and attending to connected matters in the country.
Copyright
BIS has the copyright of all its publications. No part of these publications may be reproduced in
any form without the prior permission in writing of BIS. This does not preclude the free use, in the
course of implementing the standard, of necessary details, such as symbols and sizes, type or grade
designations. Enquiries relating to copyright be addressed to the Director ( Publications ), BIS.
Review of Indian Standards
i
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 RVD 9 ( 4424 )
Amendments Issued Since Publication
Amend No. Date of Issue Text Affected
BUREAU OF INDIAN STANDARDS
Headquarters: * e I
Manak Bhavan. 9 Bahadur Shah Zafar Marg, New Delhi 110062
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 I 333311 0113 3715
Eastern : l/l4 C. I. T. Scheme VII M, V. I. P. Road, Maniktola 37 84 99, 37 85 61
CALCUTTA 700054 37 86 26, 37 86 62
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Southern : C. I. T. Campus, IV Cross Road, MADRAS 600113
{ 223355 0125 1169,, 223355 0243 4125
Western : Manakalaya, E9 MIDC, Marol, Andheri ( East ) 1 663322 9728 95, 663322 7788 9528
BOMBAY 400093 91,
Branches : AHMADABAD. BANGALORE. BHOPAL. BHUBANESHWAR. COIMBATORE.
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LUCKNOW. PATNA. THIRUVANANTHAPURAM.
.
Printed at Printrade. New Delhi, India
|
1795.pdf
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IS : 1795- 198i
Indian Standard
SPECIFICATION FOR
PILLAR TAPS FOR WATER SUPPLY PURPOSES
( Second Revision )
Sanitary Appliances and Water Fittings Sectional Committee, BDC 3
Cfiairman Representing
SARI K. D. MULEKAR Municipal Corporation of Greater Bombay, Bombay
Members
DEPUTY HYDRAULIC ENGINEER ( Alternate to
SERI K. D. MULEKAR)
ADVISER ( PHE ) Central Public Health & Environmental Engineer-
ing Organization (Ministry of Works & Hous-
ing ), New Delhi
DEPUTY ADVISER ( PHE ) ( Alternate )
SHRI M. K. RASU Central Glass & Ceramic Research Institute (CSIR),
Calcutta
&RI D. S. CRABHAL Directorate General of Technical Development,
New Delhi
SH~I T. RAMASUBRAMANIAN ( Alternate)
SHRI S. P. CHAKRABARTI Central Building Research Institute ( CSIR),
Roorkee
SHI~I S. K. SHARMA ( Alternate )
CI~~EFE NGINEER Public Health Engineering Department, Govern-
ment of Kerala, Trivendrum
SHRI K. RAMACRANDRAN ( Alternate )
CHIEF ENGINEER UP Jai Nigam, Lucknow
SUPERlNTENnING ENQINEER ( Alternaic )
V'SHRI J.D'CRUZ Delhi Municipal Corporation, Delhi
Annr, CHIEF ENQINEER ( Altsrnate )
DIRECTOR Bombay Potteries & Tiles Ltd, Bombay
SHHI B. R. N. GUPTA Engineer-in-Chief’s Branch, Army Headquarters
SHRI K. V. KRISHNAMURTHY ( Alternate )
SHHI P. JAGANATH RAO EID-Parry.Ltd, Ranipet
SHRI M. MOOSA SULAIMAN (Alternate)
SHRI S. R.~KSHIRSAQAR National Environmental Engineering Research
.Institute ( CSIR ), Nagpur
SHRI R. C. REDDY ( Alternate )
SJIRI K.LAKASHMINARAYANAN Hindustan Shipyard Ltd, Visakhapatnam
SH~I A. SHARIFF ( Alternate )
( Continued on page 2 )
@ Copvright 1983
INDIAN STANDARDS INSTITUTION ’
This publication is protected under the Indian Copyright Act ( XIV of 1957 ) and
reproduction in whole or in part by any means~excgt with written permi&on of the
publisher shall be deemed to be an infringement of copyright under the said Act.IS:1?95-1982
( Confinuedfrom page 1 )
Members Rcpesenting
SHRI ‘E. K. RAMACRANDRAN National Test House, Calcutta
SERI S. K. BANERJEE ( Alternate )
SHRI RANJIT SINGH Ministry of Railways ( Railway Board )
DB A. V. R. RAO National Buildings Qrganization, New Delhi
SHRI J. SENDUFTA ( Alternate )
SHRI R. K. SOMANY Hindustan Sanitaryware & Industries Ltd, Bahadur-
garh ( Haryana )
SHRI R. K. SUNDRAM Central Public Works Department, New Delhi
SUI~~EYOR OF WORKS I ( NDZ ) ( Alternate )
SHRI T. N. UBOVEJA Directorate General of Supplies & Disposals,
New Delhi
SHRI G. RAMAN, Director General, ISI ( Ex-o&a Member )
Director ( Civ Engg )
Secretary
SHRI C. K. BEBARTA
Senior Deputy Director ( Civ Engg ), IS1
Domestic and Municipal Water Fittings Subcommittee, BDC 3 : 2
Conuener
SHRI K. D. MULEKAR Municipal Corporation of Greater Bombay, Bombay
Members
DEPUTY HYDRAULIC ENGINEER ( Ahrnatc to
SHRI K. D. MULEKAR )
SHRI YASH RAJ AGCARWAL Goverdhan Das P. A., Calcutta
SHRI JOGINDER RAJ AGGARWAL ( Alternaie )
CHIEF ENGrxIEk Bangalore Water Supply Sewerage Board, Bangalore
CHIEF ENQINEER Tam$aE;lu Water Supply & Dramage Board,
CHIEF ENGINEER UP Jal Nigam, Lucknow
SUPERINTENDINGE NGINEER ( Alternuts )
DIRECTOR Maharashrra Engineering Research Institute, Nasik
RESEAROH OFFICER ( Alternate )
SHRI J. D.’ CRUZ Municipal Corporation of Delhi, Delhi
SHRI S. A. SWAMY ( Alternate )
SHRI B. R. N. GUPTA Engineer-in-Chief’s Branch, Army Headquarters
SHRI K. V. KRISHNAMURYXY ( AItqrnata )
SERI M. K. JAIN Hind Trading & Manufacturing Co Ltd,
New Delhi
SHRI K. K. JAIN (Alternate )
SERI S. R. KSHIRSAGAR National Environmental Engineering Research
Institute, Nagpur
SHRI A. W. DESHPANDE ( Alternate )
SHRI G. A. LUHAR Bombay Metal and Alloy Manufacturing Co Pvt
Ltd, Bombay
SHBI K. RAMAOHANDRAN Public Health Engineering Department, Government
of Kerala. . .T rivandrum
SERI RANJIT SINGE Ministry of Radways, New Delhi
SERI D. K. SEHGAL Leader Engineering Wdcs, Jullundur
SHRI B. B. SIKKA ( Alternate )
Srrrrr R. K. SOMANY Hindustan Sanitarywarg & Industries Ltd,
Bahadurgarh
SHRI T. N. UBOVEJA Directorate General of Supplies & Disposals,
New Delhi
2IS : 1795 - 1982
Indian Standard
SPECIFICATION FOR
PILLAR TAPS FOR WATER SUPPLY PURPOSES
Second Revision )
t
0. FORE WORD
0.1 This Indian Standard ( Second Revision ) was adopted by the
Indian Standards Institution on 30 November 1982, after the draft
finalized by the Sanitary Appliances and Water Fittings Sectional
Committee had been approved by the Civil Engineering Division
Council.
0.2 This-standard which, was first published in 1961, gave guidance to
manufacturers for producing pillar taps of high quality and interchange-
ability suitable for wash banns. In the first revision in 1974, the require-
ments of 25 mm size pillar taps were deleted as they are not in common
use, This revision of the standard has been taken up to incorporate further
improvements found necessary in the light of the usage of the same
since its publication, These include modifications relating to the
requirements of material and dimensions of various components of pillar
tap.
0.3 For the purpose of deciding whether a particular requirement of
this standard is complied with, the final value, observed or calculated,
expressing the result of a test or analysis, shall be rounded off in accord-
ance with IS : 2-1960”. The number of significant places retained in
the rounded off value should be the same as that of the specified value
in this standard.
1. SCOPE
1.1 This standard lays down requirements regarding material,
manufacture and workmanship, construction, finish and testing of pillar
taps.
-
*Rules for rounding off numerical values ( revised ).
3IS : 1795 ; 1982
2. TERMINOLOGY
2.0 For the purpose of this stan.d
-
a rd, the following definition shall
apply.
2.1P illar Tap - It is a* draw-off tap with a vertical inlet and an
uptilted or a horizontal free outlet.
3. NOMINAL SIZES
3.1 The nominal sizes of the pillar taps shall be 15 mm and 20 mm.
3.1.1 The nominal size of the pillar taps shall be designated by the
nominal bore of the pipe outlet to which the tap is to be fitted.
4. MATERIAL
4.1 Materials used for manufacture of different components of pillar
taps shall conform to the requirements given in Table 1.
TABLE 1 MATERIALS FOR COMPONENT PARTS OF PILLAR TAPS
SL COMPONENT MATERIAL CONFORMINQTO
No. INDIAN STANDAI~D
(1) (2) (33) (4)
i) Body, body components, a) Cast brass Grade 3 of IS : 292-1961*
capstan head and washer
plate DCB 2 of “I’s : 1264-1981t
b) Leaded tin Grade LTB 2 of IS : 318-
bronze 1981$
ii) Spindle, gland, washer a) Brass rod (extru- Type I half hard of IS : 319-
plate and nut ded or rolled ) 1974s
b) Brass IS : 3488.19801/
*Specification for brass ingots and castings ( revised ).
tSpecification for brass gravity die castings ( ingots and castings ) ( second revision ).
JSpecification for leaded tin bronze ingots and castings ( second revision ).
SSpecification for free-cutting brass bars, rods and sections ( third revision ).
IjSpecification for brass bars, rods and sections suitable for forging (first reuision ).
4.2 The material for washer for use in pillar taps shall conform to the
requirements specified in IS : 4346-1982*.
5. MANUFACTURE AND WORKMANSHIP
5.1 Castings shall in all respects be sound and free from laps, blow -holes
and pitting. External and internal surfaces shall be clean, smooth and
free from sand. They shall be neatly dressed and no casting shall be
burned, plugged, stopped or patched.
*Specification for washers for water taps for cold water services (Jirst revision ).
4IS : 1795 - 1982
5.2 The body, bonnet, spindle and other parts shall be machined true,
so that when assembled, the parts shall, be axial, parallel and cylinderical
with surfaces smoothly finished.
6. CONSTRUCTION
6.1 Illustration of a typical pillartap is given in Fig. 1.
&ET SCREW
CAPSTAN HEA
FIXING FLANGE
MINIMUM SHANK
UNDER FLANGE LENGTH 50 mm
-BACK NUT
NOTE - The shape of the component parts is only illustrative but the dimensions
and minimum requirements where specified are binding.
FIG. 1 PILLAR TAP
6.2 Body and Easy-Clean Cover
6.2.1 The area of water-way throughout the body of the pillar tap shall
not be less than the area of a circle of diameter equal to the bore of the
seating of the pillar tap.
6.2.2 The seating of the pillar tap shall be integral with the body.
The edges shall be rounded to avoid cutting of washer.
5IS :1795-1982
6.2.3 The thickness of walls not threaded, and of metal supporting the
seating shal! be such that deformation shall not result when the spindle
is screwed hard down.
6.2.4 Pillar tap shall have screwed shanks not less than 50 mm long
from the underside of the flange and shall be provided with back nut.
There shall be a locating arrangement under the flange, such as a square
as illustrated in Fig. 1 or alternatively four ribs or lugs to prevent the tap
from rotating in the ware after attachment.
6.2.5 The outlet nose of the pillar tap shall be higher than the level of
the underside of the fixing flange by 13 mm, Min ( see Fig. 1 ). The
outlet nose shall be uplifted or horizontal as specified by the purchaser.
6.2.6 Easy-clean cover shall be of circular cross section and shall be
of sufficient thickness to give the required mechanical strength, the
minimum thickness being not less than 1 mm for forgings and 0.8 mm
for sheet-metal pressings.
6.2.7 Easy-clean covers shall be threaded for attachment to the bonnet
flange.
6.2.8 Dimensions of body and back nut shall conform to Tables 2 and
3 respectively.
6.3 Bonnet and Gland
6.3.1 The dimensions of bonnet and gland shall be as given in
Table 4. The internal thread in the bonnet shall be so formed that
when the spindle is screwed into the bonnet to its fully open position, the
end of the spindle projects beyond the face of the bonnet at least by
0.7 mm. A recess shall be formed at the top of the thread equal in
depth to the depth of the thread and in length not greater than the
dimension D specified in Table 4,
6.3.2 Hexagonal shoulder shall be provided on the bonnet.
6.3.3 To facilitate the removal of the bonnet, it shall be possible, when
the tap is fully open to raise the easy-clean cover high enough to expose
the full depth of the hexagon on the head.
6.3.4 The gland or stuffing box shall be packed with a suitable
asbestos packing or other equally efficient packing material suitable for
cold and hot water. A suitable washer may be fitted in the bottom of
the gland or stuffing box, but this may be omitted if the packing is in the
form of a moulded composition packing ring.
6I%:1795- 19iB2
TABLE 2 DIMENSIONS OF BODY
( ckausc6 .2‘8 )
All dimensions in millimetres.
SL PARTICULAR DIMENSION
No. c_-_----*--------__~
E-mm Size 20-mm Size
r----“_h-_-~ r-- h-_--Y
Max Min Max Min
(1) (2) (3) (4) (5) (6)
i) Bore of seating, A 12.9 12.6 192 la.9
ii) Outside diameter of 17.9 242
seating, B
iii) Height of seating, C - -
iv) Thickness of walls, - ;:o” - ;:;
not threaded and
metal supporting the
seat, D
v) Length of internal - 11.1 - 12.7
thread on body, E
vi) Outside dimeter of .- 30.0 - 39.0
body at face, F
vii) Size over flats of 25.4 - 31.7 -
square under flange,
G
viii) Diameter of flange, - 44.4 50.8
H
ix) Depth of square 6.0 5.0 6.0 5.0
3
under flange,
x) T hickness of wall of - 2.3 2.3
externally threaded
( minor diameter to
bore ), K
xi) Horizontal length of - 100’0 - 100.0
nose from centre
of inlet to the outer
tip of the outlet, L
NOTE - For dimension D, the minimum may be reduced by 0.5 mm in the case of
outlets onlv.
7IS : 1795 6 1982
TABLE 3 DIMENSIONS OF BACK NUT
( Clause 6.2.8 )
AH dimensions in millimetres.
PARTICULAR DIMENSION
EA. c- -------- h--_-___---,
15-mm Size, 20-mm Size,
Min Min
(1) (2) (3) (4)
i) Diameter of collar, A 38 44
ii) Thickness of collar, B 2.5 3.0
iii) Size of hexagon across flats, C 26.5 31.5
iv) Heigh; of hexagon, D 7.0 7-O
6.4 Capstan Head and Spindle
6.4.1 Capstan head shall be fitted-on squared end of the spindle and
shall not be screwed on the spindle and suitably secured. Hot and cold
water taps shall be suitably indicated on the top of the capstan using fire
red and blue colours respectively.
6.4.2 The capstan heads shall be a close fit on the spindle (without
shake ) and shall be fixed to the spindle by a set screw so that the capstan
head can readily be removed for repacking the gland.
6.4.3 The distance between the underside of the capstan head and the
top of the easy-clear cover shall be measured when the tap, with washer
fixed, is closed..
6.4.4 The length of the spindle thread shall be such that when the
washer plate is resting on the seating without any washer, a length of~the
thread equal to not less than three-fourths of the external diameter of the
threaded portion of the spindle will be in full engagement with the
internal thread of the bonnet.
6.4.5 Dimensions of capstan heads and spindles shall conform to
Table 5.
c.l8 : 1795 - 1982
TABLE 4 DIMENSIONS OF BONNET AND GLAND
( Ckzusc 6.3.1 )
All dimensions in millimetres.
SL PARTICULAR DIXENSION
No. ~_-----_--_h ---------~
15&m Size 20-mm Size ’
~_--*-_-) ~__A_--_~
Max Min Max Min
(1) (2) (3) _ (4) (5) (6)
i) Size of external threads on M3Oxl M 39 x I.5
bonnet flange, A
ii) Length of external thread - 11.1 - 12.7
on bonnet, B
iii) Length of internal thread, - 260 - 21.5
C for spindle including
‘ recess ’
iv) Axial length of recess, D 42 - 46 -
v) Axial length of stuffing box, - 9.5 - 11.1
E ( minimum length of
thread )
vi) Length of external thread - 7.6 a.8
on gland, F, including
runout
vii) Thickness of gland flange, G - 2.8 . 3.2
viii) Thickness of bonnet flange, - 3.5 - 45
H
ix) Axial length of hexagon, 3 - 9.5 - 9.5
x) Size of hexagon over flats, - 21.5 - 23.5
x
xi) Diameter of hole through 9.9 9.6 11.5 11.2
bonnet and gland for
spindle, L
xii) Axial length of collar, - 2,4 - 2.8
bottom of stuffing box, M
9is ':1 795A 982
..
TABLE 5 DIMENSIONS OF CAPSTAN HEADS, SPINDLES AND
WASHER PLATES
( Clauses 6.4.5 and 6.5.7 )
All d imensions in millimetres.
+---A-
-l Kl-
BOTTOM EOGE OF
CAPSTAN HEAD
WHEN TOP CLOSED
,TOP OF EASY
CLEAN COVER
SL PA~TIOULAR DIYEHSION
No. r-------- h_---,----~,
15-mm 20-mm
~~~~-~~~-_~ *__--_
Max Min Max
(1) (2) (3) (4) (5) (‘3
i) Length of round capstan 540 - 60.0
head, A
ii) Length at centn line of 140 16.0
boss of capstan head, B
Size flats square 6.7 7.9
of C
Length square of 4.7 6.3
D
Length capstan 35.5 40.5
of portion spindle,
Drtance when ) 1OO
underside capstan
to of
cover
vii) Length of external thread - 20.8 - 22.4
on spindle, G
( Continued >
10TABLE 5 DIMENSIONS OF CAPSTAN HEADS, SPINDLES AND
WASHER PLATES - C’ontd.
All dimensions in millimetres.
SL PARTICULAR DIXENSION
No. ~--,-_,-----A- --------‘r
15-mm SIZB 20-mm Sxzn
C_-h---_~C --A'I--y
Max Min MO% MiR
(1) (2) (3) (4) (5) (6)
viii) Depth of parallel hole in 18.8 18.0 20.4 19’5
spindle ( for steam of
washer plate ), H
ix) Diameter of parallel hole 6.0 5.8 6.8 6.6
in spindle ( for stem of
washer plate ), J
x) Diameter of plain portion - 9.4 - 11.0
of spindle, R
xi) Diameter of steam washer 5.7 5.6 6.5 6.4
plate, L
xii) Outside diameter of - 190 - 23.4
rher plate ( flat type ),
xiii) Length of washer plate 16.3 15.6 17.9 17.1
stem, Q
xiv) Thickness of washer plate, - 3.2 - 4.0
R
xv) Thickness of washer 40 - 40
( when new ), S
xvi) Screw thread of stud and M 5 x 0.8 M6xl
nut ( for fixing washer )
7 and for inside screw
thread of washer plate
where separately made
6.5 Washer Plate and Washer
6.5.1 The washer plate with its stem shall be either made in one piece
from cast brass or in two pieces from extruded brass rods and shall be
true all over, specially on the face on which the washer will be seated. If
the washer plate is a casting, it shallbe machined all over.
6.5.2 The washer plate in cold water pillar tap shall be free to rotate
and slide in the spindle hole; and in hot water pillar taps, it shall be free
to rotate in the spindle hole and shall be so secured as to lift with the
.spindle.
6.5.3 The top of the washer plate shall be clear of the bottom of the
bonnet when the tap is fully open.
III§ : 1795 - 1982
6.5.4 Washer plates shall have a stud for attaching the washer. The
stud shall be threaded and provided with a nut.
6.5.5 Replaceable washers conforming to the requirements of IS : 4346-
1982* shall always be provided for cold and hot water taps and shall be
made of the materials specified in IS : 4346-1982*.
6.5.6 When the washer is fitted with a retaining ring, the internal
diameter of the ring shall be greater than the external diameter of the
seating to which it is fitted and the thickness of the washer shall not be
less than 5 mm.
6.5.7 Dimensions of washer plate and washer shall conform to Table 5,
6.6 Screw Threads
6.6.1 General - All the screw threads other than inlet connection shall
conform to the IS0 metric screw threads given in IS : 4218t. The inlet
connection shall have parallel ( external ) pipe threads and back nut shall
tr26y3rallel ( internal ) threads. The pipe threads shall conform to
: Z*
6.6.2 The screw threads on body, bonnet, gland, spindle and stuffing
box shall conform to Table 6.
6.7 Anti-splash Device - Pillar tap shall, when required by the
purchaser, be fitted with an anti-splash device. A typical example of”
such a device is a corrugated sleeve formed from phosphor bronze strip
10 mm wide and O-45 mm thick of a composition complying grade I, II
or III of IS : 7814-19758 and corrugated to a depth of 3 mm, cut to the
appropriate length and bent to form a ring inside the outlet nose.
6.8 The inlet and outlet of pillar taps shall have sqdared up faces at the
end to facilitate testing under pressure.
*Specification for washers for water taps for cold water services (Jirst revision ).
$ISO metric screw threads:
Part I Basic and design profiles ( jrst reutrion) .
Part II Pitch diameter combinations (Jirst revision ).
Part 1II Basic dimensions I‘or design profiles ( Jirst recision) .
Part IV Tolerancing system (“first revision ).
Part V Tolerance
Part VI Limits of sizes for commercial bolts and nuts ( diameter range.
1 to 39 mm ) (Jirst revision ).
$Dimensions for pipe threads for fastening purposes:
Part I Basic profile and dimensions
Part II Tolerances ( jirst revision ) .
Part III Limits of sizes (first revision ).
@pecification for phosphor bronze sheet, strip and foil.
12TABLE 6 DIMENSIONS OF SCREW TI-iREADS FOR PILLAR TAi’ COMPONENTS
( Clause 6.6.2 )
NOMINAL DESIGNATION OF SCREW THREUJS*
SIZE OF ~_____--_-__-_-----__-_--- h__-__--_---------- ____ _y
PILLAR TAP Body, Internal Bonnet, External Bonnet, Internal Stuffing Box, Gland, External Spindle, External
for Engagement for Engagement for Engagement Internal for for engagement for engagement
with Bonnet with Body with Spindle Engagement with Stuffing with Bonnet
Thread, Thread, Thread, with Gland Box Thread, Thread,
External Internal External Thread, Internal Internal
External
(1) (2) (3) (4) (5) (6) (7)
15 mm M 24 x 1.5 m M 24 x 1.5 m Ml4x2m M 16 x 1’5f M 16 x 1.5 m Ml4x 2~
20 mm M 30 x 1.5 m M 30 x 1.5 m Ml6x2m M 18 x 1*5f M 18 x 1.5 th Ml6x2c
NOTE 1 - For dimensions and tolerances for screw threads, see IS : 4218*.
NOTE 2 - All external and internal threads shall have bolt and nut tolerances respectively.
NOTE 3 - Abbreviations :
m = Medium tolerances f = Fine tolerances G = Coarse toIerances
*ISO metric screw threads:
Part I Basic and design profiles (first revision ).
Part II Pitch diameter combinations (first reuirion).
Part III Basic dimensions for design profiles (Jirst revision ) .
Part IV Tolerancing system ( jirst revision ).
Part V Tolerance
Part VI Limits of sizes for commercial bolts and nuts ( diameter range 1 to 39 mm ) (first icvision) . i7. MINIMUM FINISHED MASS
7.1 The minimum finished mass of 15-mm and 20-mm size pillar taps
shall be 650 g and 1 175 g respectively.
8. FINISH
8.1 Pillar taps shall be nickel-chromium plated and thickness of coating
shall ndt be less than service Grade No. 2 of IS : 4827-1968*. The
plating shall be capable of taking high polish which will not easily
tarnish or scale.
8.1.1 Before plating the pillar tap, the washer plate and washer shalt
be removed from the fitting, and the gland packing shall, so far as
practicable, be protected from the plating solution.
9, SAMPLING AND CRITERIA FOR CONFORMITY
9.1 The sampling procedure to be adopted and the criteria for-
conformity-shall be as given in Appendix A.
10. TESTING
10.1 Every pillar tap, complete with its component parts shall withstand!
an internally applied hydraulic pressure of 2 MPa ( 20 kgf/cma ),
maintained for a period of 2 minutes, during which period, it shall
neither leak nor sweat.
11. MARKING
11.1 Every pillar tap shall be legibly marked with the following:
information:
a) Manufacturer’s name or trade-mark, and
b) Nominal size.
11.l.l The pillar tap may also be marked with the ISI Certification
Mark.
NOTE- The use of the IS1 Certification Mark is governed by the provisions of‘t he.
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. ISI1
marked products are also continuously checked b\s 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 proceslorr,
may be obtained from the Indian Standards Institution.
*Specification for electroplated coatings of nickel and chromium on copper and:
copper alloys.
14Is : 1795 - 1982
APPENDIX A
( C’hJzJs9e.1 3
SAMPLING +ND CR1TERI.J FOR CONPORMITY
A-I. SAMPLING
A-l.1 Lot - In any consignment all the pillar taps made of the r@rr~e
material and of the same nominal size, from the same batch of manufac-
ture shall be grouped together to constitute a lot.
A-1.1.1 Samples shall be selected and tested from each lot msepargtely
to determine conformity or otherwise of the lot to the requirements of
this specification.
A-l.2 The number of taps to be selected from a lot shall depend up,on
the size of the lot and shall be in accordance with co1 1 and 2 of
Table 7.
TABLE 7 SAMPLE SIZE AND CRITERIA FOR CONFORMITY
( ClausesA -1.2, A-2.1, A-2.1.1 and A-3.2 )
LOT SIZE SANPLBI SIZE PERYISSIBLEN UMBER SUB-IALIPLE
OB DEFECTIVE Srzm
(1) (2) (3) (4)
up to 150 8 !I 3
151 to 300 13 0 5
301-to 500 20 1 8
501 to 1 000 32 2 13
1 001 to 3 000 50 3 20
3 001 and above 80 5 32
A-l.3 The taps for the sample shall be selected at random from the lot.
For ensuring randomness of selection, procedures given in IS : 4905-
1968*, may be followed.
A-2. NUMBER OF TESTS
A-2.1 All the taps in the sample selected in accordance with co1 2 of
Table 7 shall be examined for material, workmanship, construction,
snish, dimensions and minimum finished mass.
*Methods for random sampling.
15IS : 1795 - 1982
A-2.1.1 The number of taps to be tested for hydraulic pressure test
shall be in accordance with co1 4 of Table 7. This sub-sample shall be
selected from those taps which have been already examined under A-2.1
and have been found conforming to the requirements of this standard
listed in A-2.1.
A-3. CRITERIA FOR CONFORMITY
A-3.1 The lot shall be considered conforming to the requirements of
this specification if the conditions in A-3.2 and A-3.3 are satisfied.
A-3.2 The number of taps failing to satisfy the requirements for one or
more of the characteristics mentioned in A-2.1 shall not exceed the,
correspondingnumber given in co1 3 of Table 7.
A-3.3 No tap in the sub-sample shall fail in hydraulic test ( see 10.1 ).
16
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3025_25.pdf
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IS : 3025 ( Part 25 ) - 1986
UDC 626’11’3 : 543’3 [ 546’13 ] ( Second Reprint SEPTEMBER 1998 ) I Reaffirmed 1992 )
Indian Standard
METHODS OF SAMPLING AND TEST
( PHYSICAL AND CHEMICAL) FOR WATER
AND WASTEWATER
PART 25 CHLORINE DEMAND
( First Revision I
1. scope - Prescribes the method of determination of chlorine demand. Two methods are prescribed
in this standard. Method A is laboratory method and Method B is field method.
2. Terminology - The chlorine demand of water is the difference between the amount of chlorine
applied and the amount of free, combined or tolal available chlorine remaining at the contact period
The chlorine demand of anv water varies with the amount of chlorine applied, time of Jntact, pH and
temperature. As 0’2 mg/l of residual chlorine is desirable at the consumers end, this quantity plus
the actual demand WIII give the chlorine demand figures (for drinking water analysis).
3. Laboratory Method
3.1 Theory and Application - This method is designed to determine the so-called immediate demand
as well as other demands at longer contact period. Chlorine demand is measured to determine the
amount of chlorine that must be applied to a water to produce a specific free, combined or total
chlorine residual after a selected period of contact. If the amount of chlorine applied to waters
containing ammonium or organic nitrogen compounds is not sufficient to reach what is termed the
‘break point’, chloramines and certain other chloroderivatives are produced. When sufticient chlorine
has been added to reach the breakpoint, which depends on PH, ratio of chlorine to nitrogenous com-
pound present and other factors, subsequent additions of chlorine remarn in the free available state.
3.2 App8r8tuS
3.2.1 Calorimetric Equipment - One of the following is required.
3.2.1 .l Spectrophotometer - For use in the wavelength range of 420 to 490 nm suitable for the
method selected for determination Of residual chlorine.
3.2.1.2 Comparator - Colour and turbidity compensating.
3.2.1.3 French Square Bottle - Capacity 30 to 60 ml.
3.3 Reagents
3.3.1 Standard Chlorine Solution - See 4.48 of IS : 3025 ( Part 26 > - 1986 ‘Methods of sampling
snd test ( physical and chemical ) for water and waste water : Part 26 Determination of chlorine,
,esidual ( first revision )‘.
3.3.2 Acetic Acid (glacial)
3.3.3 Potassium Iodide Crystal
3.3.4 Standard Sodium Thiosuiphate - 0’025 N.
3.3.5 Starch Indicator - See IS : 2263-1979 ‘Methods of preparation of indicator solutions for
volumetric analysis (first revision)‘.
3.3.6 Appropriate reagents for estimating residual chlorine.
3.4 Procedure
3.4.1 Volume of Sample - Measure at least 10 equal portions of the sample, preferably into brown
Jlass stoppered bottles or long necked flasks of ample capacity to permit mixing. If the object of the
:est is to determtne chlorine demand, measure 200 ml portions; if it is to relate chlorine demand to
)acteriaf removal, the effect on taste and odour, or the chemical constituents of the water, use portions
)I 500 ml or more. Properly sterilize all glassware as for bacterioligrcal use.
Adopted 31 July 1986 Q November 1987, BIS Gr 2
I
BUREAU OF INDIAN STANDARDS
MANAK BHAVAN, 9 BAHADUR SHAH ZAFAR MARG
NEW DELHI 110002IS :3025(Part25)-1986
3.4.2 Addition of Chlorine Water - Add an amount of chlorine to the first portion that leaves no
residual chlorine at the end of the contact period. Add increasing amount of chlorine to the succes-
sive portions in the series. Increase the oosage between portions in increments of 0’1 mgll for
determining low demands and up to 1’0 mg/l or more for higher demands. Mix while adding. Dose
the portions of the sample according to a staggered schedule that will permit the determination of
chlorine residuals at the predetermined contact time. An approximation to the ultimate chlorine
demand can be made by dosing ( minimum 1 mg available chlorine per litre 1 so that the residual is
one half the dosage. Confirm this demand by doubling the dosage; the second demand should be
within 10 percent of the first.
3.4.3 Contact Time - The usual purpose of a chlorine demand test is to determine the amount of
chlorine required to oroduce a specific free, combined or total available chlorine residual after a
definite time interval that may vary from a few minutes to many hours. Carry out the test over the
desired contact period If the objective of the test is to duplicate in the laboratory the temperature
and the plant contact time, make several preliminary chlorine determination during different reaction
periods, such as 16, 30 and 60 min in order to determine the chlorine consumption with respect to
trrne information that can be valuable in treatment plant control. Record the contact trme. Protect
the chlorinated samples ltom the strong day light throughout the test.
3.4.4 Examination of Samples - At the end of the contact period, determine the free and/or
combined available residual chlorine by one of the standard methods given in IS : 3025 ( Part 26 I-
1986. Plot the residual chlorine or the amount consumed versus the dosage to aid in studying the
results. If necessary, remove samples for bacteriological examination at desired intervals.
3.4.6 Taste and Odour - Observe the taste and odour of the treated samples at ordinary
temperatures with or without dechlorination. For odour observation at elevated temperatures,
dechlorinate the samples before heating. Choose the dechlorinating agent with due regard to its
effect on the odour in the water under examination. Generally, sodium sulphite is satistactory if only
a slight stoichiometric excess is used.
4. Field Method
4.1 Theory end Application - This method is designed for the measurement of chlorine demand in
the plant or field when facilities or personnel are not adequate to use the more exact method. Results
obtained in this test are approximate only.
4.2 Apparatus
4.2.1 Chlorke Comparator - Colour and turbidity compensatng.
4.2.2 Dropper - That will deliver 20 drops per ml. The end of the dropper should be well cleared
so that water adheres all around the periphery, and that the dropper be held in a strictly vertical
position, with the drops being formed slowly.
4.2.3 Flasks of 1 litre capacity, marked at the 500 ml level-10 numbers.
4.2.4 60 ml bottle marked at 20 ml level-10. numbers.
4.2.6 Gless Stirring Rod
4.2.6 Glass Stemmed thermometer
4.3 Reegents
4.3.1 Standard Chlorine Solution - Dilute a 5 percent household bleaching solution 1+4.
Standardize as directed in 4 of IS : 3025 ( Part 26)-1986 but take 20 drops of the diluted hypochlorite
solution as the sample to be titrated. Use the same dropper that will be used in the procedure.
AxNx35
available Cl, mg, for each drop = --
20
where
A = ml titration for sample, and
N = normality of standard thiosulphate solution.
Adjust this solution to 10 mg/ml ( O’S mg chlorine/drop ) so that 1 drop added to a 600 ml water
sample will represent a dosage of 1 mg/l.
2IS : 3025 ( Part 25 ) - 1986
4.3.2 Test Reagent - Use the appropriate reagents for estimating residual chlorine by one of the
method given in IS : 3025 ( Part 26 ) - 1986.
4.4 Procedure
4.4.1 Measurement of Samples - Fill each container to the 500 ml mark with sample. Record the
temperature.
4.4.2 Addition of Chlorine - While stirring constantly, add 1 drop of chlorine solution to the water
in the first flask, 2 drops in the second flask, 3 in the third flask, etc.
4.4.3 Contect Time - Follow direction as given in 3.4.3 of Method A.
4.4.4 Examination of Samples - At tha end of the contact period, remove a portion from each
sample and determine the residual chlorine by one of the methods described IS : 3025 ( Part 26 )-
1986.
4.5 Calculetion
4.5.1 Chlorine demand, mg/l = mgll of chlorine added-mg/l of residual chlorine.
EXPLANATORY NOTE
The methods of sampling and test for water and wastewater were originally covered in various
Indian Standards like IS : 2488 (in parts) ‘Methods of sampling and test for industrial effluents’,
IS : 3025-1964 ‘Methods of sampling and test (physical and chemical) for water used in industry’,
IS : 3550-1965 ‘Methods of test for routine control of water used in industry’, end IS : 4733-1972
‘Methods of sampling and test for sewage effluent ( first revision )‘. The Committee responsible for
the preparation of these standards decided to revise these standards by amalgamating into one
comprehensive standard on methods of sampling and test (physical and chemical) for water and
wastewater. The amalgamated revision will be published in many parts each part dealing with a
particular test methpdt
3
PrInted at New India Printina Press. Khurja. India
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6441_5.pdf
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IS : 6441 ( Part V ) - 1972
( Reaffirmed 1987 )
hdian Standard
METHODS OFFT EST FOR AUTOCLAVED
CELLULAR CONCRETE PRODUCTS
PART V DETERMINATION OF COMPRESSIVE STRENGTH
( Fifth Reprint DECEMBER 1096 )
UDC 666.973.6:620.173
Q Copyright 1972
BUREAU OF INDIAN STANDARDS
MANqK BHAVAN, 9 BAHADUR SHAH ZAFAR MARG
NEW DELHI 110002
Gr2 September 19721s~: 6441( Part V ) - 1972
Indian Standard
METHODS OF TEST FOR AUTOCLAVED
CELLULAR CONCRETE PRODUCTS
PART V DETERMINATION OF COMPRESSIVE STRENGTH
Cement and Concrete Sectional Committee, BDC 2
Chairman Rc~rescnting
DR 1-I. C. VISVES~..II:AYA Cement Research Institute of India, New Delhi
Members
Ds A. S. BHAD~RI National Test House, Calcutta
SRHI E. K. RAXA~~~X~R.YN ( Alfcrnntc )
SHRI A. K. CHATTERJI Centzolrfei$ding Research Institute ( CSIR ),
Dn S. S. REHSI ( Alternofe )
DIRECTOK Central Road Research Institute ( CSIR ),
New Delhi
DR R. K. GHOSH ( AIfcrnale )
DIRECTOR ( CSMRS ) Central Water & Power Commission, New Delhi
DEPUTY DIRECTOR ( CSMRS ) ( Alfcrnats )
SHRI K. C. GEOSAL Alokudyog Services Ltd, New Delhi
SHRI A. K. BISWAS, ( Alternate)
DR R. K. GHOSH Indian Roads Congress, New Delhi
DR R. R. HATTIANQADI Associated Cement Companies Ltd, Bombay
SliRI;;PJ.,JT^,“R”S ( Allcrn4tc )
JOINT STANDARDS Research, Designs & Standards Organization,
Lucknow
(BD&,s,?~~ ‘DIRECTOR
STANDARDS ( B & S ) ( Atferdtc )
SHRI S. B. JOSHI S. B. Joshi & Co Ltd, Bombay
SERI M. T. KANSF. Directorate General of Supplies & Disposals
SHRI KARTIK PRASAD Roads Wing, Ministry of Transport & Shipping.
&RI S. L. KATHURIA ( Affcmofc )
SHRI S. R. KULKARNI M. N. Dastur & Co ( Private) Ltd, Calcutta
SHRI M. A. MEHT~ Concrete Association of India, Bombay
SHRI 0. MUTHACHEN Central Public Works Department
SUPERINTENDING ENGINEER,
END CIRCLE ( Atfernafs )
SXRI ERACH A. N,~~I~LSE~XX Institution of Engineers ( India ), Calcutta
SHRI K. K. NAI+I~I~R In personal capacity ( ‘ Rumanaluya’ 11, First Cresccnf
Park Road, Gandhinagar, Adyar, Madras )
( Continued on pugs 2 )
BURJEAU OF INDI’AN STANDARDS
MANAK BHAVAN, 9 BAHADUR SHAH ZAFAR MARG
NEW DELHI 110002IS : 6441( Part V ) - 1972
( Continuedfrom page 1 )
Members Represorting
&~a NARESII PRASAD ISngineer-in-Chief’s Branch, Army Headquarters
COL J. M. TOLANI ( Alternate )
PROF G. S. RAhlASWABlY Structural Engineering Research Centre ( CSIR ),
Ronrkre
DR N. S. BEAL (Alternate )
DR A. V. R. RAO National Buildinr_r s Org-a nization, New Delhi
SHRI RAVINUER L~L ( AItcrnate )
SHRI G. S. M. RAU Geological Survey of India, Nagpur
SHRI T. N. S. Rae Gammon India Ltd, Bombay
SHRI S. R. PINHX~RU ( Alternate )
SECRETARY Central Board of Irrigation & Power, New Delhi
SHRI R. P. SHARXA Irrigation & Power lcesearch Institute, Amritsar
%KRI ~XOHINI~I:RS INCH ( Affernafe )
SHHI G. B. SlNGH Hindustan IIousing Factory Ltd, New Delhi
SHRI C. L. KASLIWAI. ( Alternate )
SBRr J. S. Sl,yOHOTA Beas Designs Or-ganization, Nangal Township
SHRI A. ht. SIXGAL ( Alternate )
SHRI K. A. SU~RAMANIAX India Cements Ltd, Madras
SHRI T. S. RAMACHAN~RAN ( Alternate )
SHRI L. SwaRooP Dalmia Cement f Bharat 1 Ltd. New Delhi
SHRI A. V. RAYANA ( Alternate )
SHRI D. AJITIIA SIMHA, Director General, IS1 ( Ex-o&io Member )
Director (Civ ~Engg )
Secreta7.Y
SHRI Y. R. TUEJA
Deputy Director ( Civ %ngg ), ISI
Precast Concrete Products Subcommittee, BDC 2 : 9
Conccnef
~HRI M. .4. MEHTA Concrete Association of India, Bombay
Members
SHRI E. T. ANTIA ( AEiernafe to
Shri M. A. Mehta )
KRIV . A. ARTHANOOR Neyveli Lignite Corporation Ltd, Neyveli
SHRI T. RANACHANDRAN ( Alternate )
RI H. B. CHATTERJEE Hindustan Block Manufacturin CO Ltd, Calcutta ,
RI S. K. CHATTERJEE Hindustan Housing Factory Lt 3 , New Delhi
PUTY DIRECTOR, STANDARDS Research, Designs & Standards Organization,
B&S) Lucknow
ASSISTANT DIRECTOR, STAND-
Al&D8 ( M/C ) ( Allerale )
:EOTOB ( CSMRS ) Central Water & Power Commission, New Delhi
.
DEPUTY D~EECTOR ( CSMRS ) ( Alternate )
( Continued on pap 8 )
2IS : 6441 ( Part V ) - 1972
Indiun Standard
METHODS OF TEST FOR AUTOCLAVED
CELLULAR CONCRETE PRODUCTS
PART V DETERMINATION OF COMPRESSIVE STRENGTH
0. FOREWORD
0.1 This Indian Standard ( Part V ) was adapted by the Indian Standards
Institution on 21 February 1972, after the draft finalized by the Cement
and Concrete Sectional Committee had been approved by the Civil
-&rgineering Division ~Counci!.
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 obtainiug reliable products
in autoclaved cellular concrete. The Sectional Commrttee has considered
it desirable to issue a standard for the methods of test for autoclaved
cellular concrete products for the guidance of manufacturers and users.
0.3 In the formulation of this standard due weightage has been given to
international co-ordination among the standards and practices prevailing
in different countries in addition to relating it to the practices in the field
in this country.
0.4 For convenience of reference, ‘Indian Standard methods of test for
autoclaved cellular concrete products’ has been grouped into the following
nine parts;
Part I Determination of unit weight or bulk density and mois-
ture 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
Part VII Strength, deformation and cracking of flexural members
subject to bending-sustained loading test
3IS I 6441 ( Part V ) - 1972
Part VIII Loading tests for Ilexural members in diagonal tension
Part IX *Jointing of autoclaved celhrlar concrete elements
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 he
done in accordance with IS : 2 - 1960*.
1. SCOPE
1.1 This standard ( Part V ) covers the method for tlctermining the
compressive strength of autoclaved cellular concrete products using cubes.
.. .’
2. TEST SPECIMENS
2.1 Size, of Specimens - Compressive strength shall be determined on
cubes with an edge length of 15 cm. When the specimens are taken from
samples of smaller thickness, cubes may be built up, without gluing, of
two or three plane, ground square slices of thickness 7.5 cm and 5 cm
respectively. In such cases, the direction of compression during testing
shall be perpendicular to the broad faces ( plane surfaces ) of these slices.
2.~1.1 Specimens may be prepared from items which have previously
been lrsed for other tests, provided the specimens are cut at least 15 cm
from an area where visible damage or changes to the normal structure and
appearance have occurred.
2.2 Number of Specimens - For every sample that is to be tested for
compressive strength, three cubes shall be taken and these shall form a test
series. Wherever possible, one cube shall be prepared from the upper
third of the sample, one from the middle and one from the lower section
determined in the direction of rise of the concrete mass during manu-
facture,
2.3 Preparation of Specimens - The specimens shall be cut by means
of rotating blades of steel or Carborundum, or similar devices. The pieces
shall not contain reinforcement rods. All surfaces shall be clean cut and
-plane. Particular care shall be taken that the pressure faces of the cubes, I
that is, the faces which are in contact with the platens of the test machine
do not deviate from planeness by more than 0.1 mm. The same accuracy
shall apply to the joint faces if the cubes are made up of several slices as
mentioned in 2.1. Planeness shall be checked across the two diagonals .
using a straig.ht-edge. Deviations shall be corrected by means of dry
grinding, mrllmg or a similar process.
2.2.1 Grinding the Specimen - For plane-grinding of the cubes, slab ~of
sandstone or Carborundum shall be used as a grinding medium. While
*Rules for rounding off numerical valuer ( revised ).
4lS:6441( Part V)-u72
Krintling. the slab is kept horizontal and is continuous!y flushed with
water. ‘The grinding operation consists of continuous and uniform circular
movements of the test cube on the grinding slab. It shall be ensured that
all the surfaces of the slab are used in order to avoid an uneven wearing
of the same. The cube shall be pressed hard against the slab~to ensure
even grinding. The operation is continued until the cube, after checking
by a steel ruler against light, appears to be even. The best results are
oljtained by dragging the ruler slowly, along the cube surface, first parallel
to one diagonal and then to the other. Before checking, all the dust from
the surface of the cube shall be wiped out, otherwise a thin layer may
conceal unevenness of the surface. Having grdund one series of cubes,
grinding of another will be started. By the time the second lot is ground
the surfaces of the cubes of first lot shall have dried out and flaws, if any,
in th‘e exactness of the grinding, which were invisible, as long as the cube
rema.inetl wet c~ln be clctectcd. Such cubes shall be repaired by regrinding.
2.4 Conditioning - Prior to testing, the specimens shall be conditioned
to a moisture content between 10 f 2 percent by weight as average of
three cubes and not less than 7 percent for any one of the cubes, calculated
on dry weight at 105°C. If drying is necessary, it shall be conducted at a
temperature not exceeding 50°C. After drying and prior to testing the
specimens shall be stored at room temperature until temperature cquili-
bpium has been reached.
NOTE -Five hours storage at room temperature is generally sufficient if the
drying temperature applied has been 5O’C.
3. TESTING EQUIPMENT
3.1 Compression Testing Machine - shall preferably be hydraulically
operated and shall permit reading of ultimate load with a maximum error
of f 2-O percent. The machine shall be equipped with suitable controls
to comply with 4.2.
3.2 Calliper - shall be capable of readings with an accuracy of 0.1 mm.
The measuring faces shall have an area of at least 50 mm*.
3.3 Straight-Edge
3.4 Balance - shall have a weighing accuracy of 0.5 g.
3.5 Drying Oven - shall be capable of maintaining temperatures at
105 f 5°C and 50 f 5°C.
4. PROCEDURE
4.1 Determination of Density of Specimens Under Test Condi-
tions - The .specimens shall be weighed and measured according to the
5IS L6 441 ( Part V ),- 1972
procedure described in IS :6441 ( P&t I )-1972*. Dimensions of the
pressure surfaces shall be measured with an accuracy of f 0.1 mm.
4.2 Testing Under Compression Load - The cubes shall be placed in
the compression machine and load applied perpendicular to the direction
of the slices from which the cube thickness has been built up. For cubes
which have been prepared in one piece, the direction of load shall be
perpendicular to the direction of rise of the mass during production.
4.2.1 The specimens shall be loaded at the rate of 0.5 to 2 kgf/cm* in
such a way that failure occurs within 30 seconds.
4.3 Moisture Content at Testing - After loading, the specimens shall
be weighed and dried out at 105 f 5°C until constant weight is obtained
as described in the procedure for determining the bulk density of aerated
concrete [see IS:6441 ( Part I )-1972* 1.
5. CALCULATIONS
5.1 The moisture content F of the dry material s!iall be determined
according to the following equation:
AW
F--w- X 100 percent
where
A W = weight loss during drying in g, and
W = weight of the dried out sample in g.
5.2 The compressive strength ec,, follows from:
ecu= -$- kgf /c m*
where
L = breaking load in kgf, and
A = area in ems over which load L was applied.
5.3 The bulk density Y J’ ( of dry material ) shall be calculated from the
following equation:
WI
Y-V= -ixo.olF / V g/cm3
where
Wi = weight of the cube in g prior to testing,
F = moisture content in percent at the time oftesting, and
V = volume in cm3 at the time of testing.
*Methods of test for autoclaved cellular concrete products: Part I Determination of
unit weight or bulk density and moisture content.
6IS : 6441( Part V ) - 1972
5.4 Moisture content of each specimen shall be stated in whole percent,
the compressive strength in whole kgf/cm? and the bulk density with three
decimals. The mean values shall be stated in whole percent, moisture
content in whole kg/cm” and the bulk density \\.ith two decimals.
6. REPORT
6.1 The report shall include the following:
a) Code designation:
b) Identification of product and its size;
c) Date of manufacture or other code;
d) Place, method and time of sampling;
e) Compressive strength, bulk density and moisture content of
individual cubes and average; and
f) Drying temperature prior to test, if drying at elevated tempera-
tr...rrrIS: 6441( Part V ) - 1972
( Coatinaed/rom page 2 )
+iambcrs RrprU?lfing
SHEI K. C. Gaosnt Alokudyog Services Ltd, New D&u
&IRI A. K. BISWAS ( Alfernafc )
SFIRI M. K. GUPTA Himalayan Tiles & Marble Pvt Ltd, Bombay
SHRI B. D. JAYARAYAN State Housing Board, Madras
Saar B:K. JINDAL Central Building Research Institute ( CSIR ),
Roorkec
DR S. S. REHSI ( AIfcrautc )
SHRI L. C. LA1 In personal capacity ( ‘B/17’ WCJ~ End,
Jvew Dethi 23 )
SHBI G. C. M~THLX National Buildings Organization, New Delhi
ASSISTANT D~RZCTOB ( DESIGNS ) ( Alfernafc )
SHR: S. NAKAHOY Engineering Construction Corporation Ltd, Madras
SHRI A. RA~AKIU~HNA ( Affernafc)
SHHI K. K. NAXIUIAR In personal capacity ( ‘ Ramanala~a’ II, First
Crescent Park Road, Gandhinagar, Adyar, Madras )
Siinr Kl1,Jc.Y SIIl‘4.\1 Engineer-in-Chief’s Branch, Army Headquarters
Snm I). G SHIRKz B. G. Shirke & Co, Poona
SHRI 8. A. DESBXUKH ( Alfernafr )
Saw C. N. SRINIVAUN C. R. Narayana Rao, Madras
Suur (2.1N . RA~H~~~NDI~AN ( .4ltemafe)
SUBVYYoR OF Wozzs ( I ) Central Public Works Department
Dz H. C. V~svrsva~a~n Cement Research Institute of India, New Delhi
8BUREAU OF INDIAN STANDARDS
Headquarters
Manak Bhavan, 9 Bahadur Shah Zafar Marg, NEW DELHI 110002
Telephones: 323 0131,323 3375,323 9402
Fax : 91 11 3234062,91 11 3239399, 91 11 3239382
Telegrams : Manaksanstha
(Common to all Offices) ,
Central Laboratory : Telephone
Plot No. 20/9, Site IV, Sahibabad Industrial Area, Sahibabad 201010 8-77 00 32
Regional Offices:
Central : Manak Bhavan, 9 Bahadur Shah Zafar Marg, NEW DELHI 110002 32376 17
*Eastern : l/l 4 CIT Scheme VII M, V&P. Road, Maniktola, CALCUTTA 700054 337 86 62
Northern : SC0 335-336, Sector 34-A, CHANDIGARH 160022 60 38 43
Southern : C.I.T. Campus, IV Cross Road, CHENNAI 600113 23523 15
tWestem : 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, 1 st Stage, Bangalore-Tumkur Road, a39 49 55
BANGALORE 560058
Gangotri Complex, 5th Floor, Bhadbhada Road, T.T. Nagar, BHOPAL 462003 55 40 21
Plot No. 62-63, Unit VI, Ganga Nagar, BHUBANESHWAR 751001 40 36 27
Kalaikathir Buildings, 670 Avinashi Road, COIMBATORE 641037 21 01 41
Plot No. 43, Sector 16 A, Mathura Road, FARIDABAD 121001 8-28 88 01
Savitri Complex, 116 G.T. Road, GHAZIABAD 201001 8-71 19 96
53/5 Ward No.29, R.G. Barua Road, 5th By-lane, GUWAHATI 781003 541137
5-8-56C, L.N. Gupta Marg, Nampally Station Road, HYDERABAD 500001 201083
E-52, Chitaranjan Marg, C-Scheme, JAIPUR 302001 37 29 25
117/418 B, Sarvodaya Nagar, KANPUR 208005 21 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, University P. 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
*Sales Office is at ‘F’ Block, Unity Building, Narashimaraja Square, 222 39 71
BANGALORE 560002
Printed: st Printo@a&, New Delhi (INDIA).
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12440.pdf
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IS : 12440 - 1988
Indian Standard
SPECIFICATION FOR
PRECAST CONCRETE STONE
MASONRY BLOCKS
( First Reprint MARCH 1994 )
UDC 691’327-43 I
6~ Copyrighr 1989
BUREAU OF INDIAN STANDARDS
MANAK BHAVAN. 9 BAHADUR SHAH ZAFAR MARG
NEW DELHI I10002
Cr 4 January 1989IS : 12440 - 198%
Indian Standard
SPECIFICATIONF OR
PRECASTCONCRETESTONE
MASONRYBLOCKS
0. FOREWORD
0.1 This Indian Standard was adopted by the b) Fewer joints result in considerable saving
Bureau of Indian Standards on 10 August 1988, in mortar as compared to norma 1 masonry
after the draft finalized by the Cement and Con- construction;
crete Sectional Committee had been approved 4 The true plane surfaces obtained obviate
by the Civil Engineering Division Council. the necessity of plaster for unimportant
buildings situated in low rain fall area, and
0.2 Stone is a potential building material in
4 Because of uniform shape and size of the
those areas where it is available in abundance.
units, considerably thinner walls are possi-
Presently, stones of irregular shape and size are
ble as compared to random rubble masonry
being used in the form of random rubble masonry
walls, thus increasing the effective floor
for construction of walls, which not only consume
space and reducing the load on foundation.
excessive materials but are undesirably massive
also. Besides, it is time consuming and calls for 0.3.1 It is also possible to have stone texture
skilled labour. The use of stone spalls in the exposed in walls and thus giving an attractive
form of precast concrete blocks ensures consis- appearance readily adaptable to any style of
tent quality, uniform strength, increase in speed architecture. It lends itself to a wide variety Of
of construction, reduction in materials require- surface finishes for both exterior and interior
ment, lower foundation loads, better aesthetic walls. These units provide a strong mechanical
look and performance, and finally saves the floor bond, uniting the masonry units and finish in a
space in a building. Considering these advan- strong permanent bond.
tages, the Cement and Concrete Sectional Com-
0.4 Precast concrete stone masonry blocks are
mittee decided to bring out a specificatior. cover-
used for both load-bearing and non-load bearing
ing the materials, manufacture and physical pro-
walls, for partitions and panel walls, as backing
perties of precast concrete stone masonry blocks.
for other types of facing material, for prers,
pilasters and columns, for retaining walls and
0.3 Precast concrete stone masonry blocks,
garden walls.
already extensively used in building construction
in areas where stone is locally available, are 0.5 Precast concrete stone masonry blocks are
likely to make considerable headway throughout made with normal weight aggregates. One block
the country because of the many advantages, of 300 x 200 x 150 mm size will weigh about 18
such as strength, structural stability, thin walls, kilograms.
better aesthetic look, light foundation load, etc.
0.6 For the purpose of deciding whether a parti-
Precast concrete stone masonry block construc-
cular requirement of this standard is complied
tion is also economical because of following
with, the final value, observed or calculated
aspects:
expressing the result of a test or analysis, shall be
a) The units are true in size and shape. This rounded off in accordance with IS : 2 - 1960*.
ensures rapid construction so that more The number of significant places retained in the
wall area is constructed per man-hour than rounded off value should be the same as that of
random rubble or brick masonry construc- the specified value in this standard.
tion; *Rules for rounding of numerical values ( rcvisd ).
1. SCOPE 2. TERMINOLOGY
2.0 For the purpose of this standard, the follow-
1.1 This standard covers the requirements of
precast concrete stone masonry blocks, used in ing definitions sha11 app1y*
the construction of load bearing and non-load 2.1 Block Density - The density calculated by
bearing walls. dividing the mass of a block by the overall
,lIS : 12440 - 1988
volume including holes or cavities. tion, special block of half-width and with
semi-circular recess in it ( see Fig. 1 1 shall be used.
2.2 Height - The vertical dimension of the These dimensions are suitable for 200 mm thick
exposed face of a block. wall. Similar blocks shall be made for walls of
thickness greater than 200 mm.
2.3 Length - The horizontal dimension of the
exposed face of a block.
2.4 Stone Spalls - Broken stone pieces of vary-
ing sizes obtained by breaking the natural river
boulders or quarry stones.
2.5 Concrete Stone Masonry Block - A pre-
cast cement concrete solid block having stone
spalls in it ( 25-30 percent of block volume ) and
cement concrete with dense stone aggregate and
sand. It is 100 percent solid.
2.6 Stone Face Exposed Block - A concrete
stone masonry block where the stone spalls are
exposed at one of its face. This face, when forms
the exposed wall face, the wall gets the texture of
stone surface exposed. All dimensions in millimetres.
2.7 Width - The external dimension of a block FIG. I SPECIAL BLOCK FOR EMBEDDING
at the bedding plane, measured at right angles to VERTICAL STELL
the length and height of the block.
3.1.5 The maximum variatio:1 in the length of
the units shall not be more than &5 mm and
3. DIMENSIONS AND TOLERANCES maximum variation in height and width of units
not more than f3 mm.
3.1 Concrete stone masonry block is a solid
block and shall be referred to by its normal
3.2 Subject to the provisions of 3.3 and the tole-
dimensions. 1 he term ‘nominal’ means that the
rances specified in 3.1.5, the faces of blocks shall
dimension includes the thickness of the mortar
be flat and rectangular, opposite faces shall be
joint. A.ctual dimensions shall be 10 mm short
parallel, and all arises shall bc square. The
of the nominal dimensions.
bedding surfaces shall be at right angles to the
3.1.1 The nominal dimensions of concrete stone faces. of the blocks.
masonry block shall be as follows:
3.3 Blocks with Special Faces - Blocks with
Length - 300 mm; special faces shall be manufactured and supplied
as agreed upon between the supplier and the
Height - 150 mm; and purchaser.
Width - 100, 150 and 200 mm.
4. CLASSIFICATION
In addition, block shall be manufactured in
one third, half, two-thirds and three-quarters of 4.1 Concrete stone masonry blocks shall be clssi-
tied according to their average comperessive
its full length.
strength as given in Table 1.
The nominal dimensions of the units are so
designed that taking account of the thickness of 5. MATERIALS
mortar joints, they will produce wall lengths and
5.1 Cement - Cement complying with anjr of
heights which will conform to the principles of
modular coordination. the following Indian Standards may be used at
the discretion of the manufacture:
3.1.2 For 200, 150 and 100 mm nominal thick IS : 269-1976 Specification for ordinary and
walls, the blocks shall be of 300 x 200 x 150 mm, low heat Portland cement ( third revision )
300~150~ 150 mm and 300x100~ 150 mm
IS : 455-1976 Specification for Portland slag
nohinal size respectively.
cement ( third revision )
3.1.3 Blocks of nominal dimensions other than IS : 1489-1976 Specification for Portland
those specified in 3.1.1 may also be made by pozzolana cement ( sccoiin rcvisioll )
mutual agreement between the purchaser and the
supplier. IS : 6909- 1973 Specification for supersulphated
cement
3.1.4 For accommodating vertical reinforce- IS : 8041-1978 Specification for rapid hnrden-
ment required in earthquake resistant construc- .ing Portland cement (first revision )
2IS : 12340 - 1988
IS : 8042-l 978 Specification for white Portland free from matter harmful to concrete or steel
ceil-ent (,jrst Wvish ) embediment or matter likely to cause efflorescence
in the units and shall conform to the rcquire-
IS : 8043- 1978 Specification for hydrophobic ments of 4.3 of IS : 456-1978*.
Portland cement (first revision ).
6. MANUFACTURE
5.1.1 When cement conforming to IS : 269-
1976* is used, replacement of cement by flyash 6.1 Blocks may be manufactured either at cons-
conforming to IS : 3812-198lt may be permitted truction site or in factory on a central casting
up to a limit of 20 percent. However, it shall be platform using steel moulds with or without sur-
ensured that blending of flyash with cement is as face vibration for compaction of cement concrete.
intimate as possible, to achieve maximum uni-
formity. 6.2 Mould
6.2.1 Moulds shall be fabricated using mild
5.2 Stone Spalls - The stone spalls shall be of
steel plates and mild steel angles for stiffening the
size ranging from 50 to 250 mm in dimension.
plates.
The stone spalls shall be hard, sound, round in
shape, durable, free from decay and weathering. 6.2.2 The mould be either fixed type ( box with
These shall not be flaky. The spalls shall have four side walls fixed at corners, and top and
rough surface for better bond with cement bottom open ) or split type.
concrete. Good quality stones, such as granite,
sand stone and basalt shall be used. Slate shale 6.2.3 Split type may be either individual or
or any other soft and flaky stone shall not be gang mould.
used. The spalls shall be obtained from appr*jved
6.2.4 Where the compaction of the concrete is
querry or by breaking river boulder. Large size
done manually the mould may be either fixed type
shall be broken into the required sizes and shall
or split type. When the compaction of the blocks
be stacked into,two categories:
is done with surface vibrator, the mould shall be
a) 100 mm and above, and only split type ( individual or gang mould ).
b) below 100 mm.
6.3 Mix
5.3 Aggregates - The aggregates used in the
manuiacture of blocks shall be clean and free 6.3.1 The cement concrete mix for concrete
stone masonry blocks shall not be richer than one
from all deleterious matter, and shall conform to
part by volume of cement to 9 parts by volume
the requirements of IS : 383-1970$.
of combined fine and coarse aggregates, and shall
5.3.1 Maximum size of the coarse aggregate not be leaner than one part by volume of cement
shall be IO mm. to 13 parts by volume of combined tine and
coarse aggregates.
5.3.2 Sand used in the manufacture of blocks
shall be well graded, clean and free from delete- 6.3.2 In case of blocks where compaction is
rious matter, and shall conform to the require- done manually, concrete mix of medium consis-
ments of IS : 383-19701. Besides, it shall have tency ( lo-12 mm slump ) shall be used in order
fine particles I5 to 20 percent passing 300 micron to enable proper compaction and demoulding.
IS Sieve and 5 to I5 percent passing 150 micron The consistency of the mix should be such that
IS Sieve. it may cchere when compressed in the hand with-
out free water being visible. Too little water
5.3.3 The grading of the combined aggregates causes the mix to be friable whilst too much
shall conform as near as possible to the require- water causes difficulty in the immediate with-
ments indicated in IS : 383-1970:. It is recom- drawal of the mould.
mended that the fineness modulus of the com-
bined aggregates shall be between 3.6 and 4. 6.3.3 In case of blocks where compaction is
done by external vibrator, concrete mix of very
5.3.4 Flyash conforming to IS : 38 I2- 1981-f low consistency ( zero slump ) shall be used in
may be used for part replacement of fine aggre- order to vibrate and compact the concrete under
gate up to a limit of 20 percent. pressure.
5.4 Water - The water used in the manufacture 6.4 Mixing - Concrete shall normally bc mixed
of precast concrete stone masonry blocks shall be in a mechanical mixer.
*Spcification for ordinary and low heat Portland 6.4.1 Mixing shall be continued until there is a
cement ( rlrird revisioil ).
uniform distribution of the materials, and the
j5pecification for flyash for use as pozzolana and mass is uniform in colour and consistency.
admixture ( firer revisio/z ).
:Specification for coarse and fine aggregates from *Code of practice for plain and rreinforced concrete
natural sources for concrete ( second revision ). ( third revision ).
3IS : 12440 - 1988
6.4.2 When hand mixing is permitted by the 6.7 Dry&g - after curing, the blocks shall be
engineer-in-charge, it shall be carried out on a dried for a period of two to four weeks depend-
watertight platform and care shall be taken to ing upon weather before being used on the work.
ensure that mixing is continued until the mass is The blocks shall be allowed to complete their
uniform in colour and consistency. initial shrinkage before they are laid in a wall.
6.5 Placing and Compaction
7. PHYSICAL REQUIREMENTS
6.5.1 Depending upon the size of the stone
7.1 General - All blocks shall be sound and
spalls, these shall be used either in one layer or
free of cracks or other defects which interfere
in two layers. When used in two layers, large
with the proper placing of the unit or impair
size spalls of 100 mm and above shall be placed
the strength or performance of the construction.
in the bottom and concrete poured all around
Minor chipping resulting from the customary
and at top, and shall be tamped manually.
methods of handling during delivery, shall not be
Second layer of stone spalls of size 50 mm and
deemed grounds for rejection.
above shall be placed over the first layer, and
again concrete is poured ail around and up to 7.1.1 Where blocks are to be used in exposed
20 to 30 mm above the top level of moufd. wall construction, the face of faces that are to be
exposed shall be free of chips, cracks or other
6.5.2 Depending upon the size of block and
imperfections, except that if not more than 5
size of spalls used, the quantity of stone spa11
percent of a consignment contains slight cracks
used in the block shall vary. Average volume of
or small chipping not larger than 25 mm, this
stone spalls used should generally be between 25
shall not be deemed grounds for rejection.
to 30 percent. However, in no block, it shall be
less than 20 percent of the volume of block. 7.2 Dimensions - The overall dimensions of
the blocks, when measured as given in Appen-
6.5.3 Each stone spa11 shall have a minimum
dix A, shall be in accordance with 3 subject to
space of about 15 to 20 mm around it and
the tolerance mentioned therein.
between mould and spa11 to enable the cement
concrete to flow in for binding together the stone 7.3 Compressive Strength - The minimum
spalls and also to provide cover and give shape compressive strength at 28 days, being the average
to the block. For blocks with exposed stone of eight blocks, and the minimum compressive
texture, the stone spalls shall touch the surface of strength at 28 days of individual blocks, when
the mould. tested in the manner described in Appendix B,
shall be as prescribed in Table 1.
6.5.4 Blocks may be compacted manually as
well as mechanically. In case of manual compac-
tion, the concrete laid after the first layer of stone TABLE 1 COMPRESSIVE STRENGTH OF
CONCRETE STONE MASONRY BLOCKS
spalls shall be tamped with mason’s tool and
( Clauses 4.1 and 7.3 )
again it shall be tamped with suitable tampers
and compacted from top and finally struck off CLASS MINIWJM AVER AOE* MINIMC’M STRENGTH
level with trowel. DESIGNA- COMPRESSIVE OF INDIVIDUAL
TION STREN~W OF BLOCKS BLOCKS
6.5.5 In case of mechanical compaction, the N/mm” N/mm2
mould shall be filled up to overflow, vibrated and 5 5.0 3.5
mechanically tamped using external vibrator and 6 6.0 4.2
struck off level. 7 7.0 5.0
9 9.0 6.3
6.5.6 Demoulding shall be done 5 to 10 minutes
10 10’0 7.5
after compaction. In case ‘of fixed type mould
it shall be pulled up with side handles while *For 100 mm wide blocks ( for 100 mm thick walls ),
pressing down the block with the plate at top the minimum strength may be 3-S N/mm’.
with thumb. In case of split type mould, the
sides shall be removed first and the partition 7.4 Water Absorption - The water absorption,
plates ( gang mould ) shall be pulled up sub- being the average of three blocks, when deter-
sequently. mined in the manner prescribed in Appendix C,
shall not be more than 6 percent by mass.
6.5.7 After demoulding, the blocks shall be
protected until they are sufficiently hardened to 8. TESTS
permit handling without damage.
8.1 Tests, as described in Appendices A to C,
6.6 Curing - The blocks hardened in accor- shall be conducted on samples of blocks selected
dance with 6.5.7 shall then be cured in a curing according to the sampling procedure given in 9
water tank or in a curing yard and shall be kept to ensure conformity with the physical require-
continuously moist for at least 14 days. ments laid down in 7.
4IS:12440-1988
minimum limit specified in 7.3.
9. SAMPLING
9.1 The blocks required for carrying out the tests 10.4 For water absorption, the mean value deter-
laid down in this standard shall be taken by one mined shall be equal to or less than maximum
of the methods given in 9.2. In either case, a limit specified in 7.4.
sample of 15 blocks shall be taken from every
consignment of 5 000 blocks or part thereof of 11. MANUFACTURER’S CERTIFICATE
same size and same batch of manufacture. From
these samples, the blocks shall be taken at 11.1 The manufacturer shall satisfy himself that
random for conducting the tests. the blocks conform to the requirements of this
specification and, if requested, shall supply a
9.2 The required number of blocks shall be taken certificate to this effect to the purchaser or his
at regular intervals during the loading of the representative.
vehicle or the unloading of the vehicle depend-
ing on whether sample is to be taken before 12. INDEPENDENT TESTS
delivery or after delivery. When this is not
practicable, the sample shall be taken from the 12.1 If the purchaser or his representative require6
stack in which case the required number of blocks independent tests, the samples shall be taken
shall be taken at random from across the top of before or immediately after delivery, at the option
the stacks, the sides accessible and from the in- of the purchaser or his representative and the
terior of the stacks by opening trenches from the tests shall be carried out in accordance with this
top. specification.
9.3 The sample of blocks shall be marked for 12.2 The manufacture shall supply free of charge
future identification of the consignment it repre- the units required for testing.
sents. The blocks shall be kept under cover and
protected from extreme conditions of temperature, 13. MARRING
re!ative humidity and wind until they are requir-
ed for test. The tests shall be undertaken as soon 13.1 Precast concrete stone masonry blocks
as practicable after the sample has been taken. manufactured in accordance with this specifica-
tion shall be marked permanently with the follow-
9.4 Number of Tests ing information:
9.4.1 All the 15 blocks shall be checked for a) Manufacturer’s name or trade-mark, if any;
dimensions and inspected for visual defects
( see 7.1 and 7.2 ). b) The class of the block; and
9.4.2 Out of the 15 blocks, 8 blocks shall be c) Month and year of manufacture.
subjected to the test for compressive strength
( see 7.3 ) and 3 blocks to the test for water 13&l Each block may also be marked with
absorption ( see 7.4 ). the Standard Mark.
NOTE- The use of the Standard Mark is governed
10. CRITERIA FOR CONFORMITY by the provisions of the Bureau of Indian standards
Act 1986 and the Rules and Regulations made there-
10.1 The lot shall be considered as conforming under. The Standard Mark on products covered by an
to the requirements of the specification if the Indian Standard conveya the assurance that they have
conditions mentioned in 10.2 to 10.4 are satisfied. been produced to comply with the requirements of that
standard under a well defined system ofinspection,
10.2 The number of blocks with dimensions out- testin and quality control which is devised and ruper-
side the tolerance limit and/or with visual defects, vised % Y BIS and operated by the producer. Standard
marked products are also continuously checked by
among those inspected shall be not more than
BLSf or conformity to that standard as a further aafe-
two. gI uard. Details_ _o f co- nditi~o.n~s under which a licence
ror tne use Of the Standard Mark may be granted to
IO.3 For compressive strength, the mean value
manufacturers or ~coducm may be obtained from the
determined shall be greater than or equal to the Bureau of Indian Standards.1s:1%440 - 1988
APPENDIX A
( Clauses 7.2 and 8.1 )
MEASUREMENT OF DIMENSIONS
A-l. APPARATUS A-3. MEASUREMENTS AND REPORTS
A-1,.1O verall dimensions shall be measured with A-3.1 Individual measurements of the dimensions
a steel scale graduated in 1 mm divisions. of each unit shall be read to the nearest division
of the scale and the average recorded.
A-2 SPECIMENS A-3.2 Length shall be measured on the longitu-
dinal centre line of each face, width across the
A-2.1 Fifteen full size units shall be measured t op and bottom bearing surfaces at midlength,
for length, width and height. and height on both faces at midlength.
A-3.3 The report shall show the average length,
NOTE -These specimens shall be used for other
tests also. width and height of each specimen.
APPENDIX B
( Clauses 7.3 and 8.1 )
METHOD FOR THE DETERMINATION OF COMPRESSIVE STRENGTH
B-l. APPARATUS of the bearing block to the most distant corner
of the specimen. In no case shall the plate thick-
B-l.1 Testing Machine - The testing machine ness be less than 12 mm.
shall be equipped with two steel bearing blocks
( see Note 1, one of which is a spherically seated B-2. TEST SPECIMENS
block that will transmit load to the upper surface
of the masonry specimen, and the other a plane B-2.1 Eight full size units shall be tested within
rigid block on whi.ch the specimen will rest. 72 hours after delivery to the laboratory, during
When the bearing area of the steel blocks is not which time they shall be stored continuously in
Sufficient to cover the bearing area of the masonry normal room air.
specimen, steel bearing plates meeting the require-
ments of B-l.2 shall be placed between the bear- B-2.2 Units of unusual size, shape or strength
ing blocks and the capped specimen after the may be sawed into segments, some or all of which
centroid of the masonry bearing surface has been shall be tested individually in the same manner
aligned with the centre of thurst of the bearing as prescribed for full size units. The strength of
blocks ( see B-4.1 ). the full size units shall be considered as that
which is calculated from the average measured
NOTE - It is desirable that the bearing faces of blocks Strength of the segments.
and plates used for compression testing of concrete
masonry have a hardness of not less than 60 HRC.
B-2.3 For the purpose of acceptance, age of
testing the specimens shall be 28 days. The age
B-1.2 Steel Bearing Blocks and Plates - The
shall be reckoned from the time of the addition
surfaces of the steel bearing blocks and plates
of water to the dry ingredients.
shall not depart from a plane by more than 0’025
mm in.any 15 mm dimension. The centre of the
B-3. CAPPING TEST SPECIMEN
Sphere of the spherically seated upper bearing
block shall coincide with the centre of its bearing B-3.0 Bearing surfaces of units shall be capped by
face. If a bearing plate is used, the centre of one of the methods described in B-3.1 and B-3.2.
the sphere of the spherically seated bearing
block shall lie on a line passing vertically B-3.1 Sulphur and Granular Materials -
through the centroid of the specimen bear- Proprietary or laboratory prepared mixtures of
ing face. The spherically seated block shall 40 to 60 percent sulphur ( by mass ), the remain-
be held closely in its seat, but shall be free der being ground fire clay or other suitable inert
to turn in any direction. The diameter of the material passing 150-micron IS Sieve with or
face of the bearing blocks shall be at least 15 cm. without a plasticizer, shall be spread evenly on a
When steel plates are employed between the steel non-absorbent surface that has been li@tly coated
bearing blocks and the masonry specimen ! see with oil ( see Note ). The sulphur mixture shall
B-4.1 ), the plates shall have a thickness equal to be heated in a thermostatically controlled heating
at least one-third of the distance from the edge pot to a temperature sufficient to maintain fluidity
6IS:12440- 1988
for a reasonable period of time after contact with capping surface, shall be firmly pressed down
the capping surface. Care shall be exercised to with a single motion. The average thickness of
prevent ovi rheating and the liquid shall be stirred the cap shull be not more than 3 mm. Patching
in the pot just before u:e. The capping surface of caps shall not be permitted. Imperfect caps
shall be plant within 0’075 mm in 40 cm and shall be removed and replaced with new ones.
shall be sufficiently rigid and so supported as not The caps shall be aged for at least 2 hours before
to be measmably deflected during the capping the specimens are tested.
operation. Four 25 mm square steel bars shall
be placed on the surface plate to form a rcct-
B-4. PROCEDURE
angular moultl approximately 12 mm greater in
either inside dimension than the masonry unit. B-4.1 Position of Specimens - Specimens shall
The mould shall be filled to a depth of 6 mm be tested with the centroid of their bearing sur-
with molten sulphur material. The surface of th’: faces aligned vertically with the centre of thrust
unit to be capped shall quickly be brought into of the spherically seated steel bearing block of
contact with the liquid, and the specimen, held so the testing machine ( see Note ). Masonry units
that its axis is at right angles to the surface of shall be tested in the same direction as in service.
the capping liquid, shall be inserted. The unit NOTE- For homogeneous materials, the centroid
shall be allowed to remain undisturbed until of the bearing surface shall be considered to be verti-
solidification is complete. The caps shall be cally above the centre of gravity of the masonry unit.
allowed to cool for a minimum of 2 hours before
the specimens are tested. Patching of cd;?s shall B-4.2 Speed of Testing - The load up to one-
not be permitted. half of the expected maximum load may be
applied at any convenient rate, after which the
Imperfect caps shall be removed and replaced
control of the machine shall be adjusted as
with new ones. required to give a uniform rate of travel of the
NOYE - The use of oil on capping plates may be moving head such that the remaining load is
omitted if it is found that plate and unit can bz sepa-
applied in not less than one nor more than two
rated without damaging the cap.
minutes
B-3.2 Gypsum Plaster Capping - A. neat paste
of special high strength plaster ( see Note under B-5. CALCULATION AND REPORT
B-Q.1 1 and water shall be spread evenly on a
non-absorbent surface that has been lightly B-5.1 The compressive strength tif a concrete
coated with oil. Such gypsum plaster, when masonry unit shall be taken as the maximum load
gauged with water and the capping ccnsis!ency, in Newtons divided by the gross cross-sectional
shall have a compressive strength at a 2 hours age area of the unit in square miilimeters. The gioss
of not less than 25 N/mm2, when tested as 50 mm area of a unit is the total area of a section per-
cubes. The casting surface plate shall conform pendicular to the direction of the load.
to requirements described in B-3.1. The surface
of the unit to be capped shall be brought into B-5.2 Report the results to the nearest 0’1 N/mm*
contact with the capping paste ; the specimen separately for each unit and as the average for
which is held with its axis at right angles to the the 8 units.
A.PPENDIX C
( czuuses 7.4 nnd 8.1 )
METHOD FOR THE DETERMINATION OF ABSORPTION
C-l. APPARATUS specimens shall be dried in a ventilated oven at
100 to 115°C for not less than 24 hOllTS and until
C-l.1 The balance used shall be sensitive to with- two successive weighings at intervals of 2 hours
in 0’5 percent of the mass of the smallest spcci- show an increment of loss not greater than 0’2
men tested. percent of the last previously determined mass of
the specimen.
C-l.2 Three full size units shall be used.
C-3. CALCULATION AND REPORT
C-2. PROCEDURE
C-3.1 Absorption - Calculate the absorption as
C-2.1 Saturation - The test specimens shall be fellows:
completely immersed in water at room tempera- A-B
Absorption, percent = - B x100
ture for 24 hours. They shall be removeJ i’rom
the water and allowed to drain for ;;cc minute where
by placing them on a IO mm or coarser wire
A = wet mass of unit in kg, and
mesh, visible surface water being removed with
B = dry mass of unit in kg.
a damp cloth and immediately weighed.
C-3.2 Report - Report all results separately for
C-2.2 Drying - Subsequent to saturation, all each unit and as the average for the three units.
7Bureau of Imdim Standards
BIS is a statutory institution established under the Bureau of hiian Sratzdards Act, 2986 to
promote harmonious development of the activities of standardization, mlrkiag and quality
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Revision of Jndian Standards
1
fadian Standards are reviewed periodically and revised, when necessary and amendments, if any.
are issued from time to time. Users of Indian Standards slhould ascertain that they are in possession
of the latest amendments or edition.
giving the following reference:
Ameadamts Issaed Siace Poblicrtios
Amend No. Date of Jssue Text Affected
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1642.pdf
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IS 1642 : 1989
( Rdkmd 1991)
Indian Standard
FIRE SAFETY OF BUILDINGS
(GENERAL):DETAILS OF CONSTRUCTION-
CODE OF PRACTICE
/ First Revision )
_~~ ~_
First Reprint OCTOBER 1998
UDC 699.812 : 11
@ BIS 1990
BUREAU OF INDIAN STANDARDS
MANAK BHAVAN, 9 BAHADUR SHAH ZAFAR MARG
NEW DELHI 110002
March 1990 Price Group 7Fire Safety Sectional Committee, BDC 36
FOREWORD
This Indian Standard ( First Revision j was adopted by the Bureau of Indian Standards on 20 June
1989, after the draft linalized by the Fire Safety Sectional Committee had been approved by the
Civil Engineering Division Council.
The technical interpretation of fire safety of buildings is to convey the tire resistance of buildings in
terms of hours when subjected to a fire of known intensity. The fire grading of the building itself’
enables the correct amount of storage and class of materials, or appropriate ‘fire load’ to be
apportioned for that particular application; the converse also holds good, thus, a building being
required to accommodate a particular fire load for a given period would require the shell or fabric
materials and construction to be designed accordingly.
Loss of life in tires is mainly due to smoke and hot gases being inhaled by occupants before actural
flames have devclopcd to a serious degree within the room concerned. Smoke and hot gases
spread through doorways and ventilators which are normally impossible to keep closed. The
essential requircmenls for lire safety in so far as materials and details of construction are
concerned, arc that the flamr smoke and hot gases should not spread so rapidly as to give the
occupants insufficient time to escape. Should a fire occur, the construction should not further tend
to spread the fire.
In order to reduce spread of fire, it is necessary that:
a) the fire should not spread rapidly from one room to another through the floors, partitions
between rooms, and particularly between rooms and passages and staircases, that is, the
‘structural elements should have adequate fire resistance; and
b) the naterials which are exposed to possible ignition, that is, wall and ceiling linings should
not easily ignite, nor should the iire spread rapidly over the surface of the materials.
With a view to cover these aspects, this standard dealing with details of construction was first
formulated in 1960. This revision has been based on useful information collcctcd as a result of
research in the country and abroad over the past 23 years.
The provisions given in this standard are those which are necessary at the time of construction of
building new or addition or alterations for adopting fire safety measures. The provisions are
applicable for all types of buildings including high rise buildings ( above 15 m in height ). ‘I&
standard does not include othrr fire sarcty measures required to be adopted in the
buildings of
various occupancica in respect ot’ provision of first-aid, fire fightingmeasurzs. alarm and extinguishing
systems, operation of tire lifts, ctc; demils of which arc covered in relevant lndian Standards
formulated/under formultitioo for each type of occupancy.
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 ofi
in accordance with 1S 2 : 1960 ‘Rules for rounding 017 numerical values ( revj& j’. 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 1642: 1989
Indian Standard
FIRE SAFETY OF BUILDINGS
(GENERAL):DETAILS OF CONSTRUCTION-
CODE OF PRACTICE
( First Revision )
1 SCOPE the opposite side of street or other public space
to the building for the purpose of preventing the
1.1T his standard lays down the essential
spread of fire.
requirements of fire safety of buildings with respect
to details of construction. 3.3 Fire Resisting Wall
2 REFERENCES The wall, either load bearing or non-load bearing.
capable of specifying the criteria of fire resistance
The following Indian Standards are necessary
( see 3.2 ) with respect to collapse, penetration
adjuncts to this standard:
and excessive temperature rise.
IS No. Title
3.4 Separating Wall
IS 655 : 1963 Specification for metal air ducts
The wall provides complete separation of one
IS 941 : 1985 Specification for blower and building from another or part of a building from
exhauster for fire fighting (second another part of the same building to prevent any
revision ) communication of fire or any access or heat
IS 1644 : 1988 Code of practice for fire safety transmission to wall itself which may cause or
of buildings ( general ) : Exit assist in the combustion of materials of the side
requirements and personal opposite to that portion which may be on fire.
hazard (jet revision )
3.5 Venting Fire
IS 1646: 1982 Code of practice for fire safety
The process of iuducting heat and smoke to
of buildings ( general ) : Electri-
leave a building as quickly as possible by such
cal installation (first revision )
paths that lateral spread of fire and heat is
1s 3809 : 1979 Fire resistance test of structure checked, fire figh!ing operations are facilitated
( jirst revision ) and minimum fire damage is caused.
IS 435s : 1977 Specification for fire-resistant
brattice cloth ( jirst revision ) 4 TYPES OF CONSTRUCTION
IS 12459 : 1988 Code of practice for fire protec- 4.0 General
tion of cable runs
The design of any building and the type of
IS 12777 : 1989 Fire safety - Flame spread of materials used in its construction are important
products - Methods for
factors in making the building resistant to a
classification
complete burn-out and in preventing the rapid
spread of fire, smoke or fumes, which may
3 TERMINOLOGY
otherwise contribute to the loss of lives and
3.0 For the purpose of this standard, the property.
definition of various terms will be as under.
4.1 The types of construction according to fire
resistance are classified into four categories,
3.1 Fire Resistance
namely, Type I, Type 2, Type 3 and Type 4
Ability of an element of building construction, construction. The fire resistance ratings for
component for structure to fulfil, for a stated various types of construction for structural and
period of time, the required stability, fire non-structural members should be as given in
integrity and/or thermal insulation and/or other Table 1.
expected duty in a standard fire resistance test
4.2 For buildings above 15 m in height non-
( see 1s 3809 : 1979 ).
combustible materials should be used for cons-
truction and the internal walls of staircases
3.2 Fire Separation
should be of brick work or reinforced concrete
The distance in metres measured from any other or any other material of construction with min-i
building on the site, or from other site or from mum of 2 hours rating. The walls for the
1I!3 1642 : 1989
chimney shall be of Type 1 or Type 2 construc- NOTE - In the absence of research data available
tion depending upon whether the gas tempera- in this country, the data as arrived by Building
Research Establishment ( UK ) ( see Guidelines for
ture is above 200 “C or less.
the Construction of Fire Resisting Structural Ele-
4.3 The fire resistance of an element of structure ments ) has been adopted in this standard. Thercfcrc,
while using this data it may be ensured that the
or combination of elements is determined from
specification of material of construction are same as
one of the following three methods. The fire adopted in this Report. However, as and when data
test is done according to IS 3809 : 1979. from indigenous source is available, the same.will be
a>In formation as established by research incorporated in the standard.
data ( see Note ).
W Direct application of the results of fire
5 WALLS
resistance test on an element of structures.
4 On the basis for calculating the fire 5.1 The fire ratings of some types of constructions
resistance of a structural element. ( This for walls ( see Note below 4.3 ) are given in
method is not applicable to columns or Tables 2 to 7. The specifications of materials
walls. ) should be so selected as to give these ratings.
Table i Fire Resistance Ratings of Structural Elements ( in Hours )
( Clu~ses 4.1 atrd 5.10 )
SI Structural Element Type of Construction
No. r--- _*-.----____, ~~~-~~~~_~___
Type 1 Type 2 Type 3 Type 4
1 Exterior walls:
a) Fire separation less than 3.7 m i) Bearing 2” 8, 2
ii) Non-bearing I
b) Fire separation of 3.7 m or i) Bearing f* 2 2
more but less than 9 m ii) Non-bearing 1 I
c) Fire separation of 9m or more i) Bearing 4 2 2
ii) Non-beariug 1 1 1
Fire walls 4 2 2
Fire separation assemblies ( like 4 2 2
fire check doors )
Fire enclosures of exitways, exit- 2 2 2 2
way hallways, and stairways
Shaft other than exitways elevator 2 2 2 2
hoistways
Exitway access corridors 1 1 1 1
Vertical separation of tenant 1 1 1 1
spaces
Dwelling unit separation t1 1
Non-load b-earing partitions At least half lan hour:
Interior bearing walls, bearing i) Supporting more 4 2 2 2
partitions,columns, girders, trusses than one floor
( other than roof trusses ) and _ii) -Supporting one 3 1) 1 1
framing floor only
iv) Supporting a roof 3 lb 1 1
‘only
10 Structural members support walls 1) 1
II Floor construction including walls li 1
12 Roof construction i) 5 m or less in height I9 1
to lowest member
ii) More than 5 m but 1 1
less than 6.7 m in
height to lowest
member
iii) 6’7 m or more in 0 0
height to lowest
member
2IS 1642 : 1989
Table 2 Masonry Walls: Solid ( Required to Resist Fire from One Side at a Time )
( Clause 5.1)
Nature of Constructioo and Materials Minimum Thickness (mm), Excluding any Finish, for a Fire
Resistance (Hours ) of
Load Bearing Non-Load Bearing ’
-- *---__-7 _-I_-_--A--__
1 It 2 3 4 1 2 3 4
1 Reinforced* cement concrete 120 140 240
(25) (25) (i$ 6: (25)
2 Unreinforced cement concrete 150 175 - - -
3 No-fines concrete with:
a) I3 mm cementlsand or gypsum/sand 150 150 150 150 150
b) ;fa;; hghtwelght aggregate gypsum 150 I50 150 150 150
4 Bricks of clay:
a) Without finish 90 100 100 170 170 75 100 170 170
b) With 13 mm lightweight aggregate 90 90 90 100 100 7.5 90 90 IO0
gypsum plaster
5 Bricks of sand lime:
;x
a) Without finish 100 100 190 190 75 90 100 170 170
b) With 13 mm lightweight aggregate 90 90 100 100 75 :0 90 90 100
gypsum plaster
6 Blocks of concrete:
a) Without finish 90 100 100 75 90 100 140 150
b) With 13 mm lightweight aggregate SO 90 90 loo lo0 75 75 75 90 100
gypsum plaster
c) ya;it_” mm cement/sand or gypsum/ 75 90 SO 100 140
7 Blocks of lightweight concrete:
a) Without finish 90 100 100 140 I50 75 75 75 125 I40
b) With 13 mm lightweight aggregate 90 90 90 100 100 50 63 75 75 75
gypsum plaster
c) With 13 mm cementisand or gypsum/ 75 75 75 90 100
sand
8 Blocks of aerated concrete:
a) Without finish 100 100 140 180 50 63 63 75 100
b) With 13 mm lightweight aggregate 90 IO0 100 150
gypsum plaster
*Walls containing at least 1 percent of vertical reinforcement.
( ) Minimum thickness of actual cover to reinforcement.
Table 3 Masonry Walls: Hollows (Required to Resist Fire from One Side at a Time)
(Clause 5.1 )
Nature of Construction and Materials Minimum Thickness ( mm ), Excluding any Finish, for a Fire
Resistance ( Hours ) of
r------------ h---___________
Load Bearing Non-Load Bearing
__---- ____- ~ r ---___ -h_-______~
1 l!, 2 3 4 : 1 1: 2 3 4
1 Bricks of clay:
a), Without finish 170 170 170 200 200 75 100 100 170 170 200
b) With 13 mm lightweight aggregate 100 100 170 170 170 75 75 90 100 100 170
gypsum plaster
2 Bjock’s of concrete:
a) Without finish 90 125 125 140
b) With 13mm cement/sand or gypsum! 90 125 I25 140
sand
c) With 13 mm lightweight aggregate 190 200 200 - - 75 90 90 100 125 125
gypsum plaster
3 Blocks of lightweight concrete:
a) Without finish 100 140 150
b) Wi;i 13 mm cement/sand or gypsum/ 100 100 100 - - ;: 9705 7’: 100 140 140
c) With 13 mm lightweight aggregate 63 63 75 75 90 100
gypsum plaster
3IS 1642 : 1989
Table 4 Framed Construction, Load Bearing ( Required to Resist Fire from One Side at a Time )
( Clause 5.1 )
Nature of Construction and Materials/ Minimum Thickness ( mm ) of Protection
Timber Studs at Centres not Exceeding for a Fire Resistance of 1 h
600 mm, Faced on Each Side with
1 Plasterboard layers with joints staggered, joints in outer layer 25
taped and filled - Total thickness for each face
3 One layer of 12’7 mm plasterboard with a finish of lightweight 13
aggregate gypsum plaster
3 Metal lath and plaster, thickness of plaster:
a) Sanded gypsum plaster ( metal lathing grade ) 22
b) Lightweight aggregate gypsum plaster 13
Table 5 Framed Construction, Non-Load Beariug ( Required to Resist Fire from One
Side at a Time )
( Clause 5.1 )
Nature of ronstrurtion and Materials/Steel Stud Minimum Thickness ( mm ) of
or Timber Frame at Centres not Exceeding Construction Protection for a Fire
600 mm, Facings on Botb Sides of Resistance of
A) Dry lining with materials fixed direct to studs
( without plasrer finish ):
I One layer of plasterboard with taped and Timber or steel 127
filled joints
2 Two layers of plasterboard with joints Timber or steel 19 25
staggered, joints in outer layer taped and
filled - Total thickness for each face
3 One layer of asbestos insulating board Timber
with transverse joints backed by fillers of Steel 1;
asbestos insulating board not less than
9 mm thick, or by timber
4 One layer of wood wool slabs Timber 25
5 One layer of chipboard or of plywood Timber or steel 18
B) Lining with materials fixed direct to studs, with
plaster finish:
1 Plasterboard of thickness:
a) yniitinot less than 5 mm gypsum plaster] 9.5
i Timber or steel
b) Tj;:hnot less than 13 mm gypsum plaster 12.7
1
C) Wet finish:
1 Metal lath and plaster, thickness of plaster:
a) Sanded gypsum plaster Timber or steel 13
b) Lightweight aggregate gypsum plaster Timber 19 25
Steel ::
Table 6 Framed External Walls Load Bearing ( Required to Resist Fire from One Side at a Time )
( Clause 5.1 )
Nature of Construction and Materials Minimum Thickness ( ium ) of Protection
for a Fire Resistance of 1 II
Timber studs at centres not exceeding 600 mm
with internal linings of
1 Plasterbord layers with joints in outer layer 31
taped and filled, total thickness of plasterboard
4IS 1642 : 1989
Table 7A Framed External Walls Non-Load Bearing Required to Resist Fire Only from
Inside the Building
( Clause 5.1 )
Nature of Construction and Materials Minimum Thirkness ( mm ) of Protection
for a Modified Fire Resistance of
_~_--_~ -- ----_
‘th lh lth 2h 3h 4h’
4 Steel frame with an external cladding of non-com-
bustfble sheets ( excluding sheet steel ), with a steel
supporting framework and internal lining of:
1 Metal lath and plaster, thickness of plaster:
a) Sanded gypsum plaster ( metal lathing grade ) 13 13
b) Lightweight aggregate gypsum plaster 10 13 15 15 15 19
2 Two layer of plasterboard with joints staggered
joints in outer layer taped and filled - Total 21 32
thickness
3 Plasterboard of thickness:
a) With not less than 5 mm gypsum plaster finish 12’7
b) With not less than 13 mm gypsum plaster finish 9’5
C) With not less than 10 mm lightweight aggre- 9.5
gate gypsum platser
4 One layer of asbestos insulating board with Jrans- 9 9 12 12 12 12
verse joints backed by fillers of asbestos. msula-
ting board not less than 9 mm thick, or by timber
5 One layer of wood/wool slabs without finish 50
6 One layer of compressed straw building slabs:
a) Without finish 50
b) Wjth not less than 5 mm gypsum plaster finish 50
7 Aerated concrete blocks 50 50 63 63 15 100
8 Bricks of clay:
a) Without finish 75 15 90 90 100 1C3
b) With not less than 13 mm lightweight
aggregate gypsum plaster 75 75 90 90
Table 7B Framed External Walls Non-Load Bearing Required to Resist Fire Only from
Inside the Building
( Cluwe 5.1 )
Nature of Construction and Materials Minimum Thickness ( mm ) of Prot:rtion
to Provide Sufficient lnsulation to L\<hicave
a Modified Fire Resistance of up to 4 h
B) Steel frame with an external cladding of sheet
steel fully lapped, steel bolted andfixed 10 steel
sheeting rails, wirh timber or steel supporting
framework und internal lining of:
I Metal lath and plaster. thickness of plaster:
a) Sanded gypsum platter ( metal lathing grade ) 13
b) Lightweight aggregate gvpsum plaster I 0
2 One layer of plasterboard with joints taped and filled 12.7
3 Plasterboard of thickness, with not less than 5 mm gypsum plaster 9.5
,finish
4 One layer of asbestos insulating board with transverse joints backed 9
by fillers of asbestos insulating board no! less than 9 mm thick, or
by timber
5 One layer of wood/wool slabs 25
6 One layer of compressed straw building slabs 50
7 One layer of chipboard or of plywood 18
8 Aerated concrete blocks 50
9 Bricks of clay 75
10 Any internal decorative lining with a cavity fill independently 50
supported and retained in position of mineral fibre insulating
material ( excluding glass ) at a density of 48 kg/m3
51s 1642 : 1989
Table 7C Framed Walls Non-Load Bearing Required to Resist Fiie Only from
Inside the Building
( Clause 5.1 )
Nature of Construction and Materials Minimum Thickness ( mm ) of Protection
for a Fire Resistance of I$ II
1 i’lasterboard not less than ‘j.5 mm thick, finished with:
a) Gypsum plaster 13
b) Lightweight aggregate g> psum plaster 10
2 Plasterboard not less than 12’7 mm thick, finished with:
a) Gypsum plaster 10
bj Lightweight aggregate gypsum plaster 10
3 One layer of asbestcs insulating board with transverse joints
backed by fi!lers of ashes!os insulating board not less than
9 mm thick, or by timber 1’2
5.2 The separating walls should be carried 5.6 A separating wall should be supported in a
through the roof to a height of at least 60cm vertical line by a similar separating wall through
above except in the case of reinforced brick/ all storeys below. The separating wall should be
concrctc slab roof where it should be bonded carried and bonded to the floor of appropriate
flash ,with a top level of the slab. At the time fire-resisting construction.
cjf designing openings, particular attention should
5.7 When a separating wall runs parallel to the
be paid to all such factors as will limit fire
axis of the north light opening or gabled roof,
spread through these openings. Every opening
the screen wall should be carried through, and
in the wall should be protected by fire resisting
60 cm above the top of the north light opening
doors having the fire rating of not less than
except in cases where the screen wall becomes
1 hour. Similar protection should also be done
of such a height that horizontal distance between
in other openings like rope races, motor alley
the north light opening and the roof of the
ways, staircases. etc. of rating not less than
adjoining building and/or compartment or
2 hours. However, for Types 1, 2. 3 construction, between two sloping faces of the two consecutive
a doorway or opening in a separating wall of any
roofs at the level of the top of the screen wall,
floor should be limited to 5.6 1112 in area with a is at least 6 m.
maximum height of 2.75 m al:d maximum width
of 2 m. If, however, the separating wall is at right angles
to the axis of the north light opening or the
5.3 When building(s) and/or c;mpartment(s) are gabled roof, the ‘saw tooth? gaps should be
separated by separating wall(s) and there is a bricked up and screen wall extended above the
rerand~!/z 011 one or more sides of such building(s) ridge of the north light or the gabled roof.
and/or compartment(s), it is necessary that the
5.8 All separating walls should be built out
separating wall should be built out across the
to extend 15 cm beyond the eaves of the roof
verandulz and be carried through the roof of
so as to effectively cut off the roofs of the
the same; otherwise the building(s) and/or
parts so separated. The eaves should be cut
compartment(s) should be regarded as having
away on each side of this extension of the separat-
internal communication and, therefore, subject
ing wall. If there is an opening on both sides of
to danger of spread of fire.
the separating wall within 3 m of the wall, those
on one side should be bricked up to full thickness
5.4 When opening in walls are provided to allow
of wall, or an alternative should be provided with
cable, etc, the space around cables and the wall
fire resisting doors of fire rating not less than of
should be protected according to the provision
2 hours for walls of 4 hours rating and 1 hour
given in IS 12459 : 1988. However, such space
for other rating.
in case of openings provided to allow plumbing/
gas,/stc~am pipes and similar services should be 5.9 Common wooden roof members (trusses,
sealed with iii!er material of fire rating not less joists and purlins) should not pass through the
than that of the walls in which these are situated. separating walls but they may be embedded there-
in provided they do not extend more than 22.5cm
5.5 Where openings are permitted, they should into wall and are separated from the similar
not exceed three-fourths of the area of the wall roof member in the adjoining building by at least
in case of an external wall. 11 cm or solid wall material.
6X31642:1989
5.10P artition is used for separating sections or are given in Tables 8, 9, 12 and 13 ( see Note
rooms of a building but is not expected to have a below 4.3 ). The specifications of materials
fire resistance equa1 to any of the values. In should be so selected as to give these ratings.
fact, in practice it should not be considered other-
wise than structure of light dimension and stren-
gth consistent with the purpose for which 7 FLOORS AND ROOFS
it is used. The minimum fire rating of the parti-
tion is given in Table 1.
7.1 The fire ratings of some types of construction
is given in Tables 10, 11, 14, 15, and 16. The
6 COLUMNS AND BEAMS
specifications of materials should be so selected
6.1 The fire ratings of some types of construction so as to give these ratings.
Table 8 Reinforced Concrete Columns
( Cfuuse 6.1 )
Nature of Construction and Materials Minimum Dimensions ( mm ), Excluding any Finish,
for a Fire Resistance of
r ______- -__-p__-
th lh l$h 2h 3h -T 4h
1 Fully exposed Width 150 200 250 300 400 450
Cover 20 25 30 35 35 35
2 50 percent exposed Width 125 160 200 200 300 350
Cover 20 25 25 25 30 35
3 One face exposed Thickness 100 120 140 160 200 240
Cover 20 25 25 25 25 25
Table 9 Concrete Beams
( Clause 6.1 )
Nature of Construction and Materials Minimum Dimensions ( mm ), Excluding any Finish,
for a Fire Reshtance of
C--‘ --..--h-_----_----~
+h lh l&h 2h 3h 4h
1 Reinforced concrete ( simply supported ) Width 80 120 150 200 240 280
Cover 20 30 40 60 70 80
2 Reinforced concrete ( continuous ) Width 80 SO 120 150 200 240
Cover 20 20 35 50 60 70
3 Prestressed concrete ( simply supported > Width 100 120 150 200 240 280
Cover 25 40 55 70 80 90
4 Prestressed concrete ( continuous ) Width 80 100 120 150 200 240
Cover 20 30 40 55 70 80
Table 10 Concrete Floors
( Clause 7.1 )
Minimum Dimensions (mm ), Excluding any Finish,
Nature of Construction and Materirtls for a Fire Resistance of
P-- h-_---_____
th lh lbh 2h 3h 4h
1 Reinfoiced concrete ( simply supported ) Thickness 75 95 110 125 150 170
Cover I5 20 25 35 45 55
2 Reinforced concrete ( continuous ) Thickness 75 95 110 125 is0 170
Cover 15 20 20 25 35 45
71s 1642 : 1989
Table 11 Concrete Floors: Ribbed Open Sofflt
( CIuuYe 7.1 )
Nature of Construction and Materials Minimum Dimensions ( mm ), Excluding any Finish,
for a Fire Resistance of
A
r
G lh lhh 2h 3h 4h
1 Reinforced concrete ( simply supported ) Thickness 70 90 105 115 135 150
Width 75 90 110 125 150 175
Cover 15 25 35 45 55 65
2 Reinforced concrete ( continuous ) Thickness 70 90 105 115 135 150
Width ?5 80 90 110 125 150
Cover 15 20 - 35 45 55
Table 12 Encased Steel Cohnns, 203 mm x 203 mm ( Protection Applied on Four Sides )
( Clause 6.1 )
Nature of Construction and Materials Minimum Thickness (mm ) of Protec-
tion for a Fire Resistance of
r~--__-h-___,
lh 14 h 2h 3h 4h’
A) Hollow protection ( without an air cavity over thejlanges ):
1 *Metal lathing with trowelled lightweight aggregate gypsum plaster 13 15 20 32
2 Plasterboard with 1.6 mm wire binding at 100 mm pitch, finished with
lightweight aggregate gypsum plaster not less than the thickness
specified:
a)‘9-5 mm plasterboard 10 15
b) 19 mm plasterboard 10 13 20
3 Asbestos insulating boards, thickness of board:
a) Single thickness of board, with 6 mm cover fillets at transverse 19 25
joints
b) Two layers, of total thickness 38 50
4 Solid bricks of clay, composition or sand lime, reinforced in every 50 50 50 75 100
horizontal joint, unplastered
5 Aerated concrete blocks 60 60 60
6 Solid blocks of lightweight concrete 50 50 50 60 75
Hollow protections ( with an air cavity over the flanges )
B) Asbestos insulating board screwed to 25 mm asbestos battens 12 19
C) Solid protections
1, Concrete, not leaner than 1 : 2 : 4 mix ( unplastered ):
a) Concrete not assumed to be load bearing, reinforced+ 25 25 25 50 75
b) Concrete assumed to be load bearing 50 50 50 75 75
2 Lightweight concrete, not leaner than 1 : 2 : 4 mix ( unplastered) 25 25 25 40 60
concrete not assumed to be load bearing, reinforcedt
*so fixed or designed, as to allow full penetration for mechanical bond.
*Reinforcement shall consist of steel binding wire not less than 2.3 mm in thickness, or a steel mesh weighing
not less than 0’5 kg/m*. In concrete protectlon, the spacmg of that reinforcement shall not exeed 200 mm in any
direction.
8IS 1642 : 1989
Table 13 Encased Steel Beams, 406 mm x 176 mm ( Protection Applied on Three Sides )
( Clause 6.1 )
Nature of Construction and Materials Minimum Thickness ( mm ) of Protection
for a Fire Resistance of
r----- A__._---_---\
th lh l;h 2h 3h 4h
A) HoIlow protection ( without an air cuvity beneath the lower
flange ):
1 *Metal lathing with trowelled lightweight aggregate 13 13 15 20 25
gypsum plaster ( metal lathing grade )
2 Plasterboard with 1.6 mm wire bindingt at 100 mm pitch,
finished with lightweight aggregate gypsum plaster
not less than the thickness specified:
a) 9.5 mm plasterboard 10 10 15
bJ 19 mm plasierboard 10 10 13 20
3 Asbestos insulating board, thickness of board:
a) Single thickness of board, with 6 mm cover fillets at
transverse joints 19 25
h) Two layers, of total thickness 38 50
B) Hollow protection ( with an air cuvity below the lower
Jkige ):
1 Asbestos insulating board screwed to 25 mm asbestos
battens 9 12
C) Solid protection:
1 Concrete, not leaner than 1 : 2 : 4 mix ( unplastered ):
a) Concrete not assumed to be load bearing, reinforcedt
b) Concrete assumed to be load bearing :;
2 Lightweight concrete§ not leaner than 1 : 2 : 4 ( mix ) 25
unplastered
*So fixed, or designed, as to allow full penetration for mechanical bond.
+Where wire binding cannot be used, expert advice should be sought regarding alternative .methods
of support to enable ihe lower edges of the plasterboard to be fixed together and to the lower flange, and for
the top edge of the plasterboard to be held in position.
meinforcement shall consist of steel binding wire not less than 2.3 mm in thickness or a steel mesh weighing
not less than 0.5 kg/m*. In concrete protection, the spacing of that reinforcement shall not exceed 200 mm in any
direction.
gconcrete not assumed to be load bearing, reinforced.
Table 14 Timber Floors - Tongued and Grooved Boarding, or Sheets of Tongued and Grooved
Plywood or Wood Chipboard, of not Less than 21 mm Fished Thickness
( Clause 7.1 )
Nature of Construction and Materials Minimum Thickness (mm) of Protec-
tion for a Fire Resistance of
_---A__.-_
37 mm ( minimlrm ) timber joists with a ceiling of: ih lh 2h’
Timber lathing and plaster, plaster of thickness 15
Metal lathing and plaster, thickness of plaster:
a) Sanded gypsum plaster ( metal lathing grade)
b) Lightweight aggregate gypsum plaster :: 13 25
One layer of plasterboard with taped and filled joints 12-7
Two layers of plasterboard with joints staggered, joints in outer layer taped
and filled total thickness 19 31
One layer of plasterboard not less than 9.5 mm thick, finished with:
a) Gypsum plaster 5
b Sanded gypsum plaster
c) Lightweight aggregate gypsum plaster ::
One layer of plasterboard not less than 12’7 mm thick, finished with:
a) Gypsum plaster 1’0
b) Lightweight aggregate gypsum plaster
One layer of asbestos insulating board with any transverse joints backed by 9 12
fillets of asbestos insulating board pot less than 9 mm thick, or by timber
9IS1642:1989
Table 15 Timber Floors - Tongued and Grooved Boarding, or Sheets of Tongued and Grooved
Plywood or Wood Chipboard, of not Less than 15 mm Finished Thickness
( Clause 7.1 j
Nature of Construction and Materials Minimum Thickness (mm j of
Protection for a Fire
Resistance of
_--- --c---T
37 mm ( minimrrm ) timber joists wirh a ceiling of: l;h Ih 2h
1 Timber lathing and plaster, plaster of thickness 15
2 Metal lathing and plaster, thickness of plaster for:
a) Sanded gypsum plaster ( metal lathing grade ) 15
b) Lightweight aggregate gypsum plaster 13 13 25
3 One layer of plasterboard with taped and filled joints 12.7
4 Two layers of plasterboard with joints staggered, joints in outer layer taped 22 31
and filled total thickness
5 One layer of plasterboard not less than 9.5 mm thick, finish with:
a) Gypsum plaster 5
b) Sanded gypsum plaster 15
c) Lightweight aggregate gypsum plaster 13
6 One layer of plasterboard not less than 12.7 mm thick, finished with:
a) Gypsum plaster 5
b) Lightweight aggregate gypsum plaster 10
7 One layer of asbestos insulating board. with any transverse joints backed by
fillets of asbestos insulating board not less than 9 mm thick, or by timber 9 12*
*Finished on top with 25 mm minimum thick glass fibre or mineral wool laid beetween joints.
Table 16 Timber Floors - Any Structurally Suitable Flooring of Timber or Particle Boards
( Clause 7.1 )
Nature of Construction and Materials Minimum Thickness (mm ) of
Protection for a Fire
Resistance of
r-__h____~
37 mm ( minimum ) timber joists with a ceiling of: th Ih
1 Timber lathing and plaster, plaster of thickness 15
2 Metal lathing and plaster, thickness of plaster for:
a) Sanded gypsum plaster ( metal lathing grade ) 15
b) Lightweight aggregate gypsum plaster 13 19
3 One layer of plasterboard with joints taped and filled and backed by timber 12’7
4 TWO layers of plasterboard with joints staggered, joints in outer layer taped
and filled total thickness 25
Two layers of plasterboard, each not less than 9.5 mm thick, joints between 5
boards staggered and outer layer finished with gypsum plaster
One layer of plasterboard not less than 9.5 mm thick, finished with:
a) Sanded gypsum plaster 13
b) Lightweight aggregate gypsum plaster 15
One layer of plasterboard not less than 12.7 mm thick, finished with:
a) Sanded gypsum plaster I5
b) Lightweight aggregate gypsum plaster 13
One layer of asbestos insulating board with any transverse joints backed by
fillets of asbestos insulating board not less than 9 mm thick, or by timber 12
10IS 1642: : 1989
7.2 In case of a building more than 15 m in a skylight or window glazed should be
height, all iloors should be compartmented with provided above the roof of the building.
area not cxcceding 751) m2 by a separation wall Alternatively, if the roof of the building is
with 2 hours fire rating, for floors having used as a floor. it should comply with (d),
provision of sprinklers. The area may be and this should also apply for any furnace
increased bv 50 percent. In long buildings, the or motor chamber communicating with the
fire separation walls should be at distance not staircase or hoist enclosure.
exceeding 40 m. For departmental stores,
shopping centres and similar occupancies, the 7.6 Linings or false ceilings should not be permis-
area may be reduced to 500 m2. Where this sible in buildings and in situations, where permit-
is not possible provision of the sprinklers should ted, such additions should not detract in anyway
be kept with appropriate spacing. from minimum fire rating of half an hour.
7.3 A surface covering of non-combustible and In some cases, requiring provision of skylights,
non-toxic material should be laid directly on the monitor lights or north lights in the roofs and
incombustible floor. Wood flooring may be laid where thrse are necessary. the glazings should be
directly on such surface covering, or directly on of glass in metal frames fcr lire rating of half
such floor provided that in either case there is no an hour minimum.
intervening space and that any wood fillets for
7.7 Composite roofs may be used over 3s ad-
affixing such flooring is bedded not more than
dition to the roofs of bui!dings as a weathcr-
2.5 cm in the non-combustible floor.
proofing, but should not be considered as a roof
7.4 In the case of building used for storage pur- in itself. that is, without the sunport of a non-
poses, the floor surface should conform to the combustible construction beneath, unless it is of
above, in addition, it should be at least 15 cm above not less than half an hour fire resistance.
the ground level or the level of the door sills
whichever is higher, and should slant towards 8 AIR-CONDlTIONENG
the doors.
8.1 Air-conditioning systems should be so instal-
7.5 An opening through a floor should comply led and maintained as to minimize the danger of
with the following: spread of fire, smoke or fumes thereby from one
floor or lire area to another, or from outside into
At the time of designing openings parti-
any occupied building or structure.
cular attention should be paid to all such
factors which will limit fire spread 8.2 Air-conditioning systems circulating air to
through these openings. more than one floor area should be provid-.
ed with dampers designed to close automatically
Whm opening in floors are provided to
in case of fire and thereby prevent spread of tire
allow cabie, etc, the space around cable
or smoke. Such a system should also be provided
and the floor should be protected accord-
with automatic controls to stop fans in case of
ing to th eprovision given in IS 12459 : 1988.
fire, unless arranged to remove smoke from a fire,
However, such space in case of openings
in which case these should be designed to remain
provided to allow plumbing/gas/steam
in operation.
pipes and similar services should be sealed
with filler material of fire rating not less 8.3 Air-conditioning system serving large places
than 1 hour. of assembly ( over 1000 persons ), large depart-
mental stores or hotels with over 100 rooms in a
Openings for steam, gas and/or water
single block should be provided with elTective
pipes and electrical conduits, whether of
means for preventing circulation of smoke
iron or earthenware, should have a radial
through the system in the case of a lire in air
clearance, to allow for any heat expansion,
filters or from other sources drawn into the
not greater than 3 mm.
system even though there is insufficient heat to
The enclosure for staircases and hoists actuate heat sensitive devices controlling
should be cons;ructcd entirely of brick, fans or dampers. Such means should consist of
concrete or of reinforced concrete or approved effective smoke sensitive controls.
similar material of construction having
8.4 Air-conditioning should conform to the
2 hours rating. Every opening from the
following:
enclosure on to a roof used as floor or to
any other part of the building should be a) Escape routes like staircases, common
fitted with a fire resistant door of rating corridors, lift lobbies, etc, should not be
not less than 1 hour. used as return air passage.
If any staircase or hoist extends to the top ‘3 The ducting should be constructed of
storey of a building the roof of which is not metal in accordance with IS 655 : 1963.
a roof used as a floor, the enclosing walls
should be carried through and at least Cl Wherever the ducts pass through fire walls
45 cm abcvc the reef of the building and or floor, the opening around the ducts
11IS 1642 : 1989
should be sealed with fire resisting lator-cum-exhaust which in addition to the
materials of same rating as of walls/floors. requisite grading of fire rating be easily openable.
4 As far as possible, metallic ducts should be 9.2 Smoke venting facilities, where required for
used even for the return air instead of safe use of exits in windowless buidings, under-
space above the false ceiling. ground structures, large area factories, depart-
mental store, domestic dwelling, theatres, cinemas,
e) The material used for insulating the duct
lecture halls, etc, or *here required should be
system ( inside or outside ) should be of
automatic in action.
flame resistant ( see IS 4355 : 1977 ) and
non-conductor of heat. 9.3 Natural draft smoke venting should utilize
roof vents or vents in walls at or near the ceiling
f 1 Area more than 750 m* on individual floor
level; such vents should be normally open, or if
should be seggregated by a fire wall and
closed, should be designed for automatic opening
automatic tire dampers for isolation should
in case of fire, by release of heat smoke sensitive
be provided.
elements, breakage of glass, or melting of plastic
g> In case of more than one floor, arrange- under the influence of heat; or by other approved
ment by way of automatic fire dampers for means.
isolating by ducting at every floor from
9.4 Where smoke venting facilities are installed
the main should be made. Where plenu-
for purposes of exit safety, these should be ade-
mus used for return air passage, ceiling
quate to prevent dangerous accumulation of
and its fixtures and air filters of the air
smoke during the period of time necessary to
handling units should be flame resistant
evaluate the area served, using available exit
[ see 8.4 (e)]. Inspection panels should be
facilities with a margin of safety to allow for
provided in the main trunking. Nocom-
unforeseen contingencies.
bustible material should be fixed nearer
than 15 cm to any duct unless such ducting 9.5 The discharge apertures of all natural draft
is properly enclosed and protected with smoke vents should be so arranged as to be
flame resistant material. The fire dampers readily susceptible to. opening by fire service
should be located in conditioned air ducts personnel.
and return air ducts passages at the
following points which will operate auto- 9.6 Power operated smoke exhausting systems
matically and are simultaneously switch off may be substituted for natural draft vents
air handling fans: ( see IS 941 : 1985 ).
9.7 In case of buildings more than 15 m in height
i) at the fire separation wall,
the staircase should be ventilated to the atmos-
ii) where ducts/passages enter the central phere at each landing and a vent at the top, the
vertical shaft, vent openings should be 0.5 m in the external
wail and top. If the staircase cannot be ventilated
iii) where the ducts pass through floor,
because of location or other reasons, the provision
and
shoul~i be made for pressurization ( 50 Pa ) to be
iv) at the inlet of supply air duct and the separated automatically with the fire alarm. The
return air duct of each compartment roof of the shaft in the latter case should bc 1 m
on every floor. above the surrounding roofs. ‘Glazing or glass
bricks should not be used in the staircase.
In case of buildings more than 24 m in height in
non-ventilated lobbies corridors. smoke extraction 10 SERF’JCE DUCTS
shaft should be provided. The automatic tire
damper should bc so arranged so as to close by 10.1 Service ducts should be enk,losed by wails
gravity in a direction of movement and to remain and doors ( if any ) of 2 hours fire rating; if
tightly closed upon operation. ducts are larger than 1 m3 the floor should sea]
them, but provide suitable openings for the pipes
to pass through, with the gaps sealed.
9 SMOKE AND FIRE VENTING
10.2 A vent opening at the top of the service
9.1 Provision has to be made for venting which
shaft should be provided between one-fourth and
allows escape of hot gases and smoke release by
one-half of the area of the shaft.
accidental burning of combustible material stored
OT are being processed inside a building, and will
11 BASEMENTS
give ample time for all the inmates to escape
before the roof collapses either in part or whoiiy 11.1 Each basement should be separately venti-
in the event of fire. Provisions in this regard are 1,ated. Vents with cross-sectional area ( aggre-
essential for industrial buildings; details of which gate. ) not less than 2.5 percent of the floor area
are covered in a separate Indian Standard. The spread evenly round the perimeter of the base-
provision in regard to the domestic buildings are ment should be provided in the form of grills or
given in 9.2. The form of vent should be a venti- breakable stallboard lights or pavement lights or
12IS 1642 : 1989
by way of shafts. Alternatively, a system of air
part of a wall lining enclosing the
inlets should be provided at basement floor level
chimney.
and, smoke outlets at basement ceiling level.
Inlets and extractors may be terminated at b) The tire resistance of ‘any structure
ground level with stallboard or pavement lights surrounding a flew or flew pipe should be
as before, but ducts to convey fresh air to the not less than that for external walls. In
basement floor level have to be laid. Stallboard the case of flew pipe there should be an
and pavement lights should be in positions easily air space between it and the surrounding
accessible to the fire brigade and clearly marked structure of sufficient width to permit
&SMOKE OUTLET’, or ‘AIR INLET’ with an access to the pipe for inspection and
indication of area served at or near the opening. repair.
11.2 The staircase of basements should be of C) When a flew pipe passes though any other
enclosed type having fire resistance of not less room or an enclosed roof space it should
than 2 hours and should be situated at the be protected by structure having a fire
periphery of the basement to be entered at resistance equal to the external walls.
ground level only from the open air and in such
d) The chimney excluding the pot should be
positions that smoke from any fire in the base-
carried to a minimum height of 1 m
ment should not obstruct and exit serving the
above the highest point of its junction
ground and upper storeys of the building and
with the roof.
should communicate with basement through a
lobby provided with fire resisting self-closing 4 The outlet of a flew from domestic
doors of I hour fire resistance. If the travel appliance having a roof covering should
distance exceeds 18.50 n, additional staircases be at least 2.5 m in a horizontal plain
should be provided at proper placer. from the roof of any structure built upon
the roof or at least 0.6 m higher than any
11.3 In multi-level basements, intake ducts may
ridge within 2.5 m.
serve aI1 basement levels, but each basement and
basement compdrtment should have separate f j If the roof covering is not fire resistant,
smoke outlet duct or ducts. Mechanical extrac- no flew outlet should be lower than the
tors for smoke venting ( see IS 941 : 1985 ) ridge for the highest point of the roof or
from low basement levels should also be provil less than 1 m above any ridge within
ded, with provision of automatic operation of 25 m.
system actuation of heat/smoke sensitive detec-
tors or sprinklers and also manully. Mechani- g> Where a metal chimney passes through a
cal extractors should have an inter-locking roof covering which is not fire resistant,
arrangement, so that extractors should continue it shall be guarded by a suitable iron or
to operate and supply fans should stop auto- metal thimble extending not less than
matically with the actuation of fire detectors. 22.5 cm above and below roof tionstruc-
Mechanical extractors should be designed to tion and of a size to provide not less than
permit 30 air changes per hour in case of tire 15 cm clearance on all sides of chimneys.
or distress call. However, for normal operation,
only 28 air changes should be maintained.
Mechanical extractors should have an alternative 13 STAIRCASES AND LIFTS
source of supply. Ventilating ducts should be
integrated with the structure and made out of 13.1 Staircases
brick masonry or RCC as far as possible and
The details with regard to the provisions of stair-
when this duct crosses the transformer area or
cases have been given in IS 1644 : 1988.
electrical switch board, fire dampers should be
provided. Basement/sub-basement should not
13.2 Lifts
be used for storage, cooking purposes, garrage
and shops unless provision is made for sprinkler 13.2.1 The general requirements for the provi-
system. If cut-outs are provided from basements sion of lifts should be as follows:
to the upper floors or to the atmosphere all sides
of the cut-out openings in the basements should a) Walls of lifts and enclosures should have
be protected by automatic spray in the event of a fire rating of 2 hours; lift shaft should
a fire. have a vent at the top of area not less
than O-2 m2.
12 CHIMNEYS
‘-9 Lift motor room should be located pre-
12.1 Over and above the provisions given in 4.2, ferably on top of the shaft and separated
the following previsions should be followed: from the shaft by the floor of the room.
a) A clearance of at least 4 cm between the cl Landing doors in lifts and enclosures
outer surface of the chimney and any should have a fire resistance of not less
adjacent combustible material forming than 1 hour.
13IS 1642 : 1989
. .
4 The number of lifts in one lift tank should with suitable railings:
not exceed 4. Individual shafts in a bank
a) For floors above 24 m and up to 39 m -
should be separated by a wall of 2 hours
one refuse area on the floor immediately
fire rating.
above 24 m.
e) Lift care door should have a fire resis-
b) For Eoor above 39 m - one refuse area on
tance rating of not less than 1 hour.
the floor immediately above 39 m and so
f > Collapsible gates should not be used for on after every 15 m.
lifts and should have doors with fire resis-
tance of at least 1 hour. 15 REFUSE CHUTES
g) In opening other than the lift lobby door 15.1 Refuse chutes should have an enclosure wall
in the lobby enclosure wall should also of non-combustible material with fire resistance
have the minimum fire resistance of one of not less than 2 hours. They shall not be
hour. located within the staircase enclosure or service
shafts, or air-conditioning shafts. Inspection
h) Exit from the lift lobby, if located in the panel and doors should be tight fitting with
core of the building should be to a self- 1 hour fire resistance; the chutes should be as
closing stop door of minimum 1 hour far away as possible from exits.
fire rating.
16 DRAINAGE
j) Lifts should not normally communicate
to the basement. 16.1 It is essential to make provision for
drainage of any such water on all floors to pre-
k) Suitable arrangements, such as providing
vent or minimize water damage of the contents.
slope in the floor of lift lobby should be
made to prevent water used during fire The drain pipe should be provided on the exter-
fighting, etc, on any landing from entering nal wall for drainage of water from all floors.
the lift shaft. On large area floors several such pipes may be
necessary which should be spaced 30 m apart.
m) The sign should be oosted and maintained
The pipe should conform to relevant Indian
’ at every floor at or near the lift indicating
Standards.
that in case of fire occupants should use
the stairs unless instructed otherwise.
The sign should also contain a plan for 17 ELECTRICAL SERVICES
each floor showing the location of
17.1 The electrical services should conform to
staircase.
the following ( see also IS 1646 : 1982 ):
13.2.2 Fire Lifts a) The electric distribution cables/wiring
should be laid in a separate duct. The
13.2.2.1 Where applicable, fire lifts should be
duct should be sealed at every alternative
provided with a minimum capacity for 8 passen-
gers with floor area of not less than I.4 m2 and floor with non-combustible materials
having the same fire resistance as that of
fully automated with emergency switch on the
the duct. Low and medium voltage wiring
ground level. In general, building over 15 m
in height should be provided with fire lifts. Each running in shaft and above false ceiling
fire lift should be equipped with suitable inter- should run in separate conduits.
communication equipment communicating with Water mains, telephones lines, inter-corn
the control room on the ground floor of the lines. gas pipes or any other service line
building. The number and location of fire lifts should not be laid in the duct for electric
in a building should be decided after taking into cables.
consideration various factors like building,
population, floor. areas, section of building The inspection pane1 doors and any other
( comparmentation ), etc. The words ‘fire lift’ opening in the shaft should be provided
should be conspicously displayed in illuminous with fire doors having fire resistance of
paint on the lift landing door at each floor not less than 1 hour.
level. Medium and low voltage wiring running in
shafts, and within false ceiling should run
14 kEFUSE AREA in metal conduit. Any 230 V wiring for
lighting or other services above false
14.1 In case of buildings more than 24 m in
ceiling should have 660 V grade insula-
height, refuse area of 15 ms or an area equal to
tions. The false ceiling including all
0.25 ms per person to accommodate the occupants
fixtures used for its suspension should be
of two consecutive floors, whichever is higher,
of non-combustible material.-
should be provided as under. Refuse area
should be provided on the peripheri of the floor An independent and well-ventilated
and open to air at least on one side protected service room should be provided on the
14IS 1642 : 1989
ground Boor with direct access from out- decor should be such that the flame spread rating
side or from the corridor for the purpose should not be more than the values given in 18.3
of termination of electric supply from the to 18.6 and in addition should not generate toxic
liccnsecs service and alternative supply smoke/fumes.
cables. The doors provided for the service
room shou!d have fire resistance of not 18.3 Susceptibility to fire of various types of
less than 2 hours. wall surfaces is determined in terms of -flame
spread ( see IS 12777 : 1989 ).
18 FINISHES
18.3.1 In case of buildings more than 15 m in
18.1 There are certain aspects. aPPlicablteo height, the interior finish material should not
particular occupancies Only. which may affb ha& rating exceeding Class 1.
the spread of fire. smoke or fumes and thus the
safe evacuation of the building in case of fire. 18.3.2 The situation under wh;ch materials falling
Some such aspects are as follows: into various classes should be used in building
construction is given below:
a) Interior finish and decoration;
b) Seating. aisles, railings and turnstiles in Class 1 Class 2 Class 3
place of assembly;
May be used May be used Should be used only
c) Service equipment and storage facilities in
in any situa- in any situa- in living rooms and
buildings other than storage buildings; and
tion tion, except bedrooms ( but not
d) Hazards on stage, in waiting spaces, pro- on walls, fa- in rooms on the
jection booths, etc, in theatres and cade of the roof) and only as
cinemas. building and a lining to solid
ceilings of walls and partitions.
18.2 The use of flammable surface finishes on staircases and Not on staircases
wall< ( including external facade of the building ) corridors or corridors or
and ceilings affects the safety of the occupants facade of the buil-
of a building. Such finishes tend to spread the ding
fire and even though the structural elements
mai be adequately fire resistant, serious NOTE - Panelling ( lining ) should be permitted in a
danger to life may result. It is, therefore, limited area. It should not be permitted in a vestibule.
essential to have adequate precautions to mini-
18.3.3 When frames, walls, partitions or floors are
mize spread of flame on wall, facade of building
lined with combustible materials the surfaces on
and ceiling surfaces.
both sides of the material should conform to
Any materials used for various surfaces and the appropriate class.
15Bureau 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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reviewed periodically; a standard along with amendments is reaffirmed when such review indicates that
no changes are needed; if the review indicates that changes arc 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. BDC 36 (4208)
Amendments Issued Since Publication
Amend No. Date of Issue Text Affected
BUREAU OF TNDIAN STANDARDS
Headquarters:
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Telephones : 323 01 3 1.323 33 75. 323 94 02 (Common to all offices)
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Printed at Kay Kay Printers, Delhi
|
11262.pdf
|
IS : 11262- 1985
Indian Standard
SPECIFICATION FOR
CALORIMETER FOR DETERMINATION OF
HEAT OF HYDRATION OF
HYDRAULIC CEMENT
Cement and Concrete Sectional Committee, BDC 2
Chairman Representing
DR H. C. VISVESVARAYA Cement Research Institute of India, New Delhr
Members
ADDITIONAL DIRECTOR Research,. Designs & Standards Organization
ST~ARDS ( B&S ) ( Mmrstry of Railways ), Lucknow
DEPUTY DIRECTOK STANDARDS
( B&S ) ( Alternate )
SHRI K. P. BANERJEE Larsen and Toubro Limited, Bombay
SHRI HARISH N. MALANI ( Alternate )
SHRI S. K. BANERJEE National Test House, Calcutta
CHIEF ENOI~E~ ( BD ) Bhakra Beas Management Board, Nangal Township
SHRI J. C. RASUR ( Alternate )
CHIEF ENQINEER( DESIGNS ) Central Public Works Department, New Delhi
EXECUTIVE ENC~EER ( D ) III ( Alternate )
CR~EF ENO~NEER ( RESEARCH- Irrigation and Power Research Institute, Government
Cum-DrRECTOR) of Punjab, Amritsar
RESEARCH 0 B F I c E n
( CONCRETET ECHNOLOQY) ( Alternate )
DIRECTOR A. P. Engineering Research Laboratories, Hyderabad
D&oJo DIRECTOR ( Alternate )
Central Soil and Materials Research Station, New
Delhi
CHIEF RESEARCH OFFICER ( Alternate )
DIRECTOR ( C&MDD-I ) Central Water Commission, New Delhi
DEPUTY DIRECTOR ( C&MDD-I ) ( AZternate ).
SHRI V. K. GHANE~AR Stru~o~~k~engmeering Research Centre ( CSIR ),
SERI A. V. GORA~ Cem~;bController ( Ministry of Industry ), New
-_c* _-_
SHRI S. S. MIGLANI ( Alternate )
SEIRI A. K. GIJPTA Hyderabad Asbestos Cement Products Limited,
Ballabgarh
( Continued on page 2 )
@ Copyright 1985
INDIAN STANDARDS INSTITUTION
This publication is protected under the Indian Cojyright Act ( XIV of 1957 ) and
reproduction in whole or in part by any means except with written permission of the
publisher shall be deemed to be an infringement of copyright under the said Act.IS : 11262- 1985
(Continued from page 1 )
Members Representing
SHRI P. J. JAQUS Associated Cement Companies Ltd, Bombay
DR A. K. CHATTERJEE ( Alternate )
SHRI N. G. JOSHI Indian Hsme Pipes Co Limited, Bombay
SHRI R. L. KAPOOR Ministry of Shipping and Transport ( Roads Wing )
SRRI N. SIVAGUFU ( Alternate )
SHRI S. K. LAKA Institution of Engineers ( India ), Calcutta
SHRI B. T. UNWALLA ( Alternuts )
DR A. K. MULLICK Cement Research Institute of India, New Delhi
SHRI K. K. NAMBIAR In personal capacity ( ‘Ramanalaya’ II, First Cresent
Park Road, Gandhinagar, Adyar, Madras )
SHRI S. N. PAL M. N. Dastur and Company Private Limited,
Calcutta
SHRI BIMAN DASGUPTA ( Alternate )
SHRI H. S. PASRICHA Hindustan Prefab Limited, New Delhi
SERI Y. R. PHULL Indian Roads Congress, New Delhi; hnd Central
Road Research Institute ( CSlR ), New Delhi
SI~RI M. R. CRATTERJEE Central Road Research Institute ( CSIR ), New Delhi
( Alternatc )
DR MOHAN RAI Central Building Research Institute ( CSIR ),
Roorkee
DR S. S. REHSI ( Altrrnatc )
DR M. RAMAIAH StruzaTafsEngineering Research Centre ( CSIR ),
DR A. G. MADRAVA RAO ( Altewate )
SHRI A. V. RAMANA Dalmia Cement ( Bharat ) Limited, New Delhi
DR K. C. NARANG ( Alternate )
SHRI P. S. RAMACHANDRAN India Cements Limited, Madras
SHRI G. RAMDAS Directorate General of Supplies and Disposals, New
Delhi
DR A. V. R. RAO National Buildings Organization, New Delhi
SHRI J. SIN GUPTA ( Alternate )
SHRI R. V. CHALAPATEI RAO Geological Survey of India, Calcutta
SHR~ S. ROY ( Alternate)
SHRI T. N. SUBBA RAO Gammon India Limited, Bombay
SHRI S. A. REDDI ( Alternate )
SHRI A. U. RIJHSM~HANI Cement Corporation of India, New Delhi
SHRI C. S. SHARMA ( Alternate )
SH~I H. S. SATYANARAYANA Engineer-in-Chief’s Branch, Army Headquarters,
New Delhi
SH~I V. R. KOTNIS (‘Alternutr )
SECRETARY Central Board of Irrigation and Power, New Delhi
SHRI K. R. SAXIZNA ( Alternnte )
SUPERINTtiDiNo ENQINEER Public Worhs Department, Government of Tamil
( DESIGNS ) Nadu, Madras
EXECUTIVE ENQINEER ( SMD
DIVISION ) ( Ahmate )
SHRI L. SWAROOP Orissa Cement Limited, New Delhi
SHRI H. BRATTACHARYYA ( Alternate )
SHRI G. RAMAN, Director General, IS1 ( Ex-ojicio Member )
Director ( Civ Engg )
Secrelasy
SRRI N. C. BANDYOPADHYAY
Deputy Director ( Civ Engg ), IS1
( Continued on page 9 )
2IS : 11262- 1985
Indian Standard
SPECIFICATION FOR
CALORIMETER FOR DETERMINATION OF
HEAT .OF HYDRATION OF
HYDRAULIC CEMENT
0. FOREWORD
0.1 This Indian Standard was adopted by the Indian Standards
Institution on 12 March 1985, after the draft finalized by the Cement and
Concrete Sectional Committee had been approved by the Civil Engi-
neering Division Council.
0.2 A number of standards on methods of testing cement and concrete
has already been published. Having recognized that reliable and
reproducible test results could be obtained only with use of standard
testing equipment capable of giving desired level of accuracy, the
Cement and Concrete Sectional Committee had taken up formulation of
Indian Standards on instruments for testing cement and concrete and, as
a result, a number of Indian Standards on instruments for testing cement
and concrete have already been published. These standards are expect-
ed to promote development and manufacture of standard testing
equipment in the country.
0.3 Accordingly, this standard has been formulated to cover the
requirements of calorimeter and its accessories used for determination of
heat of hydration of hydraulic cement. The method for determination
of heat of hydration of hydraulic cement is covered in IS : 4031-1%8*.
0.4 In the formulation of this standard, due weightage has been given to
international coordination among the standards and practices prevailing
in different countries in addition to relating it to the practices in the
field in this country.
0.5 For the purpose of deciding whether a particular requirement of this
standard is complied with, the final value, observed or calculated,
expressing the result of a test or analysis, shall be rounded off in accord-
ance with IS : 2-1960t. 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 physical tests for hydraulic cement.
tRules for rounding off numerical values ( revised ).
3IS : 11262 - 1985
1. SCOPE
1.1 This standard covers the requirements of the calorimeter and its
accessories used for the determination of heat of hydration of hydraulic
cement.
2. MATERIALS
2.1 Materials of &onstruction of different components of the apparatus
shall be as given in Table 1.
TABLE 1 MATERIALS OF CONSTRUCTION OF DIFFERENT
COMPONENTS
SL No. COMPOE’ENT MATERIAL SPECIFIC REQUIREYENT
AND RECOMMENDATION
(1) (2) (3) (4)
i) Calorimeter Vacuum flask - Glass -
ii) Insulated Wooden and insulating -
container material like cork,
cotton wool or simi-
lar material
iii) Thermometer Beckmann -
iv) Stirrer Glass or polyethylene -
v) Stirrer motor - 40 W synchronous motor
geared to run at con-
stant speed in the
range of 350 to 700
rev/min
vi) Funnel Glass or polyethylene -
3. WORKING PRINCIPLE
3.1 The calorimeter consists of a vacuum flask fitted in an insulated
container, Beckmann thermometer, stirrer assembly and a funnel. The
heat of hydration of hydraulic cement is determined by measuring the
heat of solution of dry cement and the heat of solution of a separate
portion of the cement that has been partially hydrated for any specific
period; the difference between these values being the heat of hydration
for that specified period ( see IS : 4031-1968” ).
4. APPARATUS
4.1 Calorimeter - The calorimeter ( see Fig. 1 ) shall consist of a
450 ml ( approximately 150 mm x 70 mm dia ) capacity wide-mouthed
vacuum flask with a cork stopper, 40 mm thick.
*Methods of physical tests for hydraulic cement.
4IS : 11262- 1985
READING LENS
,’
STIRRINGM OTOR AN0
I THERMOMETER SUPPORT
GECKMANN THERtiOMETER
f
/
STIRRING ROD
I /-
CORK STOPPER LOmm THICK
/ / / f
VACUUM FLASK
/
I f INSULATING MATERIAL
/- CONTAINER
f
f
216
MlxluRE
z-25
SECTiON XX
All dimensions in millimetres.
FIG. 1 CALORIMETER
5IS : ll!W - 1985
The Aask shall be selected as follows:
a) when filled with 398 ml of water, the water surface is 20 f 6.5
mm below the lower surface of the bung ( cork stopper ).
b) When the flask is filled with 400 ml of warm water, the tempera-
ture loss per minute per degree Celsius above room temperature
determined after standing without stirring for half an hour, does
not exceed 0*002”C per min per degree Celsius excess tempera-
ture.
The whole inner surface of the vacuum flask and underside of the
cork stopper is evenly and thinly coated with material resistant to hydro-
fluoric acid, such as paraffin wax having congealing point about 60°C
forming an acid-proof lining. The acid resistant coating shall be intact
and free of cracks at all times. Should the lining at any time become
damaged, as indicated by an unusual temperature rise during the ,
determination of the initial heating or cooling correction, the whole
lining shall be melted off and renewed.
4.2 Insulated Container - The wooden container shall have an
insulating layer of cork, cotton, wool or similar material at least 25 mm
thick, completely enclosing the flask and also providing support for the
flask and the stirrer motor. The container shall be divided in a vertical
plane into two parts which are hinged together on one side and provided
with a fastening device on the other so as to permit easy removal of the
vaccum flask.
4.3 Differential and Reference Thermometers - The adjustable
differential thermometer shall be of Beckmann type, graduated at least
to 0.01% and shall have a range of approximately 6°C. The portion
of the thermometer that will rest inside the calorimeter shall be protected
with a coating resistant to hydrofluoric acid. The thermometer shall be
provided with a suitable reading lens. It shall be securely held by the
cork stoppsr so as io avoid accidental contact with the 8fW%i’ blades. II!
order to facilitate removal of the thermometer, the cork stopper may be
divided into two halves, one of which supports the thermometer, and the
other the funnel.
The reference thermometer shall be of the appropriate range with
0. 1°C graduations.
4.4 Stirring Assembly - The stirrer ( see Fig. 2 ) shall be made of
glass or polyethylene, of the double-bladed propeller type, approximately
40 mm in diameter and shall extend to within 40 mm of the bottom of
the flask. It shall have shaft diameter of 6 mm and shaft length of
400 mm. When a glass stirrer is used, the portion that will be inside
the calorimeter shall be protected with a coating resistant to hydrofluoric
acid. The pitch of the blades is set in such a manner that when the
6IS : ll!m ; 1999
stirrer is actuated by the drive motor, liquid in the flask is propelled in
a downward direction. Means shall be provided for disconnecting the
stirrer from the motor which shall be 40 Watts synchronous motor geared
to run at a constant speed in the range of 350 to 700 rev/min.
All dimensions in millimetres.
FIG. 2 STIRRER
The heat developed by the stirrer when running continuously shall
be such that the contents of the flask shall not rise in temperature at a
rate greater than O*OOl”C/m in over and above the rate of temperature
change in the unstirred condition.
NOTE - The function of the stirrer is two-fold (a) to maintain uniform temperature
throughout the liquid and (b) to supply sufficient agitation to keep the solid in
suspension in the acid mixture. Since a stirrer capable of keeping the solid in
suspension generates considerable heat in the calorimeter, it is important that the
stirrer speed and hence the rate of heat generation be maintained constant. A
synchronous motor and a geared speed reducer are almost mandatory.
4.5 Funnel - The funnel through which the sample is introduced into
the calorimeter shall be of the Gooch type made of glass or polyethylene
and shall have a stem of 6 mm internal diameter and a body a pproxi-
mately 25 mm long and 25 mm in diameter. The stem shall not
protrude more than 3 mm beneath the cork stopper.
5. MARKING
5.1 The following information shall be clearly and indelibly marked on
each component of the apparatus, as far as practicable, in such 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.
75.1.1 The apparatus may aIso be marked with the ISI Certification
Mark.
NOTE - The use of the ISI Certification Mark is governed by the provisions of the
Indian Standards Institution ( Certification Marks ) Act and the Rulesand 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 d&vised 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.IS : 11262- 1985
( Continued ffom page 2 )
Instruments for Cement and Concrete Testing Subcommittee,
BDC 2 : 10
Conoencr
.
Dn 1~~3.4~A LI
141-359, New Aghapura, Hyderabad
Members Representing
SHRI P. D. AQARWAL Public Works Department, Government of Uttar
Pradesh, Lucknow
DR T. N. CXIOJER ( Alternate )
Sun1 S. K. BANLRJEE National Test House, Calcutta
DR R. K. DATTA Central Buildmg Research Institute ( CSIR ),
Roorkee
SHRI J. P. KAUSHISH ( Alternate )
DIRECTOR A. P. Engineering Research Laboratories, Hyderabad
JOISTTD IRECTOR ( Allernale )
EXECUTIVE ENQI~EER ( D ) V Central Public \\‘orks Department, New Delhi
SHRI H. K. GUHA All India Instrument Manufacturers and Dealers
Association, Bombay
DEPUTY SBCRETARY ( Alternate ) \
SHRI JATINDER SIXGH Hydraulic Engineering Instruments, New Delhi
SHRI GURBACHAN SINGH ( Alternate )
SRRI M. R. JOSHI Research & Development Organization ( Ministry
of Defence ), New Delhi
SRR~ Y. P. P~TII~K ( Alternate )
PROF S. KRISHXAM~RTKY Indian Institute of Technology, New Delhi
SHRI P. S. PARAF~ESWARIN Associated Cement Companies Ltd, Bombay
SHRI B. V. B. PAI ( Alternate )
PROF C. K. R:\MESH Indian Institute of Technology, Bombay
DR R. S. AYYAR ( Alternafe )
DR V. V. SIJBBA RAO Cement Research Institute of India, New Delhi
SHRI N. K. ,JAIN ( Alternate I )
SARI K. H. BABU ( Alternate II )
SHRI C. S~\NKARAN Highways Research Station, Madras
SHBI A. V. S. R. SAsTRI Associated Instrument Manufacturers ( India ) Pvt
Ltd, New Delhi; and Advisory Committee for
Standardization of Instruments ( ACSI ), New
Delhi
SRRI PaLVlNDER SINQR ( Altmate )
SHRI S. S. SEEHRA Central Road Research Institute, New Delhi
DR P, ROY CHAUDHURI ( Alternate 1 )
SHRI HARJIT SINGH (Alternate II )
9fNTERNAT30NAL SYSTEM OF UNITS ( Sl UNITS )
Base Units
WANTITY UNIT SYMBOB
Length metro m
Mass kilogram kg
Time second S
Electric current . ampere A
Thermodynamic kelvin K
temperature
Luminous intensity candela cd
Amount of substance mole mol
Supplementary Units
@AX?TlTY UNrr SYMBOt
Plane angle radian rad
Solid angle steradian sr
Derived Units
UNIT SYMBOB DEYINITION
Farce newton N I N= 1 kg.m/s*
Energy joule J I J = 1 N.m
Power watt W 1 W = 1 J/s
Flux weber Wb 1 Wb = 1 V.s
Flux density tesla T 1 T= 1 Wb/ms
Frequency hertz HZ 1 Hz = 1 c/s (s-r)
Electric conductance riemens S 1 S = 1 A/V
Electromotive force volt V 1 V = 1 W/A
Pressure, stress Pascal Pa 1 Pa = 1 N/m*
|
3025_40.pdf
|
IS 3025 ( Part 40 ) : 1991
Indian Standard
WATERANDWASTEWATER-METHODSOF
SAMPLING AND TEST
(PHYSICAL ANDCHEMICAL)
PART 40 CALCIUM
First Revision )
(
-
First Reprint DECEMBER 1996
UDC 628’1/‘3 : 543’3 : 546’41
@ BIS 1991
BUREAU OF INDIAN STAKDARDS
MANAK BHAVAN, 9 BAHADUR SHAH ZAFAR MARG
NEW DELHI 110002
November 199 1 Price Group 2
.Environmental Protection Sectional Committee, CHD 12
FOREWORD
This Indian Standard ( First Revision ) was adopted by the Bureau of Indian Standards, after the
draft finalized by the Environmental Protection Sectional Committee had been approved by the
Chemical Division Council.
Calcium is a major constituent of various types of rock. It is one the most common constituents pre-
sent in natural waters ranging from zero to several hundred milligrams per litre depending on the
source and treatment of the water. Calcium is a cause for hardness in water and incrustation in
boilers.
This standard supersedes 33 of IS 3025 : 1964 ‘Methods of sampling and test ( physical and chemi-
cal ) for water used in industry’ and 5 of IS 2488 ( Part V > : 1976 ‘Methods of sampling and test for
industrial effluents, Part V’.
In the preparation of this standard, considerable assistance has been derived from Standard Methods
for the Examination of Water and Wastewater; published by the American Public Health Association,
Washington, USA, 16th edition, 1985.
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 analy-sis, 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 3025 ( Part 40 ) : 1991
lndian Standard
WATERANDWASTEWATER-METHODSOF
SAMPLING AND TEST
(PHYSICAL ANDCHEMICAL)
PART 40 CALCIUM
First Revision )
(
1 SCOPE 5.2 Interference
This standard prescribes following three methods Under conditions of this test, the folIowing
for determination of calcium: concentrations of ions cause no interference with
the calcium determination : Copper, 2 mg,‘~;
a ) EDTA titrimetric method, ferrous iron, 20 mg! 1; ferric iron, 20 mgil;
manganese, IO mg/l; zinc, 5 mg,il; lead, 5 mg/l;
b ) Atomic absorption spectrometric method,
aluminium, 5 mg,il and tin 5 mg/J. Orthophos-
and
phate precipitates calcium at the pH of the test.
c ) Permanganate titration method. Strontium and barium give a positive interference
and alkalinity in excess of 300 mgil may cause an
2 REFERENCES indistinct end point in hard waters.
The following Indian Standards are necessary
5.3 Apparatus
adjuncts to this standard :
5.3.1 Hot Plate --- One 30 X 50 cm heating surface
IS No. Title is adequate.
1070: 1977 Water for general laboratory
5.4 Reagents
use ( second revision )
5.4.1 Quality qj’ Reagents
3025 ( Part I > : Metbods of sampling and test
1986 ( physical and chemical ) for Unless specified otherwise, pure chemicals and
water and wastewater : Part 1 distilled water ( SCP IS 1070 : 1977 ) shall be used
Sampling (first revision ) in tests.
7022 (Part I i : Glossary of terms relating to NOTE --- ‘I’ttrc chemicalz shall meal chemicals that do
1973 water, sewage and industrial not confain impur-itics which affect the results of’analysi~.
effluents, Part 1 5.4.2 Sodium Hydroxide Solution - I TV.
7022 ( Part 2 ) : Glossary of terms relating to 5.4.3 Hy&oclrloric Acid - 0.1 N.
I979 water, sewage and industrial
effluents, Part 2 5.4.4 Indicator Solution
3 TERMINOLOGY Any of the following indicators shall be used.
For the purpose of this standard, definitions given 5.4.4.1 Mureside (ammorlilirn purpurate ) indicator
in IS 7022 ( Part I ) : 1973 and IS7022 ( Part 2 ) : solutiorz
1979 shall apply.
This indicator changes from pink to purple at the
4 SAMPLING AND STORAGE end point. An indicator solution can be prepared
by dissolving 150 mg of the dye in IUu g of
Sampling and storage shall be done as prescribed
absolute ethylene glycol. Water solutions of the
in IS 3025 ( Part I ) : 1986.
dye are not stable for longer than a day. A
5 EDTA TITRIMETRIC nlETHOD ground mixture of the dye powder and sodium
chloride provides a stable form of the indicator.
5.1 Principle
It is prepared by mixing 200 mg of murexide with
In a solution containing both calcium and magne- 100 g of solid sodium chloride and grinding the
sium, calcium can be determined directly with mixture to 300 to 425 microns. The titration
EDTA ( ethylenediamine tetra-acetic acid or its should be performed immediately after the addi-
salts ) when the pH is made su,%ciently high ( 12 tion of the indicator because it is unstable under
to 13 ) so that the magnesium is largely preci- alkaline conditions. End point recognition is
pitated as the hydroxide and an indicator is used facilitated by the preparation of colour compa-
which combines, only with calcium. rison blank containing 2’0 ml of sodiumIs 3025(Rut40):1991
hydroxide solution, 0.2 g of solid indicator mixture 5.5 Procedure
(or 1 to 2 drops if a solution is used ), and
5.5.1 Pretreatment
sufficient standard EDTA titrant ( O-05 to 0’10
ml ) to produce an unchanging &our. Mix the sample and transfer a suitable volume
( 5u to 1OO ml ) to a beaker. Add 5 ml of
5.4.4.2 Patton and Reeder’s in&ator solution
concentrated nitric acid and evaporate on a hot
This ‘indicator solution permits the direct titration plate at a slow boil to the lowest volume possible
of calcium in the presence of magnesium. It ( about 15 to 20 ml ) before precipitation or
produces a sharp colour change from wine red to salting occurs. Add 5 ml of concentrated nitric
pure blue at the end point. It is prepared by acid, cover with a watch glass and heat to obtain
mixing I g of Patton and Reeder’s ( Eriochrome a gentle refluxing action. Continue heating and
Blue Black R ) reagent with IO0 g of .sodium adding concentrated nitric acid as necessary until
sulphate or potassium sulphate. digestion is complete as showa by a light-coloured
clear solution. Do not let sample dry during
5.4.5 Standard EDTA Solution - 0’01 M.
digestion. Add 1 to 2 ml of concentrated nitric
Dissolve 3’75 g of disodium ethylenediamine tetra- acid and warm slightly to dissolve any remaining
acetate, dihydrate in water and make up to 1 000 residue. Wash down beaker walls and watch
ml in a volumetric flask. Standardise this with glass with water and then filter, if necessary.
standard zinc solution. Pipette out 25 ml of Transfer the filtrate to a lOO-ml volumetric flask.
standard zinc solution in a 250-ml conical flask. Cool, dilute to mark and mix thoroughly. Take
Adjust the pH to approximately 10 with buffer a portion of this solution for the determination of
solution. Dilute to about 100 ml and add 3 to 4 calcium.
drops of Eriochrome Black T indicator solution.
5.5.2 Sample Preparation
This will give red colour. Titrate with 0’01 M
EDTA solution to a clear blue end point free from Because of the high pH used in this procedure,
violet tinge. This solution will be slightly stronger the titration should be performed immediately
than O.(,l M, dilute the solution to exactly 0’01 M after the addition of the alkali and indicator. Use
by adding calculated amount of water and recheck 50 ml of sample or a smaller portion diluted to
the strength by titrating 25 ml of standard zinc 50 ml so that the calcium content is about 5 to
solution by exactly the same manner as mentioned 10 mg. Analyse hard waters with alkalinity
above. This should consume exactly 25’0 ml of higher than 300 mg/l CaCCa by taking a smaller
standard EDTA solution. aliquot and diluting to 50 ml, or by neutralization
of the alkalinity with acid, boiling for one minute
Alternatively, calcium solution may be used for and cooling before’beginning the titration.
standardization of EDTA subject to the availa-
bility of certifed calcium carbonate according to 55.3 Add 2’0 ml of sodium hydroxide solution
the method given below: or a volume sufficient to produce a pH of 12 to
13. Stir. Add 0’1 to 0’2 g of the indicator
Weigh 3’723 g of dry analytical reagent grade murexide-sodium chloride mixture selected ( or
disodium ethylene diamine tetra acetate, dihydratt, 1 to 2 drops if a solution is used ). Alternatively,
dissolve in distilled water and dilute to 1 000 ml. approximately 1 g of the mixture of Patton and
Check the strength by standardizing against Reeder’s reagent and sodium sulphate or potas-
standard calcium solution as described in 5.5.3. sium sulphate may be used. Add EDTA titratit
Anexactly 0.01 M solution is equivalent to 0’400 8 slowly with continuous stirring to the proper end
mg of calcium per millilitre. point. Check the end point by sdding I to 2
drops of titrant in excess to make certain that no
5.4.6 Stock Calcium Solution
further colour change occurs.
Dry calcium carbonate ( Ca Co3 ) at 18O’C. for
5.6 Catculation
one hour and allow it to cool in a desiccator.
Suspend 2.50 + 0’01 g of the dried material in
110 ml of water. Add slowly the minimum Calcium ( Ca ), mg,/l ==“c_” x 1 000
amoant of 0’1 N hydrochloric acid to dissolve the
where
calcium carbonate ( approximately 500 ml j. Boil
briery to expel dissolved carbon dioxide, cool and A = v&me in ml of EDTA solution used for
transfer the solution quurtitatively to a 1 000 ml titration,
volumetric flask and dilute to mark with 0’1 N
3 = mass in n;g of calcium equivalent to 1 ml
hydrochloric acid.
of EDTA solution, and
5,4.7 Standard Calcium Solution
V = volume in ml of the sample taken for the
Dilute lC0 ml of the stock solution ( 5.4.6 ) to test.
250 ml using (1.1 N hydrochloric acid. This
5.7 Precision and Accuracy
solution is equivalent to l’r\O mg OF calcium
carbonate or 0’400 8 mg of calcium per millilitre. A synthetic unknown sample containing 108 mg/l
Store the solution in a polyethylene bottle. Of calcium, 82 n;g/l of magnesium, 3’1 mg/l of
2.JS 3025(Part40):19!N
potassium, 19’9 mg!l of sodium, 241 mg/l of 6.5 Procedure
chloride, 1’1 mg/l of nitrate, 0’25 mg/l of nitrite,
6.5.1 Preparation of Test Soiution
259 mg/l of sulphate and 42.5 mgil of total
alkalinity ( contributed by Na HCOa ) in distilled Samples containing particulate matter after acidi-
water was analyzed in 44 laboratories by the fication shall be hltered to prevent clogging of the
EDTA titrimetric method, with a relative standard nebulizer and burner systems. To a ILU ml volu-
deviation of 9’2 percent and a relative error of metric flask, add 10 ml of the lanthanum chloride
1’9 percent. solutipn ( 6.4.3 ) (if air/acetylene flame is to be
used ), or 10 ml of cesium chloride solution
6 ATOMIC ABSORPrION SPECTROMETRIC ( 6.4.4 > (if a nitrous oxide/acetyene flame is to be
METHOD used ). Add IO ml of the sample and make up to
the mark with 0’ 1 N hydrochloric acid.
6.1 This method is applicable to the analysis of
dissolved calcium in raw and drinking water and NOTE - If the concentration of calcium in the sample
is above 50 mg/l for air/acetylene flame or 20 mg/l for
can be used for water having a calcium content
nitrous oxide/acetylene flame, then appropriately smaller
upto5c,mg,l. A smaller volume may be used volume of the sample shall be used.
for samples containing higher concentrations. In
6.5.2 Blank Test
general nitrous oxide,‘acetylene flame should be
used if the composition of the sample is complex Carry out a blank test simultaneously using the
or unknown especially for samples witn a high same reagents in the same quantities and following
content of dissolved matter, or which contain the same procedure, but replacing the volume of
phosphate, sulphate, aluminium or silica. the test sample used in 6.5.1 by an equal volume
of water.
6.2 Interference
6.5.3 Preparation of the Set of Calibrations Solutions
Chemical interferences are common. These inter-
To a series of 100 ml volumetric flasks add 10 ml
ferences can be overcome by the addition of a
either of lanthanum chloride or cesium caloride
releasilig agent, that is, lanthanum chloride ( if
as in 6.5.1. With the aid of pipettes, add C; 2.5;
air!acetylene flame is used ) or cesium chloride
5; IC;; 15; 20 and 25 ml of the standard calcium
( if nitrous oxide/acetylene flame is used ).
solution. Make up to the mark with 0’1 N hydro-
chloric acid.
NOTE - Silicon, aluminium phosphate and sulphate
depress the sensitivity for calcium. Lanthanum or 6.5.4 Calibration and Determination
strontium at cencentration of 0’1 to 1’0 percent may be
added to the samples and standards to control these Carry out the measurements at 422’7 nm. As-
interferences and simultaneously ionization interferences pirate the calibration and blank solutions in ran-
for calcium in air/acetylene flame. Acid concentration of
dom order and aspirate 0’1 N hydrochloric acid in
the standards should be matched with that of the samples.
between. Prtipare calibration graphs. Aspirate the
test solutions, with an aspiration of C’l N hydro-
6.3 Apparatus
chloric acid in between and determine the absor-
Atomic absorption spectrometer set up and bances.
equipped with an appropriate burner for air/
6.6 Calculation
acetylene flame or nitrous oxide,‘acetylene flame
and a hollow cathode lamp for calcium with a Calcium ( as Ca ), mg/l = C % -$
wavelength of 422’7 nm. “0
where
6.4 Reagents c= concentration, expressed in mg!l of
calcium calculated from the calibration
6.4.1 Hydrochloric Acid - 1 N.
graph, having taken into account tbe
6.4.2 Hydrochloric Acid - 0’1 N. blank value;
vo = volume in millilitres of the original
6.4.3 Lanthanum Chloride ( 20 g/l of La )
sarr.ple tE ken for analysis; and
Take 24 g of lanthanum oxide ( La;? 03 ) into a l- v, = volume in millilitres to which the sam-
litre volumetric flask. Slowly and cautiously, add ple has been diluted.
51~m l of I N hydrochloric acid while stirring, to 7 PERMANGANATE TITRATION METHOD
dissolve the lanthanum oxide. Make up to the
7.1 Principle
mark with water.
The calcium present in the solution is precipitated
6.4.4 Cesium Chloride ( 20 g/I of C’S > as oxalate filtered oft end unshed. The washed
precipitate is dissolved tn dilute snlphuric acid,
Dissolve 25 g of cesium chloride in 1 litre of 0’1
and the oxalic acid llbersted is titrated against
N hydrochloric acid and make up to 1 000 ml.
standard potassium permangznate solution. The
hon.ogeneous precipitation Ppproach using the
6.4.5 Standard Calcium Solution
urea hydrolysis n;ethod is best suited for the
Take 5 ml of the stock calcium solution ( 5.4.6 ) precipitation of calciun- oxalate. Initially the
and dilute with 0’1 N hydrochloric acid to 50 ml. pH of the solution is adjusted to approximately
3IS 3025(Part4 0): 1991
1’0 by adding sufficient amount of acid. This is provided with a pad of purified asbestos, or most
followed by ammonium oxalate and urea. Upon simply, through a sintered glass or.. porcelain
boiling the solution, the urea gradually undergoes filtering crucible. Collect the filtrate in a vessel
hydrolysis and thGpH rises to the point of calcium which has previously been cleaned with ’ chromic
oxalate precipitation. The precipitate is filtered acid mixture and then thoroughly washed with
off immediately after formation. This eliminates distilled water. Store the filtered solution in a
the digestion period which is otherwise required. clean, glass stoppered bottle. Keep it in the dark
The solution must remain clear until boiling is or in an amber coloured bottle or in diffused
commenced to hydrolyse the urea. light except while in use.
72 Interference Weigh out accurately about 1’7 g of dry sodium
oxalate into a 250-ml volumetric flask, dissolve it
The sample should be free of interfering in water and make up to the mark. Pipette out
elements of strontium, silica, aluminium, iron, 25 ml of this solution into a 400-ml beaker and
manganese, phosphate and suspended matter. add 150 ml of 1 N sulphuric acid. Titrate this
Strontium may precipitate as oxalate and cause solution rapidly at room temperature with potas-
high results. In such cases, determine strontium sium permanganate solution to be standardized
by flame photometry. Interference of ,silica may while stirring, to a slight pink end point that
be eliminated by classical dehydration procedure. persists for at least I minute. Do not let the tenpe-
Precipitate aluminium, iron, and manganese by rature fall below 85°C. If necessary, warm beaker
ammonium hydroxide after treatment with persul- contents during titration. Repeat the titration
phate. Precipitate phosphate as the ferric salt. with two more aliquots of the oxalate solution.
Remove suspended matter by centrifuging or by
filtration through sintered glass crucible or a Calculate the normality of the permanganate
cellulose acetate membrane. solution using the following relationship:
Normality of potassium lOOX?nl
7.3 Apparatus
permanganate solution .- 67 X_yl
7.3.1 Beakers with Glass Rod - 400 ml capacity
and cover glass. where
ml = mass in g of sodium oxalate taken, and
7.3.2 Filtration Set Up
vl = volume in ml of the potassium per-
A coarse filter paper or a small filter paper suppor-
manganate solutioti consumed by 25
ted in a Gooch crucible with suction.
ml of the oxalate solution.
7.4 Reagents 7.5 Procedure
7.4.1 Quality of'Re agents Pipette out 50 ml of the sample ( containing about
Unless specified otherwise pure chemicals and 10 mg of calcium > into a 25,)-ml beaker. Add
distilled water ( see IS 1070 : 1977 ) shall be used dilute hydrochloric acid drop by drop to a pH of
in the tests. approximately 1’0. Add a few drops of methyl
red indicator solution ( sufEcient acid must be
NOTE - Pure Chemicals shall mean chemicals that do present in the solution to prevent the precipitation
not contain impurities which affect the results of analysis.
of calcium oxalate when ammonium oxalate
7.4.2 Hydrochloric Acid - I N. solution is added ). Add about 10 ml of saturated
ammonium oxalate solution gently until the
7.43 Methyl Red Indicator Solution
methyl red changes colour to yellow (pH 5 )_
Dissolve 100 mg of methyl red sodium salt in
Filter through a coarse filter paper or with suction
100 ml of hot water or dissolve in 60 ml of etha- on a small filter paper supported in a Gooch
nol dilute with 40 ml of water. crucible. Wash the precipitate with cold water till
7.4.4 Ammonium Oxalate Solution - Saturated the filtrate is free from chloride. Transfer the
solution in water. filter paper and the precipitate (or the Gooch
crucible and precipitate ) to the original beaker,
7.4.5 Urea dissolve the precipitate in hot dilute sulphuric
7.4.6 Dilute Sulphuric Acid - 1 N. acid and titrate immediately with standard 0.05
N potassium permanganate solution as describ&
7.4.7 Sodium Oxalate
in 7.4.8.1.
7.4.8 Standardization of Potassium Permanganate
7.6 Calculation
Solution
Weigh about I.6 g of AR grade potassiuln per- Calcium ( as Ca ) mg,/] _- &: x loo
manganate on a watch glass, transfer it to a I 500-
where
ml beaker, add 1 litre of water, cover the beaker
with a watch glass, heat the solution to boiling; A =_ volume in 1~1 of perrnanganate solution
boil gently for 15-30 minutes and allow the solu- used for the titration,
tion to cool to the laboratory temperature. Filter B =._ mass in mg of calcium equivalent to 1 ml
the solution through a funnel, containing a plug of potassium permanganatc solution, and
of purified glass wool, or through a Gooch crucible volume of the sample taken for the test.
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This Indian Standard has been developed from Dot : No CHD 12 ( 0033 )
Amendments Issued Since l’ublication
Amend No. Date of Issue Text Affected
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Print& at Dee Kay Printers, New Delhi-1 10015, lndta
|
2185_3.pdf
|
IS : 2185 ( Part 3 ) - 1984
(Superseding IS : 5482-1969)
Indian Standard
SPECIFICATION FOR
CONCRETE MASONRY UNITS
PART 3 AUTOCLAVED CELLULAR (AERATED )
CONCRETE BLOCKS
First Revision )
(
First Reprint DECEMBER 1989
UDC 693.5:692,327.332-437
I
.
BUREAU OF INDIAN STANDARDS
MANAK BHAVAN, 9 BAIIADUR SHAH ZAFAR MARC
NEW DELHI llULO2
Gr 4 March 1985Indian_S tandard
SPECIFICATION FOR
CONCRETE MASONRY UNITS
PART 3 AUTOCLAVE0 CELLULAR ( AERATED )
CONCRETE BLOCKS
First Revision )
(
Cement and Concrete Sectional Committee, BDC 2
f.himal R6pwnting
DRH. C. VISVEWARAYI Cement Re8eaTchl mtitute of India, New D&i
WJ
ADDITIONAL DIIL~JTOB, STAEDARDS Research, Designs C Standards Orga&aGon
(B&S) ( Ministry of Railways), Lucknow
DEPUTY Dmto~on, STANI>ABDS
(B&S) (A&s-s)
SHRI K.P. %lOSRJlEE L+rsen 6 T&ro Ltd, Bombay<
SIM HARISJI N. MALANI ( Al:ernute )
SHRI S. K. Barrs~~xx National Test How, Calcutta
DR K. S. BUL Struc;tu~~etgineenng Research Centre (CSIR ),
SURI V. K. Gn~xzuc.4~ ( Al&mate?
SHRI S.P. CHARRABOUTI RordrN~in@~poolSbippingand Transport,
SHRI N. Ss~v~cro~o ( Al&a& )
Ca~u Earour~~~~ ( BD ) Beas Designs Organization, Nangal Tonnship
Soar J. C. BMUE ( Alhrnaie )
CHlEI ENomBB (Drnane) Central Public Works Department, New Delhi
EJlSclUTEYl E~OIXXIC~
( D~;~xuN~ ) III ( Altmwte )
cFm& g;ix ( RnEABCH )- Irrigation Department, Government of Punjab,
Chandigarh
R&BCH Ormc~ ( IPRI ) ( A&mate )
Dx%s . K. ClsoFxU Cement Research Insdtute of India, New Delhi
D~A.K.A4v~~1ox(A&aaets)
(CmtinudrpegrZ)
lication is protected under theISr2183(Part3)-1384
.
bhbns w-h
DIXLEOTOB A. P. Engineerh~ Rerearch Laboratories,
Hyderabad
DIBWTOR Central Soil & Materi& Research Station,
New Delhi
DEPUTY D~~EOTOB ( Altmaate )
DIBE~OE (C & MDD-I ) Central Water Commission, New Delhi.
DEPUTY D~sra~ ( C & MDD-I ) ( dttnnorr )
SHBI T. A. E. D’SA The Concrete Associition of India, Bombay
Sasr N. C. Dnoaa~ ( Alknurtr )
SHRI A. V. GOKAli Cement Controlier ( Ministry of Industry)
SHBI s. s. bfIQLANI(~hSUt4)
SERI A. K. GUPTA Hydgak$atisbestos Cement Product Ltd,
SERI P. J, .JroUS The .&o&ted Cement Companies Ltd, Bombay
Sam M. R. VINAYAKA ( Ahmate )
SHRI N. G. JOSHI Indian Hume Pipes Company Ltd, Bombay
SHXI S. R. KULKABNI M. N. Dastur & Co. Pvt Ltd, Bombay
SHBI s. K. LAHA The Institution of Engineers ( Is&a ), Calcutta
SHRI B. T. UNWALLA (Altcmute)
SH~I G. K. MAJUXDAR Hindustan Prefab Ltd, New Delhi
SERI H. S. PASRIOHA( A&era&)
SHRI K. K. NABXBIAR In Personal Capacity (‘Ramaaalaya’ II FirJt
Cre.wntRuk~;~~Adp,~)
SEBI Y. R. PHULL ~~~alRo~&.&n
SHBI Y. R. PHULL esearcb Institute (CSIR),
New Delhi
&RI hf. R. CEATTEBJZ33 ( &Cfa& I )
SHRI K. L. SErHI ( ~bYfiUtC1 1)
DR MO~IANR AI Central‘ Building Research Institute ( CSIR ),
Rmrkee
Ds S. S. RE~SI (Alternuts)
SHRI A. V. RAMANA Dalmia Cement ( Bharat ) Ltd. New Delhi
DB K. C. NARAN~ ( Altemats)
DR M. RAMAIAH Struc;;i,ngineering Research Centre, ( CSIR ),
DK A. G. MADHAVA RAO ( Alters& )
SHI:I G. RAYDAJ Directorate General of Supplies and Disposals,
New Delhi
DR A. V. R. RAO National Buildii Orga&ation, New Delhi
SHRI J. SEN GUPTA ( &en& )
SHRI R. V. CEALA~ATHI R*o Gedegid Survey of India, Calcutta
Smtr S. ROY ( Altanorr )
SERI T. N. S. RAO Gammon India Ltd, Bombay
SKFUS.A.RBDDX(~)
SRRIA~JUX RIJHSINGIIAI?I Cement Corpora&n of India Ltd, New Delhi
SH~I C. S. SHABXA (Ahnate )
Srn~ H. S. SATYANARAYMA Engineer-in-Chief’s Branch, Army Headquarters,
New Delhi
_ SEBI V. R. KOTNI~ (Aftemote )
~ICRETARY Central Board of Irrigation and Power, New Delhi
SERI K. R. SAXlENA ( Ahnatd 1,lSr2185(Part3)-1984
Indian Standard
SPiXIFICATION FOR
’ CONCRETE MASONRY UNITS
PART 3 AUTOCLAVED CELLULAR (AERATED )
CONCRETE BLOCKS
( First Revision)
0. FOREWORD
0.1 This Indian Standard ( Part 3 ) ( First Revision ) was adopted by the
Indian Standards Institution on 30 April 1984, after the draft finalized by
the Cement and Concrete Sectional Committee had been approved by the
Civil Engineering Division Council.
0.2 A series of National Standards on the cellular concrete has been
formulated so as to provide standard products for the construction
of buildings. Cellular concrete is a class of material which has been
developed commercially abroad and is coming in vogue in this country
also. This specification is intended for cellular ( aerated ) concrete blocks
and its manufacture using the method of generation of gas by chemical
action, the details of which are broadly indicated in Appendix A. The
Sectional Committee responsible--for the preparation of this standard has,
however, no intention’to freeze the method of manufacture to any one
particular method.
0.3 Concrete masonry, already extensively U+ in building construction
abroad, is likely to make very consider&e- headway in this country
because of the many advantages, such as durability, strength and
structural stability, fire resistance, insulation, and sound absorption it
possesses. Concrete masonry construction is also economical because of
the following aspects:
4 The units are relatively largeadd true in size and shape. This
ensures rapid qonstruction so that more wall is laid-per man-hour
than in other types of wall construction;
jointr
W Fmm result in considerable saving in mortar as compared
to normal masonry construction, and also in increasing the
strength of the wall, and
3
r ;_ .&%. __
;+. I.. +IS:.2lSS(Part3)-1984
c) The true plane surfaces obtained obviate necessity of plaster for
unimportant buildings situated in low rainfall areas; even when
plaster is used br any reason, the’ quantity required for
satisfactory coverage is significantly small.
0.3.1 Concrete masonry has an attractive appearance and is readily
adaptable to any rtyle of architecture. It lends itself bo a wide variety of
surface fmishes for both exterior and Werior walls. It may also be
finished with cement plaster, gauged with ltie or a plasticizer. Concrete
masonry units provide a strong mechanical key, uniting the concrete
masonry backing and the plaster finish in a strong permanent bond.
0.3.2 Autoclaved cellular ( aerated ) concrete’blocks are ,used for both
load bearing and. non-load bearing internal walls, partition and panel
walls, inner leaf of cavity walls or as backing to brick masonry and for
external load-bearing walls aa”w d! as panel walls in steel or reinforced
concrete frame construction when protected From weather by rendering
, or by some other efficient treatment.
0.4 This standard was first published in 1969 as “IS : 5482-1969
Specification for autoclaved cellular concrete blocks”. This first +sion
is being issued as IS : 2185 ( Part 3 > 19W under the modified title
“Spec.&ation.for concrete masotiry units: Part 3 Autoclaved cellular
( aerated ) concrete blo&ks” and supersedes the former standard
IS : W-1969. .Part 1 of this standard Covers hollow as& solid concrete
blocks of normal weight and Part 2 Covers hollow and solid light weight
concrete blocks. Thii &cation in title is inte&ed far frcilitating the
co-ordination of requirements of various types of concrete masonry units,
covered under various Indian Standards.
0.4.1 This standard incorporates significant modscations specially with
regard to materials and physical requirements such as dimensions, surf&e
finish and texture. Requirement of fire resistance has heen omitted from
this revision and thermal conductivity has been retained. A clause on
terminology has been added in this revision.
9.5 For the purpose of deciding whether a particular requirement of
this standard is complied with, the 6nal valw, ohserved or calculated,
expressing the result of a test or analysis, shall he rounded off in
accordance with IS : 2-196W. The number of sign&ant places retained
in the rounded off value should he the same as that of the specified
value in this standard.
rRuleaf or rowding off numerical values (Ad).
i$
41. SCOPE
1.1 This standard (Part 3 ) covers the requirements of autoclaved cellular -
( aerated ) concrete blocks &ving density up to 1000 kg, ms.
2 TERMXNOLOGY
20 For the purpose of this standard, the following definitions shall
OpPlY.
21 AutocIivctt -Steam curing of concrete Products, sandlime bricks,
asbestos cement products, hydrous calcium silicate insulation Products, or
cement in an autoclave at maximum ambient temperatures generally
between 170 and 215oC.
22 Block - A concrete masonry unit, any one of the external dimensions
of which is greater than the corresponding dimension of a brick as
specified in IS : 33520197W, ,and of such sixe and mass as to P&nit it to
be handled by one man. Furthermore, to .avoid czfusion with slabs and
Panels, the height ‘of the block shall not exceed either its length or six
times its width.
2.3 Block Density - The adensity calculated by dividing the mass of a
block by the overall volume, including holes or cavities and end recesses.
.24 Drying Sbriulmge - The difference between the length of specimen i
which has been immersed in water and then subsequently dried to
constant length, all under +.d conditions ; expressed as a percentage
of the drykertgthofthesPaomm&
2.5 Cmas Area -The total area occupied hy a block on its ~Jwdding
face, including areas of the cavities and end recess.
2.6 H&&t-The vertical dimension of the exposed fice of a block,
excluding any tongue or other device designed to provide mechanical
keying.
27 Len@ - The horixontal dimension of the exposed fact of a blodc,
excluding any tongue or other device designed to provide rnec&&cal
keying.
Width -The external dimension of a block at the bedding plarre,
Y tasured at right angler to the length and height of the block.IS:2185(Part3)-1984
3. DIMENSIONS AND TOLERANCES
3.1 Concrete masonry building units shall be made in sixes and shapes to
fit different construction needs. They include stretcher, corner, double
corner or pier, jamb, header, bull nose, and partition block, and concrete
floor units.
3.2 Concrete Block - Concrete block shaI1 be referred to by its nominal
dimensions. The term ‘nominal’ means that the dimension includes the
thicknesso f the mortarjoint. Aitual dimensions shall be 10 mm short of
the nominal dimensions (or 6 mm short in special cases where finer
jointing*k specified).
3.2.1 The nominal dimensions of the concrete block shall be as follows:
I,ength 400,5000r600mm
Height 200,250 or 360 mm
Width 100,150,200 or 250 mm
In addition, block shall be manufactured in half lengths of 200,250
or 300 mm to corresponcl to the full lengths.
The nominal dimensions of the units are so designed that taking
account of the thickness of mortar joints, they will produce wall lengths
and heights which will conform to the principles of modular co-ordipation.
3.2.2 Blocks of sixes other than those specidied in 3.2.1 may also be used
if so specified. In the case of special concrete masonry U&S such as jallie
or screan wall block and ornamental bl&, the specified sixes may not
necessariljra pply.
3.2.3 The maximum variation in the length of the units shall not be
more than f 5 mm and the maximum variation in the height and width
of unit, not more than f 3 mm (se Fig 1 for mode of measurement).
3.3 Subject to the tolerances speciflexl in 3.23 and the provisions of 3.4
the faces of masonry units shall be flat and rectangular, opposite faces
shall be paralkl, and all arises shall be square. T@ bedding surfaces
shall be at right angles to the faces of the blocks.
3.4 Bhcks with Special Faces -Blocks with special fat& shall be
manufactured and supplied if so specified.
l
4. CLASBIFEGATXON
a1 The autoclaved udlular c42nfx&abbckcsludi~~intwo
grades according to their compressive strengths as indicated in Table 1.
6(a) Four Fositionr for Checking Length of Whoie
Blocks &nd for Measuring Length of Cut
_ Specimens
(b) ~~w~s:oitieor for Checking Height of Whole
(c) Sevea Meaaucements of Thickness
I
FIG. 1 CHECKING AND MEASURING DIMJZN@ONSO F BLOCKS
TABLE 1 PHYSICAL PRO~~RO =OCLAVED CELLULbt
(Cfuu.w4.1,8.3,8.4,8.5, 11.2, 11.3ondl1.4)
DG~~~ITYI N C)Vqwty COUPBEO~~E STBBNOTEI, THFJ~MAL COXDIJC~P
COJDITIOR. VITY IN Am DRY
_-_--L___~ COXDITION
Grade 1 Grade 2 *
(1) (2) (3) (4) (5)
helms N/mms N/mm% W/m.k
i) 451to550 2-O l-5 0.21
ii) 551 to656 4-O 39 O-24
w 651 to 75q PO 4-o 690~
iv) nit0650 6-O 59 637
4 651t01aIO 7-o 6-O 0.42
7%I Wt- Cement compl ’ g with any of the fouoWing Indian
Standardsmaybeusedatthe Eretlon ofthe manufacturer:
IS :269-1976 Spe&c&on fin o&nary and low heat Portland
cmnent (t&d mdsbn ).
IS : 455-1976 Specification for Portland slag cement ( third rwih )
IS : 1489-1976 Spe&cation for Portland poxwlana cement
(wnmdr&ioa)
IS : 6969-1973 specification for supersulphated cemext
IS: 8941-1978 Snec&atioh for rapid hardening Portland cement
(jfst mti.)
IS : 8942-1978 Specllkaticm for white Portland cement (jr&
rsoiridn)
IS : SO43-1978 Specificsrtion for hydrophobic Portland cement
(ji?st mnxm )
5.I.l U8e of fly a8h conformingX0 IS : 38129f981* may be permitted to
a limit of 26 percent in cement conforming to IS : 26%1976t. However,
it shall be ensured that blending of fly ash with cement ia as intimate as
possible, to achieve maximum unikmity.
a Lime - The lime shall satisfy the requirementa fbr Class C lime
Speci6ed in IS : 712-19734.
5.3 Aggregate - The aggregate used for the manufacture of cellular
concrete bloclu shall conform to the following requlrementx
4 Saad - Conformiug to IS : 383-lYi@ except for the grading
which may be made to suit the product and the silica content
shall not be lc0 than 86 percent.
b) &?? A&- Confbrmlng to IS : 3812-1981* with loss on ignition
notmorethan6percent.
4 Gr&d Blast l%mw Slag - Generally conforming to Note# 1
and 2 of 4.2 of IS : 455~197Q may be used.5A Water-The water wed in the manufacture of concrete masonry
uairrsbrrllkffssApmmutethaim~tocontrattur~~or.
mrc(ap-lih!lyltaecttbrcIcerrc c in the unit8 and shall meet the
‘ecfuinarmb of IS : 446+978$.
!iSAddi$ivea or Am -Additives or admixtures may be
added either as additives to the cement during manufacture, or as
.
admutum to the concrete mix. Additives or admixtures used in tht
lMn&umxof coacretemaefmryunitamaybez
a) acceierating, water-redo&g and air-entraining admixtures
couformixg to Is : 910~197*.
b) waterproofing agents conforming to IS : 2645-1975$, and
c) colouring pigmen&
Where no Indian Standards apply, the additives ‘or admixtures
shall be shown by &eat or experience, to be not detrimental to tht
durabii of the concrete.
of
6.1 The aerated structure or the ce& Le celhtlar concrete blocks shall
be fbrmed by generation of a gas by chemical action, with &&mix, prior
to hardening with the aid of suitable chemical foaming a- and
mixing devices. The c&s in the block shall be distributed evenly
throughout its volume. Broad principl& for the manufacture of the
autoclaved cellular concrete blocks are given in Appendix A for guidana
d’lr.
7. SURFACE TSXTURE AND FINZSI-I
7.1 Concrete nmsonry, units can be given a variety of surfacre textures
ranging fromavtryfiatc~texrantoacoarsso~texnaehythe
proper selection, grading, and proportioning of aggregates at the time of
manufacture. Textures may also be developed by treating the face ofthe
units whiie. still green by wire brushimg or combiig, by sligw eroding
the surface by playing a fme spray of water upon it, and by sphtting
(@it block). Colour may be introduced by incorporating non-fading
mineral pigments in the facing concrete, or by applying a coloured
ament grout or paint to the face of the units soon after they are removeif
from the mot+; Selected coloured aggregates may also be used.in the
facing and exposed by washing with water or dilute hydrochloric acid. .
Wade ofpra&ce for plain and reinforced concrete ( Wd.mrLim).
$+&catbn for admiaura for concrpte.
++ +edh- Wm* for iategrd ceII)cBt wta proohg eompoua& (Jrd rrtirhs ).
9lS r.2&85 [ Part 3) - 1SM
72 ~~‘elllm ade ccexrete mawzxiry . may not require plaster in Couco f
unimportant. buildings in low rainfall areas; two or three coa@ of a cement
‘point being sut%cientt o render it resistant to rain water. If, howeve+ it is
intended to plaster concrete masonry, the block shall have a sufficleatly
rough surface to afford a good key to the plaster. Waterproogng
admixtum. may he used fot.preparing the plaster.
8.1 General - All units rhall be ‘sound and free of cracks or other d&cur
which interfere with the proper placing of unit or impair the strength or
performance of the construction. Minor chipping resulting from the
customary methods of handling during delivery, shall not be deemed
grounds for rejection.
8.X.1 Where units are to be used in exposed wall construction, the face
or faces that are to be expelled shall be free of chips, cracks, or other
imperfections, except that if not more than 5 percent of a consignment
contains slight cracks or small cbippings not larger t&an 25 mm, this shail
c*
not be deemed grounds for rejection.
9.2 Dirneasions -The overall dime-ions of the units when measured
as given in 3.24 shall be in accordance with 33.1 subject to the tolerances
mentioned in 3.2.3.
9.3 Block Deasity - The block density shal&,c onform to the require- ._
ments specified in Table 1 when tested in accordance. with 9.1. _
8.4 Compressive Stron@ -The minimum compressive strength,
being the average of twelve units, shall be as prescribed in Table 1
when tested in accordance with 9Z
8.5 Theraual Conductivity ---The thermal conductivity shall not
exceed the values specified in Table 1 when tested in accordance
with 9.3.
S.6 Urying Shriukage -The drying shrinkage shall be not more than
095 percent for Grade 1 blocks and @ 10 percent for Grade 2 blocks when
tested in accordance with 9.4.
$1 Block Density -The block density shall be determined in the ’
manner described in IS : 6441( Part 1 )- 1972*.
-*Methodso f test for autociaved ceIIuIar coacrete p;oduct~: Pa& I Detefmin8tion of
uait weight or bulk density and moist&se conteat.
10j
rS : 2115 f Part 3 -‘Mb4
62 Gompressive Strength --The compressive strength shall be
.
detemmd in accordance with IS : 644i( Part 5 j-1972*.
9.3 Tbesmal ~~d&vity -The thermal Conductivity ihall be
determined in kccordance with IS :‘3346-19807.
9.4 Drying Shrinkage -- The dry&g shrink e’ shall be determiried .in
the manner described in IS : 6441 ( Part 2 )-I99 2:.
10. SAMPLING
10.1 Lot - In any consignment, all the blocks of the same size and from
the same batch of manufacture shall be grouped together into a minimum
number of groups of 10 000 blocks or less. Each such group shall
constitute a lot.
10.2 From each lot a sample of 24 blocks shall be selected at random.
In order to ensure randomness of selection, al! the blocks in the lot may
be arranged in a serial order. Starting from any random block every rth
block may be selected till the requisite number is obtained, I heing the
integral part of N/2+, wbere #is the lot size.
10.3 The required number of blocks shall be taken at regular intervals
during the loading of the vehicle or the unloading of the vehicle depencl-
ing on whether sample is’to be taken before delivery or after delivery.
When this is not practicable, the sample shall be taken from the stack in
w&h case the required number of blocks shall be taken at random
from across the top of the stacks, the sides accessible and from the
interior of the stacks by opening trenches from the top.
10.4 The sample of blocks shall be marked for future identification of the
consignment it represents. The blocks shall in? kept under cover and
protected from extreme conditions of temperatrlre, relative humidity and
wind until. they are required for test. The tests shall be undertaken as
soon as practicable after the sample has been taken.
103 Number of Tests
10.5.1 AH the 24 blocks shall be checked for dimensions and inspected
for visual defects.
_-~- --I
*Methods of test for iiutckla~cd celh~lar concrete products: Part 5 Determination of
compressive strength.
tbfethods for the drtermiwtion’ of tlwtmal conductivity of thermal insulation
m;cteriak ( two slab. g(ttw:l**d~h &-plate metbed ) (jolt trm&+~ ).
$Melhods of teat far autocla&d cellular concrete products : Part 2 Determination
al dryi= shrinbge.
11
ic L. _ _ ,, .._._ .-lU.!Z Out of thb 24 blocks, 12 blocks shall be subjected to the test for
compressive streugth, 3 blocks to the test fbr de&y, 3 blochs to the test for
thermal conductivity, and 3 blocks to the test for drying shrinhage. The
remaining 3 blocks shall be reserved for re-test for drying shrinkage if a
need arises.
11.1 The number of blocks with dimensions outside the tolerance limit
and or with visual defects, among those inspected, shall not be more than
two.
1Lg For density, the mean value shall be within the range specified in
Table 1.
11.3 For compressive streugth, the mean value, say ;\- shall be deter-
mined. The test results shall be grouped into groups of 4 and individual
values of ranges shall be determined and the average range a calculated
from these values and shall satisfy the following condition:
x - 0.6 @ > minimum value qiecified in Table 1.
la.4 For thermal conductivity, the mean value shall be equal to or less
than the value specSed in Table 1.
lid I’or drying shrinkage, all the test specimens shall satisfy the
requiruments of the test. If one or more specimens fail to satisfy the
requirements, the remaining 3 blocks shall be subjected to these tests. All
these blocks shall satisfy the requirements.
22, MANuFACMlRER ‘S clkTIFIcATE
121 The manufacturer shall satisfy himself that the masonry units
conform to the requirements of this specification and, if requested, shah
supply a certikate to this effect to the purchaser or his representative.
13. INDEPENDENT TESTS
13.XI f the purchaser or his representative requires independent tests, the :.
samples shall be taken before or immediately after delivery, at the option
of the purchaser or his representative and the tests shall be carriod out in
accordauce with this specification.
13.!2 The manufacturer shall supply free of charge the units required for
testing.
12
__
_ ._ _ .<..;_, _ .<.,cIS:2183(Part3)-1984
14. STORAGE
14.1 General requirements of storage of autoclaved cellular ( aerated )
concrete blocks shall be as described in IS : 40&-1977*.
13.1 Each lot of concrete masonry units manufactured in accordance
Gith tbia speci&ation shall be suitably marked with the fiAtowing
informatiom
a) The Identification of the manufacture;
b) The grade and block density of the unit; and
4 The month and year of manufacture.
151.1 Each block may also be marked with the ISI Certification
Mark.
NOT= - The use of the ISI Certification Mar& is governed by the provisions .of
the Indian Sta&ards Institution (Certification Marks 1. Act and the Ruler and
~Regulatiaeu made thereunder. The ISI Mark on producta covered by an In&an
Standud conveys the OrsurGce that they have been produced to comply with t&s
requirements of that standard under a welt-detin~d syrtem of inspection, testins ad
qualii contrd which is devised and supervised by IS1 urd operated by the producer.
IS1 marked products are also continuously checked by IS1 for conformity to that
standard as a further safeguard. Details of conditions under which a licence for the
use of the IS1 Certification Mark may be granted to manufacturers or processors,
may be obtained from the Indian Standards Institution.
APPENDIX A
( Clause 6.1 )
MABithACTURE OF AUTOCLAVED CELL&
CONCRETE BLOCKS
A-l. Cellular concrete blocks involve the use of aerated concrete which
is made by introducing air or other gas into a slurry composed of cement
( JU 51) br lime ( sdc 5.2 ) and a siliceous filler ( scu 5.3 ) so that when the
mixture sets hard after autoclaving, a uniform cellular structure is
obtained. There are several ways in which air-cells or other voids may
*Recommendations on rtacking and storage of construction materials at site
!Jf~tr#Ui+).he formed in the slurry as to result in a cellular structurea fter autoclaving,
the principal ones of which are the following:
a) By the formation of gas by chemical reaction within the mass
during the liquid or plastic stage, in the same way as carbon
dioxide is formed and used in aerating bread and baked’
products; and .
.. .
b) By introducing air from without, either by adding to the durry
in the mixer a preformed stable foam such as is used in fh’e-
fighting or by incorporating air by whipping (with the aid of
an air-entraining agent ), in the manner in whichegg-white may
be whipped to a light cream or foam.
A-2. Suitable steam-curing is practically unavoidable in making cellular
concrete blocks with cement as binder’and the same is absolutely essential
when lime is used. Generally, auto claving is done for about .14 to
18 hours at about 788 kPa and about 185”C, the heating and raising
of pressure or cooling and lowering of pressure being generally gradual
over a period of few hours.
A-3. Although simple in principle, the commercial production of
autoclaaed cellular concrete blocks is quite elaborate in.practice. The
sand or 0th~ siliceous material is generally ground in ballmills to their
required degree of fineness which is usually comparable with the fineness
of ordinary Portland cement.
14iS:2185 (Parts)-l-4
( Continuedf rom plrdc 2 )
.
MmtbU~ Repre.unting
~SERI K.A. SVBRAXAXIAX The India Cement Ltd, Madras
SHBI P. S. RAXACH~~I~K~X ( .-lfrmcrrc)
S u. p JER I N T ISw D I N o I:SCIW-EIL Public Works Department. Government of
.crjF3IQI'TS) ‘rami Nadu, Madras
&ECUTI*E ENB$XUX ( SM & R
. Dlvrsrott ) ( Xfcrnak j
SrUtx L. Swanoor Orissa Cement Ltd, New Delhi
SRRI D. S. Btt,~~u.& ( .4lfernak )
SII RI G. RAIAN, Dinctor Gmrml, IS1 ! i%-&cto Men&r)
Director (Civ Engg )
Srcrebry
SHIU N. C. I:,\slnY~P.4I,llYAY
Deputy Dirrctor ( Civ Engg)), ISI
Precast Concrete Products Subcommittee, BDC 2 : 9
Conmner
SHNIG. K. MAJU~DIR Hindlutan Prefab Ltd. New Delhi
hfembns
L)EPUTY DIREI.TOB, SY.\NI~ARIU Research: Designs & Standards Organization,
(B&S) Mintstry of Railways, Lucknow
A s s I s T + N ‘c I>1K X,‘T,‘P ,
hNl&TB ( 1: & s )-II
( Alttrwc )
Slrm C. G. VITII~L l<i\o ( Aftertrn!t )
DIUKOTOR Central Soil and Materials Research Station,
New Delhi
DEPUTY DIRRCT~R ( Al~trna~)t
SRRI Z. G~o~on Structural Engineering Research Centre
( CSIR ), Madras
DR A. G. b%ADRAVA R.\o ( df~trnnlt )
Sanr V. G. Gofilr~~r Bombay Chemicals Pvt Ltd, Bombay
SUXI B. K. JINDAL Central Building Research Institute ( CSIR ).
Roorkee
DE S. S. REHSI ( Alttrnutr )
SEaI L. c. LAI In personal capacity ( B/17, IVest End, Stw Delhi )
SRRI S. NAHARO_Y Engineering Construction Corporation Ltd,
Madras
Snnx A. RXUAKBISIIX.+ ( :lftemate )
SRRS D. B. NAIK Engineer-in-Cbirf:s Branch Army Headquarten,
New Delhi
SHnI SVClCA sIW3& (.~fitmalt )
Smcr K. K. NAJXBIAR In personal capacity ( ‘Rc~neaafya’ II ji”ySt Crescral
Park Read, Gvtdkinagq .4&w, Ma&m)
SHRI B. V. B. PA1 The Concrete Association of India, Bombay
SERI P. Sarmv.~~rr ( dfternate )
15.
Mderl Aepfesrntiq
SRBI H. S. PMPZCHA Hhduuan Prefab Ltd New Delhi
DE N. RAG~AVTINDRA Cement R-arch Institute of India, New Delhi
SXRI v. IbYALIXGAX Neyveli Lignite Corporation Ltd, Neyveli
SUI K. A. RAYABEAUBAN (A&era&e)
DB A. V. R. RAO National BuiMings Organization, New Delhi
SIIRI J. SEX GVPTA (Altemtie )
SEBI B. G. SHIXXE 1). G. Shirk k Co Ltd, Pune
SHRI R. T. PAWA; ( Alternate)
SHltI c. M. SwrxIvAeArr M/r C. R. Narayana Rao, Madras
SHBI C. N. RA~~AVENDIAN ( Ahmate )
S~~~IUTEJCY~~ ENamEn ( P & S ) Tarnil Nadu HousingK oard, Madras
PRoJxcT O~lmEB (Aknute )
S~~BBINTXUDIRQ SVRVEYOR OF I Central Public Works Department, New Delhi
Worn.9 (NZ)
Sonrryoa 01 Wo~nr (NZj (Aitem&e )
16BUREAU OF INDIAN STANDARDS
Headquaners:
Manak Bhavan, 9 Bahadur Shah Zafar Marg, NEW DELHI 110002
Telephones: 331 01 31. 331 13 75 Telegrams: Manaksanstha
( Common to all Offices )
Regional Offices: Telephone
Central Manak Bhavan, 9 Bahadur Shah Zafar Marg, 331 01 31
NEW DELHI 110002 331 13 75
I
*Eastern : 1 /14 C. I. T. Scheme VII M, V. I. P. Road, 36 24 99
Maniktola, CALCUTTA 700054
Northern : SC0 445-446, Sector 35-C, 21843
CHANDIGARH 160036 3 1s 41
I
41 24 42
South&n : C. I. T. Campus, MADRAS 600113 41 25 19
41 2916
tWestern : Manakalaya, E9 MIDC, Marol, Andheri ( East 1, 6 32 92 95
BOMBAY 400093
Branch Offices:
‘Pushpak’, Nurmohamed Shaikh Marg, Khanpur, I 2 63 46
AHMADABAD 380001 2 63 49
SPeenya Industrial Area 1st Stage, Bangalore Tumkur Road 38 49 55
BANGALORE 560058 38 49 56
I
Gangotri Complex, 5th Floor, Bhadbhada Road, T. T. Nagar, 667 16
BHOPAL 462003
Plot No. 82/83, Lewis Road. BHUBANESHWAR 751002 5 36 27
531’5. Ward No. 29, R.G. Barua Road, 5th Byelane, 3 31 77
GUWAHATI 781003
5-8-56C L. N. Gupta Marg ( Nampally Station Road ), 23 1083
HYDERABAD 500001
R14 Yudhister Marg. C Scheme, JAIPUR 302005
t 66 3948 7312
117/4 18 B Sarvodaya Nagar, KANPUR 208005
I $1:: ;2”
Patliputra Industrial Estate, PATNA 8dOOl3 6 23 05
T.C. No. 14/1421. Universitv P.O.. Palayam /6 21 04
TRIVANDRUM 695035 16 21 17
fnspection Offices ( With Sale Point ):
Pushpanjali, First Floor, 205-A West High Court Road, 2 51 71
Shankar Nagar Square, NAGP_U R 440010
Institution of Engineers ( India ) Building, 1332 Shivaji Nagat, 5 24 35
PUNE 411005
*Sales Office in Calcutta is at 5 Chowringhre Approach, P. 0. Princep 27 68 00
Street. Calcutta 700072
tSales Office in Bombay is at Novelty Chambers, Grant Road, 89 66 28
Bombav 400007
iSales Office in Bangalore is at Unity Building, Narasimharaja Square, 2i 36 71
Bangalore 560002
Reprography Unit, BE, New Delhi, IiijG
|
a322_5_3.pdf
|
IS : 10322 ( Part !i/Sec 3 ) - 1987
( Superseding IS : 2149.1970 )
Indian Standard
.s SPECIFICATION FOR LUMINAIRES
:
_*’
PART 5 PARTICULAR REQUIREIVIENTS
Section 3 Luminaires for Road and Street Lighting
UDC 628 94 : 628-971.6
_,’
@J Cofiyright 1988
i
BUREAU OF INDIAN STANDARDS
MANAK BHAVAN, 9 BAHADUR SHAH ZAFAR MARG
NEW DELHI 110002
Gr 4 May 1988IS : 10322 ( Part 5/&c 3 ) - 1987
( Superseding IS :2149-1970)
Indian Standard
SPECIFICATION FOR LUMIJYAIRES
PART 5 PARTICULAR REQUIREMENTS
Section 3 Lumirtaires for Road and Street Lighting
0. FOR EWORD
0.1 This Indian Standard ( Part 51%:~ 3 ) was naires and which can be called up as required
adopted by the Bureau of Indian Standards by the detailed specifications under Part 5.
on 28 October 1987, after the draft finalized by Part 1, 2, 3 and 4 are thus not to be regarded
the Illuminating Engineering and Luminaires as a specification by itself for any type of lumi-
Sectional Committee had been approved by naires and their provisions apply only to parti-
the Electrotechnical Division Council. cular types of luminaires to the extent
determined by the appropriate section of Part 5.
0.2 IS : 2149* was first published in 1962 and
subsequently revised in 1970 to include photo- 0.5 The sections of Part 5, in making reference
metric requirements and photometric test to any other parts of the standard, specify the
procedures. In order to take account of the extent to which that section is applicable and
developments in the field of illumination engi- the order in which the tests are to be performed
neering, this standard has now been prepared they also include additional requirements as
as a part of a new series of Indian standards on necessary. The order in which the clauses in
luminaires. This standard, therefore, super- Part 1: 2, 3 and 4 are numbered, therefore, has
sedes IS : 2149-1970” published earlier on this no particular significance as the order in which
subject. their provisions apply is determined for each
type of luminaire or group of luminaires by the
0.3 This standard (Part 5/Set 3) is one among appropriate section of Part 5. All sections of
a series of Indian Standards which deal with Part 5 are self-contained and, therefore, do not
luminaires. This series consists of the. following contain references to other sections of Part 5.
parts:
0.6 In the preparation of this standerd, assis-
Part 1 General requirements, tance has been derived from IEC Publication
598-2-3 (1979) ‘Luminaires, Part 2 Particular
Part 2 Constructional requirements,
requirements, Section 3 Luminaires for road
Part 3 Screw and screwless terminals, and street lighting’, published by the Inter-
national Electrotechnical Commission (IEC),
Part 4 Methods of tests, and
0.7 For the purpose of deciding whether a
Part 5 Particular requirements.
particular requirement of the standard is com-
0.4 In general, Part 1, 2, 3 and 4 of this stan- plied with, the final value, observed or calcula-
dard cover safety requirements for luminaires. ted , expressing the result of a test or analysis
The object of these parts is to provide a set of shall be rounded off in accordance with
requirements and tests which are considered to IS : 2-1960*. The number of significant places
be generally applicable to most types of lumi- retained in the rounded off value should be the
same as that of specified value in this standard.
*Specification for luminaires for street lighting (Jirst
revision ) . *Rules for rounding off numerical values ( revised ).
1. SCOPE 2. DEFINITIONS
2.0 For the purpose of this section, the deiini-
1.1 This standard ( Part 5/Set 3 ) specifies tions given in Part 1 of this standard shall
requirements for luminaires for road and street apply together with the following definitions.
lighting, for use with tungsten filament, tubular 2.1 Span Wire - A wire between main
fluorescent and other discharge lamps on supply
supports which carries the weigh of the comp-
voltages not exceeding 1 OOOV. It is to be read
lete installation.
in conjunction with Part 1 to 4 of this standard
NOTE - This may include several luminaires,
to which reference is made. supply cables and stay wire.fS I 10322 (. Part 5/Set 3 )-1987
2.2 Suspension Wire - The wire attached 6. CONSTRUCTION
to the span wire and carrying the weight of the
6.0 The provisions of Part 2 of this standard
luminaire.
shall apply together with the requirements
2.3 Stay Wire - A tensioned wire between of 6.1 to 6.4.
main supports to limit lateral and rotary move-
6.1 Road and street lighting luminaires shall
ment of the suspended luminaires.
have protection against ingress of moisture of at
least 1P X3.
3. GENERAL T-EST REQUIREMENTS
6.2 Luminaires for suspension on span wires
3.1 The provisions of 3 of Part 1 of this stand-
shall be fitted with clamping devices for this
ard shall apply. The tests shall be carried out
purpose and the range of span wires sizes for
in the order listed in 13.
which the clamping devices are suitable shall
4. CLASSIFICATION OF LUMINAIRES be stated ih the instruction leaflet supplied with
the luminaire. The device shall clamp the span
4.1 Luminaires shall be classified in accordance wire to prevent movement of the luminaire
with the provisions of 5 of Part 1 of this with respect to the span wire.
standard.
The suspension devices shall not damage
NOTE - Luminaires for road and street lighting the span wire during installa.tion and during
are normally suitable for one or more of the follow-
normal use of the luminaire.
ing modes of installation:
a) On a pipe ( bracket ) or the like, Compliance shall be checked by inspection
b) On a mast ( column) arm, after fitting the luminaire to the smallest and
largest span wires in the range stated by the
c) On a post top,
luminaire manufacturer.
d) On span or suspension wires, and
e) On a wall. NOTE -Care should be taken to avoid electro-
lytic corrosion between the clamping device and
5. MARKING span wire.
5.1 The provisions of 6 of Part 1 of this stand- 6.3 The means for attaching the luminaire to
ard apply. In addition, the following informa- its support shall be appropriate to the weight of
tion shall be provided in the instructton leaflet the luminaire. The connection shall be design-
supplied with the luminaire: ed to withstand wind speeds of 150 km/h on
the projected surface of the assembly without
a) Design attitude ( normal operating posi-
undue deflection.
tion );
Fixings which carry the weight of the lumi-
b) Weight including controlgear, if any;
naire and internal accessories shall be provided
Cl Overall dimensions; with means to prevent the dislodgement of any
part of the luminaire by vibration, either in
d) If intended for mounting more than 8 m
service or during maintenance.
above ground level, the maximum pro-
jected area subjected to wind force Parts of luminaires which are fixed other
( see 6.3.1 ); and than with at least two devices, for example,
screws or equivalent meansof sufficient strength
e) The range of cross-sectional areas of
shall have such extra protection as to prevent
suspension wires suitable for the lumi-
those parts falling and endangering persons,
naire, if applicable.
animals and surroundings, should a fixing
device fail under normal conditions.
5.1.1 The luminaires may also be marked
Compliance shall be checked by inspection
with Standard Mark.
and, for mast arm or post top mounted lumi-
NOTE - The use of the Standard Mark is naires, by the test of 6.3.1.
governed by the provisions of the Bureau of Indian
Standards Act, 1986 and the Rules and Regulations NOTE- In considering the possible effects of
made thereunder. The Standard Mark on products vibration, the luminiare should be studied in conjun-
covered by an Indian Standard conveys the assu- ction with the lamp and the column with which it
rance that they have been produced to comply with may be used.
the requirements of that standard under a well-
defined system of inspection, testing and quality 6.3.1 Wind Force Te-st for Mast Arm or Post
control which is devised and supervised by BIS and Top Mounted Luminaires
operated by the producer. Standard marked products
are also continuously checked by BIS for conformity 6.3.1.1 The luminaire is mounted with its
to that standard as a further safeguard. Details of largest projected area as viewed in elevation
conditions, under which a licence for the use,of the
lying in the horizontal plane, and with the
Standard Mark may be granted to manufacturers or
producers may be obtained from the Bureau of means of attachment secured in accordance
Indian Standards. with the manufacturer’s recommendations.
2--IS : 10322 ( Part 5/Set 3 ) - 1987
-6.3.1.2 The constant evenly distributed The values for the pull and the torque to be
load is applied for 10 min on the luminaire applied depend on the weight of the supply
using sand bags providing 1.5 kN/ms ~ofl antern cables. In general, the specified values are ade-
projected area for mounting heights up to 8 m, quate, but for luminaires intended to be moun-
2.0 kN/mZ for mounting heights of 8 m to less ted higher than 20 m and where the weight of
than 15 m and 2.4 kN/n@ for mounting heights the supply cables affecting the cord anchorage
of 15 m and over. The luminaire is then turned exceeds 4 kg, a pull of 100N and the torque of
180°, in the vertical plane, about the point of O-35 Nm are applied,
-attachment, and the test is repeated.
11. PROTECTION AGAINST ELECTRIC
SHOCK
6.3.1.3 During the test, there shall be no
failure or movement about the point of attach- 11.1 The provisions given in 21 of Part 2 of
ment and after either part of this test, there this standard shall apply.
shall be no permanent set exceeding 1’.
12. PHOTOMETRIC REQUIREMENTS
6.4 If the use of a single lampholder does
12.1 The photometric data of a luminaire shall
not ensure the correct position of the lamp
consist of a set of luminous intensity values in
an adequate supporting device shall be provi-
different directions, derived from measurement
ded.
on a distribution photometer (gonophotometer).
For adjustable lampholders or optical parts, The coordinate system to be used and the
suitable reference marks shall be provided. directions in which luminous intensity values
Compliance shall be checked by inspection. are required are specified in 12.2 to 12.4.
12.2 The coordinate system used for defining
7. CREEPAGE DISTANCES AND
the space around the road lighting luminaire is
CLEARANCES
known as the C-gamma system and is shown in
7.1 The provisions given in 4 of Part 4 of this Fig. 1. The centre of the coordinate system
standard shall apply. coincides with the centre of the optical system
of the luminaire. The vertical axis of the system
8. PROVISION FOR EARTHING is formed by the perpendicular line -dropped
from the centre of the luminaire to the horizon-
8.1 The provisions given in 20 of Part 2 of this tal plane to be illuminated, independent of any
standard shall apply. luminaire tilt. Vertical half planes rotate
around this axis. The half-planes parallel to
9. TERMINALS the longitudinal roadway axis are defined by
the angles C= 0” and C = 180’. The half-
9.1 The provisions given in Part 3 ofthis stan- planes perpendicular to the road axis are
dard shall apply. defined by the angles C = 90” on the road side
andC= 270’ on the kerbside. The elevation
Terminals for supply connection shall allow
angles in these planes are indicated by y,
the connection of conductors having nominal
increasing from vertically downwards y = 0” to
cross-sectional areas according to Table 1 of
vertically upwards y = 180’. Every direction
Part 3 of this standard, excluding provision of
supply cables with cross-sectional areas smaller is clearly defined b,y values of C and y.
than 1 mm2.
AXIS OF ROTATION
Compliance shall be checked by fitting con-
OF C-PLANES
ductors of smallest and largest cross-sectional
areas specified.
16. EXTERNAL AND INTERNAL WIRING
10.1 The provisions given in 19 of Part 2 of
this standard shall apply.
10.2 A luminaire for road and street lighting
shall be provided with a cord anchorage such
that the conductors for supply cables are reliev-
ed from strain where they are connected to the
terminals, if without the cord anchorage, the
weight of the supply cables would exert a strain
on the connection.
Compliance shall be checked by the relevant
test given in Part 3 of this standard, but with
a pull of 60 N and a torque of 0 25 Nm. FIN. 1 C-GAMMAS YSTEM
312.3 Performance Data to be Provided by
Manufacturer
12.3.1 The manufacturer or supplier shall
provide the following data relating to the per-
formance ~of the luminaire:
a) Light distribution in the longitudinal
roadway vertical plane ( C = 0’ and
c = 180° ).
b) Light distribution in the transverse ver- The figure shows the beam axis making an angle
tical plane on roadside ( C = 90” ) and ~max with the downward vertical, located midway
between two directions of 90 percent Zmax. The angle
on kerb side ( C = 270” ). Ymax defines the ‘throw’ of the luminaire (seea lso
4 Light distribution in the plane contain- Figure 3 ).
ing the maximum intensity the principal
FIG, 2 LUMINOUSIN TENSITYD ISTRIBUTIONO F
vertical plane. The C-angle of this plane
A ROAD LIGHTING.L UMINAIREI N THE PLANE
shall be stated.
OF MAXIMUMI NTENSITY ( I,,, )
4 Light distribution in the principal coni-
cal surface through the direction of 12.3.3.2 Spread - Spread is defined by
maximum intensity. The value of the the most distant longtudinal roadway line
constant angle y to be stated by the parallel to the road axis that just touches the
supplier. far side of the 90 percent Zmsx contour on the
e) Light output ratio and downward light road surface ( Fig. 3). Spread is the y angle of
output ratio. this tangent in the C = 90 plane (y 90’).
12.3.2 If requested by the purchaser or res-
ponsible agent, the following data shall also be
provided:
a) Built in angle of tilt,
b) Isolux diagram,
c) Isocandela diagram,
d) Ratio of intensity Zss/Zss in the plane
c = 00,
e) Flashed area F of the luminaire viewed
from 7 = 76” in the plane C = O“, and
f) Specific luminaire index given in SLZ -
i
(l og&L) 4
13.84 - 3.31 log Zss’ + 1.3
/
Zss
/
U
- 0.08 log 4 r3 ,0 , + 1.29 log F I
The figure indicates the angle y 90 in the plane at
12.3.3 Luminaire Classijication - %‘o indicate right angles to the road axis between the downward
the suitability or otherwise for a given applica- vertical and the line parallel to the road axis that just
tion, a 3-way classification system based on: Cuts the far side of the 90 percent Zmax contour. The
value of y 90 determines the ‘spread’ of the luminaire
and the angle yma,x its ‘throw’.
a) the extent to which the light is thrown
up and down a road,
FIG. 3 ISOCANDELAD IAGRAMP ROJECTED
b) the degree of sideways spread of light ON THE ROAD
across a road, and
12.3.3.3 Control - It is defined by SLI,
c) the amount of control excercised over
the specific luminaire index which consists of
light emitted at high angles, shall be
those parameters in the glare control mark of
recommended.
an installation which are characteristics of the
12.3.3.1 Throw-Throw is defined by the luminaire used*
angle (ymax) that the beam axis makes with the
SLZ is determined by using the formula:
downward vertical. The beam axis is defined
by the direction midway between the two SLZ= 13.84 - 3.31 log z*s+1~3(logZso/Z*,)~
directions of 90 percent ZmBx ( Fig. -2 and 3 ). - 0.08 log ZsO/Zss+ 1.29 log F
4IS : 10322 ( Part S/Set 3 ) - 19811
Three ‘degrees each of’ throw, spread and pared for the particular design temperature
control shall be recognized for classifying the which shall be stated specifically in each set of
photometric properties of the luminaires as data or charts.
given in Table 1.
NOTE - A separate Indian standard on methods
of photometry of luminaires for street lighting is
TABLE 1 CLASSIFICATION SYSTEM FOR THE under preparation.
PHOTOMETRIC PROPERTIES OF
LUMlNAIRES 12.4 Light-ControlLg Components -The
attachment of refractors, rgflectors or any other
THROW SPREAD CONTROL
light-controlling component shall be such that
Short ymax<60” narrow y90<45” limited they can only be fitted or replaced in the
SLI <2
correct relationship to their light source. Top
Intermedtate 60°<ymax G70”~average <55” moderate entry, post top and similar luminaires which
45”<y90 2< SLZ 44
produce an asymmetric li-ght distribution shall
Long ymnx~lOO broad y90> 55” tight
bear a clear indication of the correct orienta-
SL1>4
tion of the luminaire and/or refractor(s) or
The throw and spread of a luminaire shall be deter- reflector(s) with respect to the carriageway.
mined from an isocandela diagram in which isocandela
contours are projected on the plane illuminated by the
12.4.1 Prismatic refractors shall preferably
lummaire. They can also be determined from isocan-
dela diagram in zenithal projection ( Fig. 4 ). have a smooth exterior surface. Where the
optical design of a refractor requires prisms on
its outer ( or light-emerging ) surface, the
12.3.4 The above data shall be stated for
prisms shall either be provided with a sealed
clean luminaires mounted in the designed atti-
cover or be -of a type which does not hold water
tude and equipped with lamps each with its
droplets or dirt and which is not difficult to
light centre in the correct nominal position.
clean.
The data shall also include the nominal average
lumens through the life of the lamp (or lamps) 13. TESTS
for which the luminaire is designed.
13.1 Classification of Tests
12.3.5 For luminaires employing tubular
fluorescent lamps, the above data shall be pre- 13.1.1 Type Tests - The following shall
pared on the basis of the luminaires operating constitute type tests:
in an ambient temperature of 25°C with no
a) Visual examination ( see 13.2 ),
wind. If the luminaire is specially designed for
nominal operation in a higher or lower ambient b) Protection against electric shock
temperature, the photometric data may be pre- ( see 11.1 ),
LONG \ \_’ ’ ’
T‘ HROW SPREan
In the abcve example, Throw ymax = 59”
and Spread y 90” = 36’
FIG. 4 DEFINITION OF THROW AND SPREAD
5IS,: 10322 ( Part 5/Sot 3 ) - 1987
c) Mechanical strength test ( see 13.3 ), the purchaser and the supplier. However, a
recommended plan of sampling is given in
d) Endurance test and thermal test
Appendix A.
( see 13.4 ),
e) Resistance to dust and moisture 13.1.3 Routine ~Tests - The following shall
( see 13.5 ), constitute the routine tests:
f ) Insulation resistance and electric strength
a) Visual examination ( see 13.2 ), and
( see 13.6 ),
b) Insulation resistance and electric strength
g) Resistance to heat, fire and tracking
( see 13.6 ).
( see 1367 ),
h) Photometric tests ( see 13.8 ), and 13.2 Visual Examination - The luminaires
j) Cord anchorage test (under consideration). shall be examined visually for external finish,
workmanship and electric connections.
13.1.1.1 Number of samples shall be one
which should be subjected to the type tests 13.3 Mechanical Strength Test - The pro-
specified in 13.1.1, in the order specified visions of 5 of Part 4 of this standard shall
therein. “PPlY *
13.1.1.2 Criteria for a~jroval--The sample 13.4 Endurance Test and Thermal Test -
shall pass all the type tests, for proving confor- The provisions of 6 of Part 4 of this standard
mity with the requirements of this standard. If shall apply.
one or more failures occur, the testing authority
may call for two more samples and subject 13.5 Resistance to Dust and Moisture -
them to those tests in which the failure occur- The provisions of 2 of Part 4 of this standard
red. No single failure shall be permitted in the shall apply.
repeat test.
1366 Insulation Resistance and Electric
13.1.2 Accepznce Tests -The following shall Strength Test -The provisions of 3 of Part 4
constitute the acceptance tests: of this standard shall apply.
a) Visual examination ( see 13.2 ), 13.7 Resistance to Heat, Fire and Track-
ing - The provisions of 7 of Part 4 of this
b) Resistance to dust and moisture
standard shall apply.
( see 13.5 ),
c) Insulation resistance and electric strength 13.8 Photometric Requirements - The
( see 13.6, ), and photometric tests shall be carried out to check
the photometric requirements mentioned in 12.
d) Photometric tests ( see 13.8 ).
NOTE - A separate Indian standard on methods.
13.1.2.1 The number of samples for
of photometry of luminaires for street lighting is
acceptance tests shall be agreed to between under preparation.
APPENDIX A
( Clause 13.1.2.1 )
SAMPLING PLAN FOR ACCEPTANCE TESTS
A-l. LOT A-2.2 These luminaires shall be selected at
random from the lot. In order to ensure the
A-l.1 In any consignment all the luminaires of
randomness of selection, procedures given in
same size and manufactured from the same
IS : 4905-1968* may be followed.
material under similar conditions of production
shall be grouped together to constitute a lot.
A-3. NUMBER OF TESTS AND CRlTERIA
A-2< SCALE OF SAMPLING FOR CONFORMITY
A-2.1 For judging the conformity of a lot to A-3.1 The luminaires selected in accordance
the requirements of the acceptance tests, samp- with co1 1 and 2 of Table 2 shall be subjected
ling shall be done for each lot separately. For to visual examination, insulation resistance
this purpose, the number of luminaires to be test and electric strength test. A luminaire fail-.
selected at random from each lot shall depend ing to satisfy any of these acceptance test shall
upod the size of the lot and shall be in accor-
dance with Table 2. *Methods for random sampling.
6IS : 10322 ( Part S/Set 3 ) - 1987
~ ~~-
be termed as defective. The lot shall be consi-
TABLE 2 SAMPL:;WXZfEiND ACCEPTANCE
dered as conforming to the requirements of
these acceptance tests if the number of defec-
tives is less than or equal to the corresponding ( Clauses A-2.1, A-3.1 and A-3.2 )
acceptance number given in co1 3 of Table 2,
LOT SIZE FORVISUALEXAMI- FOROTHER
otherwise not.
NATION,~NSULATICN ACCEPTANCE
RESHJTANOE AND TESTS
A-3.2 A lot which is found as conforming to
ELECTRIC STRENQTH
the above requirements shall then be tested for C-_-_h-_-_y
the remaining acceptance tests, namely, resis- Sample Acceptance Sample
tance to dust and moisture and photometric Size Number Size
tests. For this purpose, the sample size shall be (1) (2) (3) (4)
selected in accordance with co1 4 of Table 2. up to 150 8 0 2
The lot shall be considered as conforming to 151 to 300 13 0 2
the requirements of these acceptance tests if
301 to 500 20 1 3
there are no failures.
501 to 1000 32 2 5
A-3.3 The lot shall be considered as conform- 1 001 to 3 000 50 3 8
ing to the requirements of acceptance tests 3 001 and above 80! 5 8
if A-3.1 and A-3.2 are satisfied.+
BU-REAU OF INDIAN STANDARDS
.\:
J
Headquarters:
% - :. .’
Manak Bhavan, 9 Bahadur Shah Zafar Marg, NEW DELHI 110002
Telephones: 3310131, 3311375 Telegrams: Manaksanstha
(Common to all offices)
Regional Offices: Telephone
Central: Manak Bhavan, 9 Bahadur Shah Zafar Marg, 3310131~, 3311375
NEW DELHI 110002
*Eastern: l/l4 C I.T. Scheme VII M, V.I.P. Road, ~Maniktola, 362499
CALCUTTA 700054
Northern: SC0 445-446, Sector 35-C, CHANDIGARH 160036 21843, 31641
Southern: C.I.T. Campus, MADRAS 600113 412442, 412519, 412916
twestern: Manakalaya, E9 MIDC, Marol, Andheri ( East ) 6329295
BOMBAY 400093
Branch Offices:
Pushpak’ Nurmohamed Sheikh Marg, Khanpur, AHMADABAD 380001 26348, 26349
Peenya industrial Area, 1st Stage, Bangalore-Tumkur Road, 384955, 384956
BANGALORE 560058
Gangotri Complex, 5th Floor, Bhadbhada Road, T.T. Nagar, 66716
BHOPAL 462003
Plot No. 82/83, Lewis Road, BHUBANESHWAR 751002 53627
-
53/5 Ward No. 29, R.G. Barua Road, 5th By-lane, GUWAHATI 781003
5-856C L. N. Gupta Marg ( Nampally Station Road ), 231083
HYDERABAD 500001
RI4 Yudhister Marg, C Scheme, JAIPUR 302005 63471, 69832
117/418 B Sarvodaya Nagar, KANPUR 208005 216876, 218292
Patliputra Industrial Estate, PATNA 800013 62305
T.C. No. 14/1421, University P.O., Palayam, TRIVANDRUM 695035 76637
Inspection Offices ( With Sale Point ):
Pushpanjali, First Floor, 205A West High Court Road, Shankar Nagar 25171
Square, NAGPUR 440010~
Institution of Engineers ( India) Building, 1332 Shivaji Nagar, 52435
Pune 411005
*Sales Office in Calcutta is at 5 Chowringhee Approach, P. 0. Princep Street, 2i6800
Calcutta 700072
tSales Office in Bombay is at Novelty Chambers, Grant Road, Bombay 400097 896528
Printed at New India Printing Press. Khurja, IndiaAMENDMENT NO. 1 JANUARY 1995
TO
IS 10322( Part 5/See 3 ) :1987 SPECIFICATION FOR
LUMINAIRES
PART 5 PARTICULAR REQUIREMENTS
Section 3 Luminaires for Road and Street Lighting
(Page 6,clause 13.8) — Substitute the following for the existing clause:
‘13.8 Photometric Tests — The photometric performance shall be determined
by the test method given in IS 13383 (Part 2): 1992 Photometry of lutninaires —
Method of measurement: Part 2 Luminaires for road and street lighting.
The photometric requirements shall be as given in 12.’
(Page 6, clause 13.8, Note) — Delete.
(ETD 24 )
Reprography Uoit, BIS, New Delhi, India
----AMENDMENT NO. 2 MARCH 2002
TO
IS 10322( PART 5/SEC 3 ) :1987 SPECIFICATION FOR
LUMINAIRES
PART 5 PARTICULAR REQUIREMENTS
Section 3 Luminaires for Road and Street Lighting
( Page 6, clause 13.8 ( see also Amendment No. 1 ) — Substitute the
following for the existing matter:
‘The photometric performance shall be determined by a suitable photometric test
as agreed between the purchaser and the supplier:’
(Page 6,Appendix A )— Delete.
(ET24)
Reprography Unit, BIS, New Delhi, India
~.,
1---
—.- ——
$
|
10959.pdf
|
1s : 10959 - 1984
( First Reprint AUGUST 1998 ) IS0 6927 - 1981
UDC 693’224 : 691’58 : 001’4 CR eaffiimed 1992)
Indian Standard
GLOSSARY OF TERMS FOR SEALANTS FOR
BUILDING PURPOSES
( IS0 Title : Building Construction - Jointing
Products - Sealants - Vocabulary )
National Foreword
:“his Indian Standard which is identical with IS0 6927 - 1981 ‘Building construction - Jointing
products - Sealants - Vocabulary’, issued by the International Organization for Standardization
(ISO), was adopted by the Indian Standards Institution on the recommendation of the Building
Construction practices Sectional Committee and approval of the Civil Engineering Division Council.
Wherever the words’lnternational Standard’ appear, referring to this standard, it should be read as
‘Indian Standard’.
Only the English language text in the international Standard has been retained while adopting it
in this Indian Standard. Consequently, foot-notes in relationto French version stand deleted.
Adopted 27 June 1984 0 September 1984, 131s I Gr 2
BUREAU OF INDIAN STANDARDS
MANAK BHAVAN. 9 BAHADUR SHAH ZAFAR MARG
NEW DELHI 110002IS : 10959 - 1984
IS0 6927 - 1981
2.7 Joint movement amplitude
0 Introduction
This International Standard does not include all 2.7.1 for extension/compression movements :
necessary technical terms on jointing products. Difference between the maximum and the mini-
The given selection has been based on relations mum width of a given joint caused by extension/
with other standards and the need for definitions compression movements.
before specific test methods are elaborated.
2.7.2 for shearing movements : Maximum
length of the motion, measured in a direction
Material properties are defined in general terms parallel to the sliding, of two points on the faces
without reference to related quantitative SSPeCtS of the joint which were initially located on a line
such as the influence of specitic test conditions,
perpendicular to the axis of the joint.
for example, temperature or rate of strain.
2.8 movement capability : Quantitative state-
ment of the ability of a sealant to accommodate
1 Scope and field of application
movement of the joint into which it has been
filled, while maintaining an effective seal.
This International Standard defines technical terms
for sealants for building purposes and applies to 2.9 primer : Surface coating applied to the faces
joints filled with hardening, plastic or elastic of the joint before placing the sealant in order to
materials which are not preformed. ensure its adhesion.
2.10 back-up material : Material inserted in a
2 Terms and definitions
joint, which limits the depth of sealant applied,
and which defines the back profile of the sealant.
2.1 to seal : To place the appropriate products in
the joint in order to prevent the penetration of 2.11 compatibility : For a sealant, the property
moisture and/or the passage of air between the of remaining in contact with another material
elements, components, and assemblies made of without unfavourable physical or chemical
the same or dissimilar materials. interactions.
2.2 sealant : A material which, applied in an 2.12 cohesion : Property of a sealant subjected
unformed state to a joint, seals it by adhering to to tensile strain to hold together by intermolecular
appropriate surfaces within the joint. attraction.
2.13 cohesion failure : Rupture in the body of
2.3 elastic sealant : Sealant which after appli-
a sealant.
cation exhibits predominantly elastic behaviour,
i.e, remaining stresses induced in the sealant as
2.14 adhesion : Property of a sealant to stick to
a result of joint movement are almost proportional
a given substrate.
to the strain.
2.15 adhesion failure : Rupture at the interface
2.4 plastic sealant : A sealant which after appli- between a sealant and a substrate.
cation retains predominantly plastic properties,
i.e. the remaining stresses induced in the sealant 2.16 elastic recovery : Property of a sealant
as a result of joint movement are rapidly relieved. whereby the initial shape and dimensions of the
material are wholly or partially restored on remo-
2.5 one COtIIPOW3tJt sealant : Sealant ready for val of the forces causing deformation.
use.
2.17 slump’) : Flow of a sealant out of a joint
having a vertical surface.
2.6 multi-component sealant : Sealant suppli-
ed in the form of several separate components to
2.18 secant tensile modulus : Ratio between
be mixed together before use, in accordance
the tensile stress of a sealant at a particular rela-
with the manufacturer’s instructions,
tive elongation and that relative elongation.
1) Also designated “sagging”
2IS : 10959 - 1984
IS0 6927 - 1981
2.19 application life : Time after mixing a multi- 2.24 cure : Irreversible transformation of a sealant
component sealant (or after opening a sealed from a liquid or paste-like state into a hardened
container of a one-component sea!ant) within or rubber-like solid state.
which the material may be successfully applied to
a joint, at a stated temperature.
2.25 sealant durability : Probable service life of
2.20 tooling’) : Method used, following appli- a sealant during the given conditions of use.
cation, to force the sealant into a joint in order
to ensure contact between the sealant and the
2.26 service life : Period of time during which a
interface and to improve the surface appearance.
sealant fulfills its functions.
2.21 open time of the primer : Time after the
application of the primer during which the sealant In practice, the period between the date of the
can be successfully applied. first application of a sealant to a joint and the
date when the product ceases to fulfil its
2.22 tack-free time : Time after which a sealant functions.
surface looses its tackiness so that dust no longer
adheres.
2.27 storage life : Period following manufacture,
2.23 depth of.,the sealant : Smallest distance during which a sealant stored under defined con-
between the surface of the sealant and its back ditions, may be used and will then maintain its
profile. functional characteristics.2)
I) This term covers two action! which correspond to two different terms ih Ftench, “serraae lissa&‘,
2) That is, having properties necessary for satisfactory performance,
J
Reprography Unit, BIS, New Delhi, India
|
6441_1.pdf
|
IS : 6441 ( Part I ) - 1972
METHODS OF TEST FOR AUTOCLAVED
CELLULAR CONCRETE PRODUCTS
PART I DETERMINATION OF UNIT WEIGHT OR BULK
DENSITY AND MOISTURE CONTENT
(FourthReprint NOVEMBER1994)
UDC 666.973.6:531.75
BUREAU OF INDIAN STAND.ARDS
MANAK BHAVAN, 9 BAHADUR SHAH ZAFAR MARG
NEW DELHI 110002
Gr2 October 1972Da R. K. CFIO~X ( Alme )
~%ll?Tcm I CsAdffS \ Central Water 82 Power Cknmissiool, New Delhi
, STAXWM~DS Reww&, &s$ps & Standads OrgattiutionIS t 6441( Part I ) - 1972
( Conlinuedfromp age 1 )
Members Representing
Bara NARE.W PRASAD Engineer-in-Chief’s Branch, Army Headquarters
COLJ . M. TOLANI( Alternate)
Pnov G. S. RAMA~WAXY Structural Engineering Research Centre ( CSIB
Roorkcc
DR N. S. BHAL ( Alternate )
DR A. V. R. RAO National Buildings Organization, New Delhi
SHRI RAVINDERL AL ( Alter&e )
SHRI G. S. M. RAO Geological Survey of India, Nagpur
SHRI T. N. S. RAO Gammon India Ltd, Bombay
SRRI S. R. PINHEIRO( Alternate )
SECRETARY Central Board of Irrigation & Power, New Delhi
SHRI R. P. SHARXA Irrigation & Power Research Institute, Amritsar
SHRI MOHINDERS INQH( Alternate1
SHRI G. B. SIN~H Hindustan Housing Factory Ltd, New Delhi
SHRI C. L. KASLIWAL( Alternate )
SHRIJ . S. SINQROTA Beas Designs Organization, Nangal Township
SHRI A. M. SINQAL( Alternate )
SHRI K. A. SU~RAMANIAM India Cements Ltd, Madras
SHRI T. S. RAMACEANDRAN( A lternate )
SHRI L. SWAROOP Dalmia Cement ( Bharat ) Ltd, New Delhi
SHRI A. V. RANANA( Alternate )
SHRI D. AJITHAS IMHA, Director General, IS1 ( Rx-@do Mmber )
Director ( Civ Engg.)
Secretary
SHRI Y. R. TANEJA
Deputy Director ( Civ Engg ), IS1
Precast Concrete Products Subcommittee, BDC 2 : 9
Convener
SIXRIM . A. MEETA Concrete Association of India, Bombay
Members
SRRI E. T. ANTIA (Alternatet o
Shri M. A. Mehta )
SHRI V. A. ARTRANOOR Neyveli Lignite Corporation Ltd, Neyveli
c,
SHRI T. RAMA~XAND~AN( Alternate )
SHRI H, B. CHATTERJEE Hindustan Block Manufacturing Co Ltd, Calcutt!
SHRI S. K. CHATTERJEE Hindustan Housing Factory Ltd, New Delhi
DEPUTY DIREOTOR, STAXDARDS Research, Designs & Standards Organizati
(B&S) Lucknow
ASSISTANTD IRECTOR,S TAND-
dRIx3 ( M/C ) ( Alternate )
DIRE~TQ~.(C SMRS ) Central Water & Power Commission, New Delhi
DEPUTYb raaCToR ( CSMRS ) ( Alternate )
2ISt6441(PartI)-l!m
Indian Standard
METHODS OF TEST FOR AUTOCLAVED
CELLULAR CONCRETE PRODUCTS
PART I DETERMINATION OF UNIT WEIGHT OR BULK
DENSITY AND MOISTURE CONTENT
0. FOREWORD
,l This Indian Standard ( Part I) was adopted by the Indian Standards
nstitution on 21 February 1972, after the draft finalized by the Cement
nd Concrete Sectional Committee had been approved by the Civil
,ngineering Division Council.
.2 Autoclaved cellular concrete is a class of material, which has been
eveloped commercially abroad and is in the process of development in
nis country also. A series of Indian Standards on cellular concrete is
leing formulated so as to provide guidance in obtaining reliable products
1 autoclaved cellular concrete. The Sectional Committee has considered
t desirable to issue a standard for the methods of test for autoclaved
:ellular concrete products for the guidance of manufacturers and users.
1.3 In the formulation of this standard due weightage has been given to
nternational co-ordination among the standards and practices prevailing
n different countries ,in addition to relating it to the practices in the field
n this country.
1.4 For convenience of reference, ‘Indian Standard methods of test for
rutoclaved cellular concrete products ’ has been grouped into the following
line 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
c.ellular concrete
Part V Determination of compressive strength
Part VI Strength, deformation and cracking of flexural members
aub,ject to bending-short duration loading test
3Parfz VII Streng& d!4dbmatioa 2nd cracking of fiexural members
subjeeatobendimlg~loadingtest
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 made in accordance with this standard,
if the &al v&uq observed or calculated, is tu be rounded off, it shall be
done in accordance with IS : Z-MO*.
1.1 This standard ( Part I ) covers the methods c -letermining the
followingz
a) Unit weight or bulk density of autoclaveu cellular concrete
products, determined as the ratio between the weight of the
specimen after drying at 105°C and volume of the specimen; and
b) Moisture content of autoclaved cellular concrete products.
2. TEST SPECLh&ENS
2.1 Slwspe rf S-ens- The bulk density and moisture content shall
be determined on regularly shaped specimens ( without reinforcement)
with a minimum thickness of 50 mm. The two large sx.trj~~~ of the
specimen located opposite each other shall have a surface ares r’ &least
2OQOOmm~each and the Iength of the edge shall not be less than 1.00 mm.
.
NOTE I-Aspeeimen of size 100 x 200 x 50 mm will meet the above require-
meats.
NO’iE 2 - Wbencycr feasible, the specimens used for determinatioii of bulk
density and moi&uro eontent, and the specimen for determination of compressive
strength should.be cut from the same sample of cellular concrete product.
2.2 Locntian of S#meisa?.ens - From eac’.l sample for which the density
is to be determined, three test specimens shall be taken, and these shall
form the test series. One specimen shall be taken from the upper third
of the sample, one from the middle and one from the lower section. The
position of the specimen is with reference to the direction of rise in aerated
concrete mass during manufacture.
2.21 It is permissible to prepare the specimens from items which have
previously been used for other tests provided the specimens are not cut
within a distance of atleast 15 cm from an area where visible damage or
changes in the normal structure and appearance have occurred. The
specnnens shall not contain any reinforcement.
‘Wnlrs for rounding off numerical values ( rc~isa$j .of Swns - The specimens shall be cut by rotat-
z blades or bimiiar device; All surfaces shall be clean cut
ti plane. The largest surface shall not deviate from planeness by more
&an O-1 mm, if measured diagonally with a straight-edge.
5 APPARATUS
3.1 Straight-Edge - approximately 500 mm long.
of
3.2 Cniliper - allows readings to an accuracy 0-l mm.
3.3 Dqing Oven - for a temperature of 105 +. 5°C.
3.4 B&nce - with a weighing accuracy of 0.5 g.
4. PROCEDURE
Al Bdlc Density
41.1 Measuremetlt of Specimens - Length, width and thickness shall be
measured before drying at 105°C with an accuracy of 0.1 mm using a
suitable calliper. These measurements shall permit the determination of
the volume V of the specimen with an error not exceeding one percent.
4.1.2 Dryit of Sflcz’nlens - After measuring, the specimens shall be
placed in a.cl.rying oven at 105 4 5°C until all moisture has been removed
and coristant weiiht is obtained. Immediately after removing from the
drying oven, the specimens shall. be weighed ( see Note ). The weighing
error shall not exceed 0.1 percent of the weight of the specimen. The
weight W of the specimen shall be considered constant if the weight after
four hours further dr$ing has not changed more than 0.2 percent.
NUTJG - To facilitate hndling, the specimen after removal from the oven, nu! lx-
cooled to room tcmperaturr in a suitable desiccator and weighed immediateI).
4.2 Moisture Content
4.2.1 Weigkg of Specitnerls - The specimen as in 4.1.1 ( or immediately
nfter loading, .in case the moisture content is to be determined for corn--
pressive strength specimens ( see 1.1 and 2.1 ), shall be weighed. The
weighing error shall not exceed O-1 percent. This weight shall be
designated WI.
4.2.2 After weighing, the specimen shall be dried out at 105 f 5°C
as ill 4.1.2 until constant weight is obtained within a duration of four hours.
5 .y ..IS: 6441j Part I ) - 1972
Immediately after removing from the drying oven, the specimen shall be
( CdfifJm pags2 )
weighed ( if necessary by cooling to room temperature in a suitable
desiccator ), and weight W obtained as in 4.1.2. Members
QHRI K. C. GHOSAL Alok
5. CALCULATIONS SHRI A. K. BISWAS ( Al!crnnfej
SEBI M. K. GUPTA Him
5.1 The bulk density y in g-./ cm” shall be calculated as follows: SHRI B. D. JAYARAMAN Stat1
SRRI B. K. JINDAL Cent
W
Y = r(g/cm3) DR S. S. RERSI ( Altcmale )
SHRI L. c. LA1 In PI
where SERI G. C. MATHUR Nati
ASSISTANT DIRECTOR ( DESIGNS ) ( A/
W = dry weight of the specimen in g, and SRRI S. NAHAROY Engi
SHRI A. RABIAKRISHNA ( Alternate )
v = volume in ems.
SHRI K. K. NAMBIAR In
5.1.1 Bulk density of the individual specimens shall be calculated and
SERI RADHEY SHIAM Engi
reported within the three decimal places, the mean value of the three SERI B. G. SHIRKE B. G
specimens shall be within two decimal places. SERI R. A. DESHMUKR ( rllfernnte)
SHRI C. N. SRINIVASAN C. R
5.2 Moisture content F in weight, percent of the dry material, shall be SHRI C. N. RAQHAVENDRAN ( Alternate
determined as follows: SUBVEYOR OF WORKS ( I ) Cent
-w._,_ --_ w DR H. C. VISVESVARAYA Cemf
F = X 100 ( percent )
W
where
WI = sampled weight of the specimen in g, and
W = dry weight of the specimen in g.
5.2.1 Moisture content of individual specimen shall be stated in whole
percent, and the mean value of three specimens shall also be stated in
whole percent.
6. REPORT
6.1 The report shall include the following:
a) Code designation;
b) Identification of product;
c) Date of manufacture;
d) Place, method and time of sampling;
e) Bulk density of each specimen and mean value of test series; and
f)IS:6441 (Part I)-lM2
cfmtinl&uffam pags 2 )
Manbars hp6J&Sg
~IRI K. C. GHOXJAL Alokudyog Services Ltd, New Delhi
SHRI A. K. BIEWAS ( Altcrnatc )
SERI M. K. GUPTA Himalayan Tiles & Marble Pvt Ltd, Bombay
SH~IB.D. JAYARAMAN State Housing Board, Madras
SERI B. K. JINDAL Central Building Rbearch Institute ( CSIR ),
Roorkee
DR S.S. REIISI (Alternate)
&ilUL.C.LAl In personal capacity ( B/17, West End, &a Delhi 23 )
S-1 G. C. MAT~UR National Buildings Organization, New Delhi
ASSISTANT DIRECTOR ( DESIGNS ) ( Alternate )
SFXRIS . NAHAROY Engineering Construction Corporation Ltd, Madras
Soar A. RAYAKRIHINA ( Alternate)
SHRI K. K. NAIUBIAR In personal capacity ( ‘ Ramanalaya’, II First
Crescent Park Road, Gandhinagar, A&ar, Madras )
SERI RADEEY SEIAM Engineer-in-Chief’s Branch, Army Headquarters
SHRI B. G. SltrmXE B. G. Shirke & Co, Poona
SHRI R. A. DESEMUKH ( Alternate )
SHRI C. N. SRINIVAEIAN C. R. Narayana Rao, Madras
SHRI C. N. RAGHAVENDRAN ( Alternate )
%JBVEYOROF~ORKS (I) Central Public Works Department
DR H. C. VISVESVA~AYA Cement Research Institute of India, New Delhianlt3wn 0$ iuraiwur uwfawuas
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10890.pdf
|
IS:108!w-19?#4
Indian Standard
SPECIFICATION FOR
PLANETARY MIXER USED IN TESTS OF
CEMENT AND POZZOLANA
Cement and Concrete Sectional Committee, BDC 2
ChoirnZfUl Representing
IN H.C.VlsVEsVARAYA Cement Research Institute of India, New Delhi
Members
ADDITIONALD IRECTOR, STANDARDYR esearch, Designs & Standards Organization
(.BSrS) ( Ministry of Railways ),.Lucknow
DEPUTY DIRECTOR, STANDARDS
( B & S ) ( AIrernaie 1
SHFUK . P. BANERJEE Larsen & Toubro Ltd, Bombay
SI-IJUH ARISH N. MALANI ( Alternate )
SHRI S. K. BANERJEE National Test House, Calcutta _
DR N. S. BHAL Strucczlfngineenng Research Cen tre (CSIR 1,
SHRI V. R. GIuNEK.~R ( Aifemale )
SHIUS . P. CHAKRAB~RTI Roads Wing, Ministry of Shipping and
Transport, New Delhi
SHRI N. SIIIVAGURIJ( Akemate )
CI~IEF ENGINEER ( DESIGNS ) Central Public Works Department, New Delhi
EXECUTIVE ENWN~R ( DESIGN ) HI
( Alternare 1
CHIEF ENGINEEX ( BD 1 Beas Designs Organization, Nangal Township
SHRI T. C. BA~UR ( Alternate )
CHIEP ENGINEER ( RESEARCH) -CUM- Irrigation Department, Government of Punjab,
DIRE~~R Chandigarh
RESEARCHO FFICW ( IFRI ) ( Aknrare )
DR S. K. CH~PRA Cement ReseareInstitute of India,, Niw Delhi
DR A. K. MULLICK ( Rfmmfe 1
DIRECTOR A.. P. Engineering Research Laboratories.,
Hyderabad
DIRECTOR ( C & MDD-I ) Central Water Commission,.New Delhi
DEPUTY DIRECTOR( C & MDD-1 ) ( Alternate )
DIRECTOR Central Soil & Materials. Research Station,
New Delhi
DEPUTY D~CYI%~R( Afrmate )
SARI T. A. E. D’SA The Concrete Association of India, Bbmbay
SHRI N. C. DVGGAL ( Alternate )
SHRI A. V. GOKAK Cement Cont;oller ( Ministry of Ihdustry )
SERI s. S. MI~LAFJI ( Ahmate 1
( Contimed an page 2 1
0 Copyright. 1984
INDIAN STANDARDS INSTITUTION
This.publication is protected under the Indian Copyright Act (XIV of 1957) and
reproduction in whole or in part by any means except with written permission of the
Dublisher shall be deemed to be an infringement of copyright under the said Act.IS : 10890 - 1984
( Confinuen from page 1 )
Members Representing
SHRI A. K. GUPTA Hyderabad Asbestos Cement Products Ltd.
Hyderabad
SHRI N. G. JOSHI Indian Hume Pipes Company Ltd, Bombay
SHRI P. J. JAGUS The Associated Cement Companies Ltd, Bombay
SHRI M. R. VINAYAKA( Alfernate )
SHRI $. R. KULKARNI M. N. Dastur & Co Pvt Ltd. Bombay
SHRI S. K. LAHA The Institution of Engineers ( India ), Calcutta
SHRI B. T. UNWALLA( AZlernale )
SHRI 0. K. MAJUMDAR Hindustan Prefab Ltd, New Delhi
SHRI H. S. PASRICHA( Altern& )
SHRI K. K. NAMBIAR In personalcapacity (‘Rumunuluya’ll First Cres-
cenf Park Road, Gandhinagur, Adyar, Madras )
SHRI Y. R. PHULL Indian Roads Congress, New Delhi; and Central
Road Research Institute ( CSIR ), New Delhi
SHRI M.R. CHA~RJEE Central Road Research Institute (CSIR),
( Alternate ) New Delhi
SHRI K. L. SETHI ( Allernare ) Central Road Research Institute ( CSIR ),
New Delhi
DR MOHAN RAI Cen;otrkT;ilding Research Institute ( CSIR ),
DR S. S. REHSI ( Alternate )
SHRI A. V. RAMANA Dalmia Cement ( Bharat ) Ltd, New Delhi
DR K. C. NARANG( Alternate 1,
SHRI G. RAMDAS Directorate General of Supplies and Disposals,
New Delhi
DR M. RAMAIAH Structural Engineering Research Centre -
( CSIR ), Madras
DR A. G. MADHAVAR AO ( Alternate )
DR A. V. R. RAO National Buildings Orginization, New Delhi
SHRI J. SEN GUPTA ( Alternate )
SHRI R.V. CHALAPATHRI AO Geological Survey of India, Calcutta
SFIRI S: ROY ( Alternate )
SHRI ARJUN RIJSINGHANI Cement Corporation of India Ltd. New Delhi
SHRI C. S. SHARMA( Aliernuate)
SHRI T. N. S. RAO Gammon India Ltd. Bombay
SHRI S. A. REDDI ( Alternate )
SHRI H. S. SATYANARYANA Engineer-in-Chief’s Branch, Army Headquarters
SHRI V. R. KOTNIS ( Alfernafe )
SECRETARY Cenge;LiBoard of Irrigation and Power, New
SHRI K. R. SAXENA ( Afternate )
SHRI K. A. SUBRAMANIAM The India Cement Ltd, Madras
SHRI P. S. RAMACHANDRAN( Alternote )
SUPERINTENDINGE NGINEER Public Works Department, Government of
( DESIGNS) Tamil Nadu, Madras
EXECUTIVEE NGINEER( SM & R
DIVISION ) ( Alternate )
SHRIE . SWAROOP Orissa Cement ,Ltd, New Delhi-
SHRI D. S. BHANDARI( Alternate )
SHRI G. RAMAN, Director General, ISI ( Ex-offi.c_i_o Member )
Director ( Civ Engg )
Secretary
SHRI N. C. BANDOPADHYAYA
Deputy Director ( Civ Engg ), IS1
( Continued on puge 8 )
2is : -1oW - 1984
Indian StandaM
SPECIFICATION FOR
PLANETARY MIXER USED IN TESTS OF
CEMENT AND POZZOLANA 1
0. FOREWORD :
0.1 This Indian Standard was adopted by the Indian Standards Institution
on 12 March 1984, 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 seriis of
standards on different types of cement and methods of tests of cement. It
has been recognized that reproducible and repeatable test results can be
obtained only with standard testing equipment capable of giving the desired
level of accuracy. The Sectional Committee, therefore, decided to bring out
a series of specifications covering the requirements of equipment used for
testing cement and concrete, to encourage their development and
manufacture in the country.
0.2.1 Accordingly, this standard has been prepared to cover requirements
of planetary mixer used for determination of compressive and transverse
strength of plastic mortar, determination of compressive strength of masonry
cement and determination of lime reactivity of pozzolanic material with
hydraulic lime. Use of this mixer is covered in IS : 4031-1968* and
IS : 1727-1967t.
.0.3 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 anaiysis, 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
13 This standard covers the requirements of planetary mixer used in the
following tests:
a) Determination of compressive and transverse strength of plastic
mortar,
*Methods of physical tests for hydraulic cement.
TMethods of test for pozzolanic materials (first revision ).
$Rutes for rounding off numerical values ( revised >.1s:1luBo-1984
b) Determination of compressive strength of masonry cement, and
c) Determination of lime reactivity of pozzolanic material with
hydraulic lime.
2. MATERIALS
2.1 Materials of construction of different components of the mixer shall be
as given in Table 1.
TABLE 1 MATERIALS OF CONSTRUCTION OF DIFFERENT
COMPONENTS OF MIXER
SL PART M*T~FAL REF TO INDIAN
No. STANDARD
(1) (2) (3) ,(4)
i) Mixing bowl Stainless steel or IS : 552%1978.
other suitable
material
ii) Paddle W&less s tee1 or ‘IS : 5522-1978*
suitable
material
iii) Scraper Rubber
*Specification for stainless steel sheets and coils ( first revision ).
3. CONSTRUCTION
3.1 Mixer - It shall be an electrically driven mechanicrtl mixer of the
epicyclic type, which imparts both a planetary and a revolving .motion to
the mixer paddle. The relative motions of axial and planetary revolutions
of the blade should be opposite toeach other. The ,mixer shall haveat
least two speeds, controlled by gositive mechanical means. ( Rheostat adjust.
ment of Speed shall not be acceptable). The first or slow speed shall revolve
the paddle at a rate of 140 f 5 rev/m& with a planetary motion of appro-
ximately 62 rev/min. The second speed shall revolve the paddle at a rate
of 2855 10 rev/min with a planetary motion of approximately 125 f 10
rev/min. The mixer shall be capable .of adjustment so that when the bowl
is in the mixing position the clearance between the lower end of the paddle
and the bottom of the bowl shall be;approximately 2’5 mm but not less than
the approximate diameter of a grain of the standard sand.
3,2 Paddle - The paddle shall be readily removable, made of stainless steel
or any other equivalent material not attacked by cement, masonry cement,
cement-pozzolana mixture or lime-pozzolana mixture and of hardness to
prevent being abraded by silica sand, and shall conform to the basic design
shown in Fig. IA. The dimensions of the paddle shall be such that ~when
it is in the mixing position the paddle outline conform to the contour of
4the bowl used with the mixer, and the clearance between corresponding
points on the edge of the paddle and the side of the bowl in the.position of
closest approach shall be approximately 4 mm but not less than 0’85 mm.
A]1 dimensions in millimetses.
1A Mixing Paddle
FIG. 1 PADDLEA NDM IXING BOWL - Contd
5IS : lofm - 1984
200 DIA
i I
___-___- ___________ ______-___-_-___--~
‘--r--
L3 1
rc=r= =5=3-,
c____ ___-j
-I-- .i - - ---7 I
\ i ,> SIDE HANDLE
t
I
t
t :
‘t_= s..
-BACK BOWL
PIN ASSY t
30 R--\J
All dimensions in millimetres.
IB A Mixing Bowl
FIG. 1 PADDLE AND MIXING BOWL
3.3 Mixing Bowl - The mixing bowl shall be removable and shall have a
nominal capacity of 4’75 litres. It shall be of the general shape shown in
Fig. 1B. It shall comply with the limiting dimensions shown in Fig. 1A
and shall be made of stainless steel or any other equivalent material not
attacked by cement, masonry cement, cement-pozzolatia mixture or lime-
pozzolana mixture and of hardness to prevent being abraded by silica sand.
The bowl shall be so equipped that it will be positively held in the mixing
apparatus in a fixed position during the mixing procedure. It shall be pro-
vided with a lid made of non-absorbing material and not attacked by
cement, masonry cement, cement-pozzolana mixture or lime-pozzolana
mixture.
61s:10890 -1984
3.4 Scraper -The scraper shall consist of a semi-rigid rubber blade
attached to a handle about 150 mm long. The blade shall be about 75 mm
long and 50 mm wide, and tapered to a thin edge about 1’5 mm thick.
4. MARKING
4.1 The following information shall be clearly and indelibly marked on
each component of the mixer as far as practicable in a way that it does not
interfere with the performance of the mixer:
a) Name of the manufacturer or his registered trade-mark or both,
and
b) Date of manufacture.
4.1.1 The mixer 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 theRules 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 devisedand 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 ISI Certification Mark may be granted to manufacturers or
processors, may be obtained from the Indian Standards Institution.
7( Continued,from page 2 1”
Instruments for Cement and‘ Concrete Testing Subcommittee, BTX 2 LO.
Convener
DR IQBALA LI
14-l-359, New Aghapura, Hyderabad 500001
Members Representing
SHRI P. D. AGARWAL Central Public Works,Department, Governmen%
of Uttar Pradesh, Lucknow
DR T. N.. C%~J~R ( Alfetmte 1
PROF B. M. AWJA Indian Institute of Technology, New Delhi
SHRI S. K. BANERJEE National Test House, Calcutta
DR R. K. DATTA CentrttrrFe;ldmg Research Institute ( CSIR 1,
SHRI J. P. KAUSHUSH( Allernufe )
DIRE_ A.P. Engineering Research. Laboratotiss,
H--.v derab--a-d~ ~
JOINT DIRECTOR( Allentale )
EXECUTIW ENGINEER( D) V Central Public Works Department, Stew Delhi
SHR~T . P. EKAMBARAM Highway Research Station; Madras
SARI H. K. G- KJHA All India Instrument Manufacturers I% Dealers
Association, Bombay
DEPUTY SECRETARY( Alternate 1
SHRI JATINDERS INGH Hydraulic Engineering Instruments. New Delhi
SARI GWRCHARANS WGH ( Allerrrafe )
SHRI P. J. JAGUS Associate& Cement Companies Ltd, Bombay
SIRI D. A. WADIA ( Alternate )
33~1 M. R. JOSHI Research & Development Organization, Ministry
of Defence
SHRI Y. P. PATHAK ( Alternate )
PROF C. K. RAMESH Indian Institute of Technology, Bombay
DR R. S. AYYAR ( Allernale 1
DR V. V. SUBHA RAO Cement Research Institute of India, New Delhi
SHRI N. K. JAIN ( Alternate )
SHRI K. H. BABU ( Alrernare)
SHRI A. V. S. R. SASTRI Associated Instrument Manufacturers ( India )
Pvt Ltd, New Delhi; and Advisory Committee
for Standardization of Instruments ( ACSI 1,
New Delhi
SHRI PALVINDERS INGH ( Alternate )
SEIRI K. L. SETHI Central Road Research Institute ( CSIR ).
New Delhi
SHIU M. L. BHATIA( Alternate )
|
1367_9_2.pdf
|
IS 1367 ( Part O/Set 2 ) : 1993
IS0 6157-3 : 1989
Indian Standard
TECHNICAL SUPPLY CONDITIONS FOR THREADED
STEEL FASTENERS
PART 9 SURFACE DISCONTINUITIES
Section 2 Bolts, Screws and Studs for Special Applications
Third Revision)
(
First Reprint SEPTEMBER 1998
UDC 621’882’2’082
(0 BIS 1993
BUREAU OF INDIAN STANDARDS
MANAK BHAVAN, 9 BAHADUR SHAH ZAFAR MARG
N&l DELHI 110002
December 1993 Price Group 7Bolts, Nuts and Fasteners Accessories Sectional Committee, LM 14
NATIONAL FOREWORD
This Indian Standard IS 1367 ( Part S/Set 2 ) which is identical with IS0 6157-3 : 1988
‘Fasteners - Surface discontinuities Part 3 : Bolts, screws and studs for special requirements’
iss_ued by International Organization for Standardization ( IS0 ) was adopted by the Bureau of
Indian Standards on the recommendation of the Bolts, Nuts and Fasteners Accessories
Sectional 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/DlS 6157/l ‘Fasteners-surface discontinuities-Part 1 : Bolts, screws
and studs with thread sizes M5 to M39’ issued by ISO. The standard was covering the surface
discontinuities of fasteners for general applications as well as special applications. The revision
has been made to harmonize with the International Standards IS0 6157-1 : 1988 and
IS0 6157-3 : 1988 to cover general applications as well as special applications separately in
Section ,I 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 ‘001d3 Max.
b) The forging bursts limitations has been specified separately for width and depth.
c) The limits of shear bursts values have also been extended for hexagon head screws and
circular head screws.
d) The figures showing permissible dnd not permissible forging cracks in socket head screws
has been extended for button head and countersunk screws.
e) The limit of combined surface area of all voids on the bearing face has been reduced to
5 percent of the total area.
f) 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 heen used as a decimal marker in the International Standard 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 21~0 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
IS0 898-l : 1988 S 1367 ( Part 3 > : 1991 Fasteners - Threaded Identical
steel - Technical supply conditions : Part 3
Mechanical properties and test methods for
bolts, screws and studs with full loadability
( third revision )
IS0 2859*
IS0 2859-l : 1989 S 2500 ( Part 1 ) : 1992 Sampling inspection Identical
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 supply conditions t
for threaded s?eel fasteners - Acceptance
criteria ( under preparation )
The concerned technical committse 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 conjunction
with this standard. The related Indian Standard to IS0 468 : 1982 is IS 3073 : 1967 ‘Assess-
ment of surface roughness’.
* IS0 2859 has since been revised into parts. However only relevant part has been shown in the reference.
t This standard is likely to be adopted as Indian Standard with minor modifications.IS 1367 (PartS/Sec 2) : 1993
IS0 6157-3 : 1988
fndian Standard
TECHNICAL SUPPLY CONDITIONS FOR THREADED
STEEL FASTENERS
PART 9 SURFACE DISCONTINUITIES
Section 2 Bolts, Screws and Studs for Special Applications
Third Revision )
(
1 Scope and field of application 2 The individual figures show the surface discontinuities exaggerated
in some cases for clarity.
1.1 This part of IS0 6157 establishes limits for various types
of surface discontinuities on bolts, screws and studs for special
requirements. 2 References
It applies to bolts, screws and studs with IS0 468, Surface roughness - Parameters, their values and
general rules for specifying requirements.
- nominal thread diameters 5 mm and larger;
- product grades A and B; IS0 898-1, Mechanical properties of fasteners - Part 1: Bolts,
screws and studs.
- nominal lenghts I < 10d (or longer if specified);
IS0 2859, Sampling procedures and tables for inspection by
- property class 12.9;
attributes.
- property classes 8.8, 9.8 and 10.9 when specified
in product standards or agreed between supplier and IS0 3269, Fasteners - Acceptance inspection.
purchaser.
1.2 Where the permissible limits for surface discontinuities 3 Types, causes, appearance and limits
indicated in clause 3 occur, the minimum values for the of surface discontinuities
mechanical and functional properties specified in IS0 898-l
should still be met.
3.1 Cracks
When fatigue strength requirements are specified, the fatigue
strength should not be lower than that obtained on bolts A crack is a clean (crystalline) fracture passing through or
without defects taken’ from the same lot. across the grain boundaries and may possibly follow inclusions
of foreign elements. Cracks are normally caused by overstress-
NOTES ing the metal during forging or other forming operations, or
1 The figures in clause 3 are examples only. They apply correspond- during heat treatment. Where parts are subjected to significant
ingly also to other types of bolts, screws and studs. reheating, cracks usually are discoloured by scale.
1IS 1367 (Part S/Set 2) : 1993
. ..ISO 6157-3 : 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
extension of crack in
Quench crack circum- Quench crack
ferential and adjacent at corner of head shank or side of head
uench crack at root
? A
Quench crack, section ’ r
at crest of thread missing
‘4
CD
iA
Quench crack across washer face
and to depth of washer face thickness
Quench crack extendq
radially into fillet
A-A
- at root ‘Quench crack’ I
Limits Quenah 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.
Appearance
Forging crack on top of head
Limits Length, I, of forging cracks: I < dl)
Depth or width, b, of forging cracks: b < 0,OW
NOTE - The limits for forging cracks do not apply lo socket head screws (see 3.1.51.
1) d = nominal thread diameter
2IS 1367 (Part O/Set 2) : 1993
IS0 6157-3 : 1968
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
. :
B-9. Forging bursts
Limits Hexagon head screws
No forging 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. 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
have 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:
O,OEkf,.*) (with only one forging burst);
O,Md,. (with two or more forging bursts, one of which may extend to 0,08d,.).
Depth of forging bursts:
O&Id’)
1) d = nominal thread diameter
2) dc = head or flange diameter
3IS 1367 (Part S/Set 2) : 1993
IS0 6157-3 :I988
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 mav also occur on the sides of hexaaon head oroducts.
Appearance
Shear bursts
Shear burst
E6
Limits Hexagon head screws
Shear burst limits on the wrenching head are as follows :
Width
< 0,25 mm + 0.02~1)
Depth
< 0,04d
No shear 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. 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 0,05&J 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:
0,08d,3) (for only one shear burst);
0,04d, (with two or more forging shear bursts, one of which may extend to 0,08d,).
1) s = width across flats
2) d = nominal thread diameter
3) dC = head or flange diameter
4IS 1367 (Part O/Set 2) : 1993
IS0 6157-3 :I988
3.1.5 Forging cmcks in socket head screws
causa Zracks in the periphery, in the top surface and on the indented portion (hexagon socket) may occur on the inner
md outer faces due to cut-off of wire section, shqar and compressl‘ ve stress during forging operations and
muntersinkina of head.
Appeamnce
Permissible - does not extend more than
half the distance between the periphery of
Permissible the head and the socket
I
Not permissible -
connects socket
and edge of head
Permissible
Permissible -!
Not permissible - potential
intersecting discontinuities
l-
Not permissible - potential
intersecting discontinuities
Permissible
A-
A- Permissible
i!
Not permissible
5IS 1367 (Part S/Set 2) : 1993
IS0 6157-3 :I988
Appearance
(conrhued) I
r Permissible
Not permissible -
potential intersectina
of key engagement
(bottom of socket)
D
‘tit permissible -
Permissible depths :
transverse discontinuities
in the fillet area
ht < 0,03dkt): 0.13 mm max.
h2 < 0,06dk: 1,6 mm max.
No cracks permissible
Permissible
Not permissible - bottom
of socket or within 0.3r
11 dk = head diameter of bottom of socket
2) I= kev enoawrnent socket depth
6IS 1367 (Part O/Set 2) : 1993
IS0 6157-3 : 1988
Limits Cracks extending from the socket to the outer face and cracks with a traverse indicating a potential to intersect
are not permissible. Cracks within 0,3t of the bottom of the socket are not permissible. Cracks located elsewhere
in the socket are permissible, provided that they do not exceed a length of 0,25r and a depth of 0,03dk
(0,13 mm max.).
One crack in the longitudinal direction with a depth not exceeding 0,03dk (0.13 mm max.) at the head/shank
intersection and on the top of the head is permissible. Longitudinal cracks with a depth not exceeding 0,06dk
(1.6 mm max.) located in the periphery are permissible.
3.2 Raw material. seams and laps
A seam or lap is a narrow, generally straight or smdoth curved line discontinuity running longitudinally on the thread, shank or head.
CSUW 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
Lap or seam, usually straight or
k 1-G.
Seam
Limits Permissible depth: 0,015dll + 0.1 mm: 0,4 mm max.
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
7IS 1367 (Part S/Set 2) : 1993
IS0 6157-3 :I988
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.
Voids are produced by marks and impressions due to chips (shear burrs) or by rust formation on the raw material.
COUM
They are not eliminated during forging or upsetting operations.
Appearance
Limb Depth, h, of voids:
h < 0,02dl~:& 25 mm max.
Area of all voids:
The combined surface area of all voids on the bearing face.sh$l not exceed 5 % of the total area.
1) d = nominal thread diameterIS 1367 (Part S/Set 2) : 1993
IS0 6157-3 : 1988
3.4 Folds
A fold is a doubling over of metal which occurs at the surface of the fastener during forging.
Cause Folds are produced by material displacements due to lack of congruence of forms and volumes of the single
forging steps.
Appearance
I
Permissible<
typical “clover
leaf” fold
in non-circular
Permissible, at the intersection
shoulder fastener
between flange and driving part
Permissible, at
the surface of the
bolt end
Not permissible, fold
Permissible, fold
Permissible, fold at exterior corner
at exterior corner
Not permissible, fold
at interior 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
Permissible tool mark’
from trimming operation
Limits Tool marks produced by machining in the shank, fillet or bearing surface shall not exceed a surface roughness of
R, = 3,2 pm when tested in accordance with IS0 468.
9IS 1367 (Part S/Set 2) : 1993
IS0 ‘6157-3 : 1988
3.6 Laps on the thread
A lap is a fold-over of metal in the thread. Laps generally show a pattern of consistency between the same product, that is laps will be
identically located and with the same direction of traverse between all products.
Cause Folds and laps on the thread occur during cold-forming of the thread by rolling.
Appearance
Laps and seams
not permissible e Load direction
Major diameter
Pitch diameter
Minor diameter
Permissible laps
and seams
Minor diameter
Permissible surface
irregularities
1) H, = depth of thread
Limits Laps of any depth or length are not permitted in the following places:
- at the root of the thread;
- at the loaded flank of screw thread below the pitch diameter, even if they start beyond the pitch dia-
meter.
The following laps are permissible :
-
laps in the crest of the threads of 0,25 HI max.;
- crest of the threads not entirely rolled out, maximum half a turn on one thread;
- laps below the pitch diameter, if they run on the non-loaded flank towards the major diameter and not
deeper than 0,25 H, and not longer than half a turn on one thread.
3.7 Damages
Damages are indentations of any surface of a bolt or screw.
I Cause Damages, for example dents, scrapes, nicks and gouges, are produced by external action during manufacture
I and handling of bolts and screws, for example during loading.
1 Aonearance 1 No orecise aeometrical shaoe. location or direction, identifiable as external action.
Limits 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.
A specific agreement on packaging, for example, may be necessary in order to avoid damage durmg transport,
10IS 1367 (Part S/Set 2) : 1993
IS0 6157-3 : 1988
4 Inspection 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 1984 edition of IS0 32654 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 3 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 !W through the discontinuity where the greatest depth is
this pat-t 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 dccepted 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 location, 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 randdm sample shall be taken from the lot in accordance wirh which exceed the allowable limits as specified for the applicable
table 2 in the annex and subjected to either visual tests or other type of discontinuity, the lot shall be subject to rejectinr,IS 1367 (Part S/See 2) ; 1993
IS0 6157-3 : 1966
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 2 and using the principles and
procedures given in clause 4.
Table 2 - Sample sizes for visuai and
non-destructive testing
Lot rizel .’ Sample size
N n
N< 1200 m
1 201 < N < 10 000 32
10001 <N< 35000 50
35OOl<N<15O@lO 80
1) Lot size is the number of products of the same tvpe, size and
property class submitted, for inspection at one time.
NOTE - The sample sizes are based on special inspection level S-4
specified in IS0 28!+.
Table 3 - Secondary sample sizes for destructive testing
Number of defective products Secondary
in the sample semple size
N n
N< 8 2
9<NN<l5 3
16<N<25 5
26<N<50 8
51<N<Ml 13
NOTE - The secondary sample siz& are based on general inspection
level II specified in IS0 2859.
13 Printed it Dee Kay Printers, New Delhi-l 10015. India.Bureau of Indian Standards
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harmonious development of the activities of standardization, marking and quality certification of goods and
attending to.connected matters in the country.
Copyright
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implementing the standard, of necessary details, such as symbols and sizes, type or grade designadocs.
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
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This Indian Standard has been developed from Dot: No. LM 14 ( 0193 )
Amendments Issued Since Publication
Amend No. Date of Issue Text Affected
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1443.pdf
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IS : 1443 - 1972
( Rdlhmed 1996)
Indian Standard
’ CODE OF PRACTICE FOR
LAYING AND FINISHING OF
CEMENT CONCRETE FLOORING TILES
( First Revision )
Filih Reprint DECEMBER 1998
IJDC 69.025.334.2l666.9721 :69.001.3
@ Copyright 1972
BUREAU OF INDI*AN STANDARDS
MANAK BHAVAN, 9 BAHADUR SHAH ZAFAR MAEiG
NEW DELHI 110002
cl-3 &p/ember 1972Indian Standard
CODE OF PRACTICE FOR
LAYING AND FINISHING OF
CEMENT CONCRETE FLOORING TILES
( First Revision )
Flooring and Plastering Sectional Committee, BDC 5
Chairman Rep&nti,p
SHRI 0. P. MITTAL Direg;;;e General of Posts & Telegraphs, New
Members
DR D. BANERJEE National Rubber Manufacturers Ltd, Calcutta
DR M. L. BHAUMIK ( Alternate)
SHRI A. K. BHATTACHARYYA National Test House, Calcutta
SHRI G. C. DAS ( Alternate )
SHRI S. K. BOSE Engineer-in-Chief’s Branch, Army Headquarters
MAJ D. D. SHARMA ( Alternate)
SHRI DINESH A. CHOKSHI Arcoy Industries, Ahmedabad
SHRI RASIKLAL A. CHOKSHI ( AlternnfP 1
DEPUTY C H I E F MECHANICAL Ministry of Railways
ENGINEER, INTEGRAL COACH
,? ACTORY, PERAMWR
DEPUTY DIRECTOR ( ARCH ),
RESEARCH, DESIGNS AND
STANDARDS ORGANIZATION,
LUCKNOW ( Alternate )
DIRECTOR Maharashtra Engineering Research Institute, Nasik
RESEARCH OFFICER, MATERIAL
TESTING DIVISION ( Alternate )
SHRI P. K. DOCTOR Concrete Association of India, Bombay
SHRI L. T. GEHANI Bhor Industries Ltd, Bombay
SHRI RAMESH D. PATEL (Alternate )
SHRI N. HARILAL Oxychloride Flooring Products Ltd, Bombay
DR PRANLAL PATEL ( Alternate )
SHRI S. C. KAPOOR Modern Tiles & Marble, New Delhi
SHRI A. C. KAPOOR ( Akmate)
SHRI M. R. MALYA Burmah-Shell Oil Storage & Distributing Co of India
Ltd, Bombay
DR B. S. BAW ( Alternate )
DR MORAN RAI Central Building Research Institute ( CSIR ),
Roorkee
SHRI R. K. JAIN ( Alternute )
( Continued on page 2 )
BUREAU OF INDI!AN STANDARDS
MANAK BHAVAN, 9 BAHADUR SHAH ZAFAR MARG
NEW DELHI 110002IS : 1443- 1972
( Continutdfrom page1 )
Members Rgresenting
SHRI M. V. MURU~APPAN Coromandel Prodorite Pvt Ltd, Madras
SHRI R. SRINIVASAN( Alternate )
SHRI K. K. NAMBIAR Cement Service Bureau, Madras
SHRI S. SIVASWAMI ( Alternofc)
SHRI H. M. NANDKEOLYAR India Linoleums Ltd, 24 Parganas ( West Bengal )
DR A. V. R. RAO National Buildings Organization, New Delhi
SHRI 0. P. RATRA ( Alternale)
SHRI G. C. SHARMA Indian Institute of Architects, Bombay
SHRI N. V. SHASTRI Institution of Engineers ( India ), Calcutta
SUPERINTENDING ENGINEER Public Works Department, Government of Tamil
( PLANNINOA NDD ESIGNC IRCLE) Nadu
DEPUTY CHIEF ENGINEER
( BUILDING) ( Alternate )
SUPERINTENDINGS URVEYOR OF Central Public Works Department, New Delhi
WORKS ( NDZ )
SURVEYOR OF WORKS I
( NDZ ) ( Alternate )
SI-IRIV . R. VAISH Bureau of Public Enterprises, Ministry of Finance
SHRI A. P. PARACER ( Alternate )
SHRI D. AJITHA SIMHA, Director General, ISI ( Ex-o&o Member )
Director ( Civ Engg )
stcrtkwy
SHRI L. RAMACHANDRAR AO
Deputy Director ( Civ Engg ), IS1
2IS : 1443- 1972
Indian Standard
CODE OF PRACTICE FOR
LAYING AND FINISHING OF
CEMENT CONCRETE FLOORING TILES
( First Revision)
0. FOREWORD
0.1 This Indian Standard ( First Revision) was adopted by the Indian
Standards Institution on 26 June 1972, after the draft finalized by the
Flooring and Plastering Sectional Committee had been approved by the
Civil Engineering Division Council.
0.2 The usefulness of tiles as flooring material consists mainly in their
pleasant appearance as it eliminates the possibility of unsightly cracks and
facility for quick installation. The appearance and the performance of the
tiled floor will, however, depend not only on the quality of materials used
but also on the care taken in bedding, laying and finishing of the tiles.
This standard gives necessary guidance in the laying of cement concrete
tile flooring to obtain good appearance, durability and finish.
0.3 This code of practice lays down procedures for the preparation of
bedding and for the fixing and polishing of plain terrazzo and special
types of cement concrete flooring tiles. Precautions necessary in the
finishing of skirting, dado, staircase treads, etc, are also dealt with. The
code includes the materials used in fixing, grouting and polishing of tiles,
and in the maintenance of the tiled flooring. This standard which was
first published in 1959 is now re%sed taking into account the experience
gained in this work since then. The salient features,of this revision are
given below:
a) Preparation and use of cement mortar and lime mortar for
bedding concrete tiles have been separately described,
‘o) Details pertaining to grinding and polishing of tiles after laying are
given, and
c) Permissible tolerance in laying of tiles has been specified.
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 : 1443- 1972
0.5 For the purpose of deciding whether a particular requirement of this
standard is complied with, the final value, observed or calculated, express-
ing the result of a test or analysis, shall be rounded off in accordance with
IS : 2-1960*. 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 laying, finishing and maintenance of cement
concrete flooring tiles in floors, walls, staircases, pavings, etc.
2. TERMINOLOGY
2.0 For the purpose of this standard, the following definitions shall apply.
2.1 General Terms
2.1.1 Base -The prepared surface on which the flooring is laid.
. 2.1.2 Ejlorescence - Patches of whitish scum formed by the deposition of
soluble salts which appear on the flooring particularly noticeable on plain
tiles.
2.1.3 Grout or Slurry- Neat cement mixed with water to honey-like
consistency; it may include pigments if used for grouting joints of tiled
floor. Sand, stone dust or any other aggregate shall not be added.
2.1.4 ,Matrix - The binding constituent of the top layer of the tile which
is chiefly Portland cement, either plain or mixed, with pigments.
2.1.5 Pin Holes -These are tiny air-cells in terrazzo tiles which open
up during the polishing process and are too small to be filled.
2.1.6 Pores -Holes appearing in the surface of the hardened terrazzo
tile after the initial grinding.
2.1.7 Sub-floor - The structural floor upon which the base is formed.
2.1.8 Tiles -The term ‘ tile ’ used in this code shall apply to the
following:
a) Plain cement tiles;
b) Plain coloured tiles;
c). Terrazzo tiles;
d) Chequered, embossed or specially manufactured non-slip cement
tiles; and
e) Precast staircase treads, risers, wall-slabs, etc.
*Rules for rounding olfnumdical values ( revised).
4IS : 1443 - 1972
2.2 Tools and Accessories
2.2.1 Screed - Narrow strips of wood, hands of plaster or pieces of tiles
laid on the floor to act as guides for bringing the whole of the work to a
true and even surface. The screeds shall be removed after laying all the
floor area for which they have been applied as guides.
2.2.2 Screeding Board - A straight-edged wooden plank used for floating
a plane surface. It is moved with a sawing action, the two ends resting on
screeds or guides set at the correct height.
2.3 Site Operation
2.3.1 Bedding - A layer of mortar applied to the base or sub-floor and
brought to a defined level.
2.3.2 Damp-Pro&g - Covering the sub-floor with a continuous layer of
impervious material so as to prevent penetration of moisture.
2.3.3 Filling- A plain or coloured cement paste with which the open
pores of terrazzo tiles are filled or plastered after grinding. The term
refers also to the operation of filling.
2.3.4 Grinding-The process by which the aggregate of tiles is exposed
by means of mechanical or manual grinding.
2.3.5 Polishing- Rubbing of tiles mechanically or by hand with
polishing stones after they have been laid, and bringing out their sheen.
2.3.6 Screeding - Bringing the floor to a true and even surface by means
of screeding boards and screeds.
3. DESIGN CONSIDERATIONS
3.1 Tile floe .ng may be laid on most types of reasonably rigid base,
provided that the sub-floor is of sufficient strength for the type of flooring
proposed and is not liable to settlement at any time. Cement flooring tiles
are not recommended for use where they will be exposed to the action of
acids and alkalies. However, the cement tile flooring gives suitable service
if it is exposed to sea water, vegetable oil or fats.
3.2 The range of tiles for flooring, dado work, facings, etc, is wide and the
choice of any particular type or colour involves aesthetic as well as techni-
cal considerations. Their selection is dependent on the type of flooring
required; the tile manufacturer should preferably be consulted for advice
as to proper selection.
3.2.1 For the purpose of selecting tiles, floors are generally classified into
the following types:
a) General purpose or light duty floors, that is those subject to pedes-
trian traffic as in offices, domestic buildings, hospitals, colleges,
b..nks, etc;
5IS : 1443 - 1972
b) Medium duty floors, that is those subject to heavy pedestrian and
moderately heavy wheeled traffic from trolleys, carts, etc, as in
factories, pavements, platforms, railway stations and driveways,
etc; and
c) Non-slip floors ( where chequered tiles are used ), that is footpaths
and pavements, special factory floors, platforms, ramps, etc.
4. MATERIALS
4.1 Sand-The sand to be used for mortar for laying the tiles shall
conform to IS : 2116-1965* and the sand shall have minimum fineness-
modulus 1.5.
4.2 Cement -The cement used for laying the tiles and grouting shall
conform to IS : 269-1967t and IS : 455-1967:.
4.3 Lime - Class B or C conforming to IS : 712-19648.
4.4 Tiles -The cement concrete flooring tiles to be used shal! conform
to IS: 1237-1959)l.
4.5 Oxalic acid used in the polishing of tiles shall be such as to give a
satisfactory performance without detrimental effects.
4.6 Pigments - Pigments incorporated in mortar or used for grouting
shall conform to the requirements of Appendix A of IS : 2 I14-19621.
4.7 Water-Water used shall be clean and free from oil, acid, alkali,
organic or vegetable matter. Sea water shall not be used.
5. NECESSARY INFORMATION
5.1 For the efficient planning and execution of the work, detailed informa-
tion with regard to the following is necessary:
a) Floor and wall area to be covered;
b) Details of sub-floor;
c) Type of flooring and size of units of the covering to be fixed;
d) Type of grinding and polishing of surface;
e) Type of finishing treatment, if any, to be applied over the tiles;
*Specification for sand for masonry mortars.
tSpecific~tion for ordinafy, rapid-hardening and low heat Portland cement (second
rcuision ) .
$Specification for Portland blastfurnace slag cement (second se&ion).
SSpecification for building limes ( reciscd).
llSpedification for cement concrete flooring tiles.
acode of practice for laying in situ terrazzo floor finish.
6IS : 1443- 1972
f) Any work consequent upon services passing through the flooring,
walls, skirtings, etc; and
g) Type of bedding and jointing.
5.2 All the information stated in 5.1 shall b:: made available to those who
are responsible for laying the tiles before the work is started. Necessary
drawings and instructions for preparatory work shall also be given.
5.3 Arrangements shall also be made for the proper interchange of informa-
tion between those engaged in laying the tiles and all others whose work
will affect or will be affected.
6. TIME SCHEDULE
6.1 In preparing the time schedule, due attention shall be given to pro-
vide sufficient time for:
a) the completion of all preliminary operations, such as laying of
services, affecting the schedule of commencement and completion
of the flooring work; and _
b) the hardening of any concrete in the base before laying of the
flooring.
7. FACILITIES FOR THE WORK
7.1 The facilities mentioned in 7.2 to 7.4 are necessary and shall be
furnished by the owner to the tile-laying contractor in order that the
latter may carry out his work satisfactorily.
7.2 Completioti of Work Preceding the Laying of Tiles
7.2.1 All the inside walls, ceiling and outside walls shall be plastered
and door frames and windows fixed m position.
7.2.2 The sub-floor shall be finished to a reasonably true plane surface
about 35 to 50 mm below the level of the finished floor, properly graded
and free from loose earth, dirt or dust and lumps.
7.3 Before tiling work is started, all points of level for the finished tile
surface shall be marked out. This is particularly necessary in the case of
finished staircase landings. Wherever slopes in finished floors are desired‘
points of level and outlets shall be correctly marked and outlet openings
made beforehand.
7.4 Protection Against Dampness - Wherever it is feared or suspected
that dampness may percolate on to the top of the sub-floor or base during
any time of the ycxar, the same shall be treated or covered with any of the
recognized damp-proofing methods to prevent dampness or water rising to
the top of the sub-floor or base. Where it is suspected that water may
percolate from the side walls, the same shall also be properly waterproofed
up to at least 15 cm above the level of the sub-floor.
7
-.._. _-
_._-IS : 1443 - 1972
8. PREPARATORY WORK
8.1 Handling and Storage of Materials
8.1.1 The delivery of tiles shall be so arranged as to minimize handling.
Adequate precautions shall be taken to prevent accidental damage to tiles
while unloading.
8.1.2 Clean, dry storage shall be provided at the site for all materials.
The tiles shall be stored in a room or under such cover as will prevent
exposure to dampness, sun, rain or staining. The storage shall be in such
a way that excessive handling and accidental damage is avoided. Cement
shall be stored under cover. Lime mortar and sand may be stored in the
open but as near as possible to the entrance of the building
( see IS : 4082-1967* ).
9. BEDDING
9.1 Preparation of Mortar - Both cement mortar as well as lime
mortar can be used for preparation of bed for laying of tiles. The method
of preparation and laying of each type of mortar shall be as given
in 9.1.1, 9.1.2, 9.1.3 and 9.1.4.
9.1.1 Cement Mortar- Cement mortar shall consist of one part of Port-
land cement and six parts of coarse sand by volume thoroughly mixed
manually or by a mechanical mixer. The quantity of water added shall
be the minimum necessary to give sufficient plasticity and workability for
laying. A high water-cement ratio will produce a screeded bed with a
high drying.shrinkage and should be avoided.
9.1.2 Spreading of Cement Mortar - Before spreading of cement mortar, it
is essential to ensure that the base is well compacted and the surface is
rough to form suitable key. The base shall then be cleaned of all scum,
laitance or plaster droppings or any other loose foreign matter. It shall
be properly wetted without allowing any water pools on the surface.
The mortar shall then be evenly spread over the base for two rows of tiles
and about three to five metres in length with thread level fixed at both
ends to act as a guide. The top of mortar shall be kept rough so that
cement slurry can be absorbed. The thickness of the bedding shall
normally be not less than 10 mm and not more than 30 mm in any one
place. Immediately after, the laying of tiles shall start as described in 10.
9.1.3 Lime Mortar - Lime mortar may be prepared in any of the follow-
ing proportions:
a) 1 lime, 1 SU PKHZ, 2 coarse sand; or
b) 1 lime, 3 SL ;IcHI; or
c) 1 lime, 3 Coarse sand.
*Recommendations on stacking and storage of construction materials at site.
8IS : 1443- 1972
The ingredients shall be thoroughly mixed by volume in dry form.
Care shall be taken to ensure that there are no hard lumps present.
Water shall then be added and the ingredients thoroughly mixed as in 9.1 .l.
9.1.4 Spreading of Lime Mortar - Cleaning and wetting of the base shall
be done in the same manner as specified in 9.1.2. Lime mortar shall then
be evenly and smoothly spread over the base and levelled with a screed
batten to a slightly rough surface for providing key for the tiles. The thick-
ness of mortar shall be the same as in the case of cement mortar, that is,
10 mm minimum and 30 mm maximum at any one place. Screeds properly
levelled shall be fixed at the correct height to suit the thickness of the screed-
cd bed. The area of bedding should be as much as can be covered with
tiles during the following day. The freshly laid portion of the mortar
bedding shall be protected from damage by providing suitable barricading.
10. LAYING OF TILES
10.1 Laying of tiles should commence in the next morning by which time
the bedding becomes sufficiently hard to offer rigid cushion for the tile and
enables masons to place wooden planks and squat on them. Neat cement
slurry of honey-like consistency shall be spread over the mortar bed, over
such an area at a time as would accommodate about 20 tiles. The tiles
shall be fixed in this grout one after the other, each tile being gently tapped
with a wooden mallet till it is properly bedded and in level with the adjoin-
ing tiles. The mason shall keep the joints as close as possible and in
straight lines. The joints between the tiles shall normally be I.5 mm wide.
10.2 After the tiles have been laid in a room or the day’s laying work is
completed, the surplus cement slurry and the joints shall be cleaned and
washed fairly deep with the heIp of a broom stick. It shah be seen that
the cement slurry is cleaned before it sets hard.
10.3 The day after the tiles have been laid, the joints shall be filled with
cement grout of the same shade as the colour of the matrix of the tile. The
freshly laid portion of the tiles shall be prevented from damage by provid-
ing suitable barricading.
16.4 Tiles which are fixed in the floor adjoining the wall shall go about
10 mm under the plaster, skirting or dado as may be required by the
designer. For this purpose, the wall plaster may be left unfinished by
about 50 mm above the level of the proposed finished flooring and the
unfinished strip may be plastered later on after the tiles are fixed.
16.5 In odd situations where a full tile cannot be provided, tiles shall be
cut to size and then fixed.
10.6 After fixing, the flooring should be kept moist and allowed ‘to mature
undisturbed for seven days so that the bedding and joints set properly.
After this, it may be used for light traffic. Heavy traffic shall not be
allowed on the floor for at least 14 days after fixing the tiles.
9IS : 1443 - 1972
of
10.7 Wherever big areas floor are to be tiled, the level of the central
portion of the floor shall be kept about 10 mm higher than the level mark-
ed at the walls unless specified otherwise. This is normally done to avoid
the optical illusion of a depression in the central portion of the tiled hall.
11. GRINDING AND POLISHING
11.1 Grinding and polishing of the tiles shall be commenced only after the
floor as well as the joints have properly set and in no case earlier than
14 days of laying.
11.2 Grinding should preferably be done using a machine except for
skirting.
11.3 For grinding terrazzo tile flooring, the first grinding shall be with
machine fitted with Carborundum stones of 48 to 60 grit. When the floor is
rubbed even and chips show uniformity it shall be cleaned with water mak-
ing bare all pin holes. Grouting in the same shade is then briskly applied
SO that all pin holes are properly filled in. The grout shall be kept moist
for a week for proper setting. Thereafter, the second grinding operation
with Carborundum of 120 grit is commenced. The floor is grouted again
to fill in fine pin holes. After curing, the floor is left with this protective
film till other works are completed and all workers quit. Before the final
grinding the floor is swept clean. Final grinding is then done with carbo-
rundum of 220 to 350 grit using plenty of water and taking care that any
foreign matter, particles of sand, etc, are prevented. When surface is
rendered smooth, it is washed with water. Afterwards oxalic acid powder
is vigorously applied with machine fitted with hessian bobs to bring out
sheen. Wash the floor n&an and apply dry linen to suck-in moisture. If
desired, wax polish may finally be applied mechanically with clean hessian
bobs. Superfluous wax is mopped-up with saw dust to prevent slipperiness.
Saw dust may be allowed to remain on the surface till occupation. This
l
will protect the surface and help to increase lustre. When saw dust is
spread, water should not be spilled as this is likely to give stains on the
polished surface.
11.4 When hand grinding and polishing has to be adopted the various pro-
cesses in the same sequence shall be carried out as described in 11.3.
11.5 In the case of plain cement and coloured tiles the process of polishing
shall be the same as described in 11.3 except that initial grinding with
Carborundum stone of 48 to 60 grit may not be necessary.
11.6 Ctrequered or Grooved Tiles - These tiles normally do not require
polishing. But where polishing is required, the same shall be done as
in 11.5.
12. LAYING OF ROUGH TILES
12.1 Where tiles have been supplied and fixed in rough condition ( not
ground and filled by the manufacturer ), the first grinding shall be done not
10IS : 1443 - 1972
less than 14 days after fixing the tiles. The initial grinding shall be done
with carborundum stones of 36 to 48 grit. The remaining process shall be
the same as given in 11.3.
13. PERMISSIBLE TOLERANCE IN LAYING
13.1 The permissible deviation from datum depends on the area involved;
for large open areas, a deviation of tip to 15 mm may be tolerated. Loca-
lized deviations of 3 mm in any 3 m maq be accepted in a nominally flat
floor.
14. SKIRTING, DAD0 WORK AND STAIRCASE-TREAD WORK
14.1 Tile skirtings, where required, shall be fixed only after laying the tiles
on the floor. If tiles are to be fixed on walls as dados, the portion of the
wall to be so tiled shall be left unplastered. Also, dado work shall be done
only after laying tiles on the floor.
14.2 Before fixing tiles on brick or concrete wall, the wall surface shall first
be wetted with clean water. Thereafter, in case of dado the wall surface
shall be evenly and uniformly covered with about 10 mm thick backing of
cement mortar ( 1 cement : 4 coarse sand). In the case of skirting, the
tiles shall be directly fixed with cement mortar ( 1 : 4 ) without initial
backing. Before the cushioning mortar has hardened, the back of each tile
to be fixed shall be covered with a thin layer of neat cement paste and the
tile shall then be gently tapped against the wall with a wooden mallet.
The fixing shall be done from the bottom of the wall upwards. Each tile
shall be fixed as close as possible to the one adjoining, and any difference
in the thickneises of the tiles shall be evened out in the cushioning mortar or
cement paste so that all the tile faces are set in conformity with one another.
14.3 Wherever possible, skirtings and dado shall be ground and polished
just as for floor work with machine suitable for the purpose. Skirtings and
dado may also be polished by hand.
14.4 Precast treads and risers for staircases shall be laid and polished as
for flooring.
14.5 The laying and polishing of tiles for external paving shall be done
similar to that of ordinary flooring.
15. APPEARANCE
15.1 The finished floor shall have an even, smooth and shining surface.
Joints should be in correct alignment.
NOTE 1 -Normally, all freshly laid tile-floors and dado work may show efflorescence
even after the tiles are polished. This may be particularly noticeable in plain-tile floors.
This may not affect the quality of the tiles or of the finished floor; the same may acquire
a natural sheen after two to three months of daily cleaning. When all the salts from
the concrete have come to the surface and are washed off, there will be no more trouble
from this cause and the floor will require less work for its upkeep. If quality tiles have
been used, their natural gloss will improve with age and wear.
11IS : 1443 - 1972
NOTE 2 - Minor variations may occur in the shades of cement used in the matrix,
in the colour and shade of the marble chips and in the distribution of the chips over
the tiles.
16. MAINTENANCE
16.1 Care Immediately After the Work
16.1.1 After laying, the floor shall be allowed to remain clean and free
from cement, oil, paint, distemper, plaster droppings and all materials
likely to stain or spoil the tiles. If appliances, such as trestles, ladders,
steps, etc, have to be used for electrician’s, plumber’s and other light work,
it shall be ensured that parts contact with the flooring are padded by the
contractor doing such work and no sliding the appliances on the finished
flooring is permitted. The owner shall also take care, when the floor is
used for subsequent operations, that staining, damaging or pitting of the
tile-work is entirely prevented.
16.1.2 Stair finishes, particularly nosings, are liable to be damaged by
dragging or dropping of articles up or down the stairs. It is, therefore,
necessary to protect the stairs against such causes of damage.
16.2 Subsgguent Maintenance
16.2.1 Polished tile-floors shall be regularly swabbed with clean water
followed by brisk rubbing with dry linen. If they are very dirty, water
and soap may be used. Care shall be taken to remove any soap film
deposited in washing, as failure to do so will result in the floor becoming
slippery and dull-looking. Use of’soda, acid, etc, shall be avoided.
16.2.2 Resistance to staining is, to a great extent, dependent upon the
degree of maintenance. Where bad stains have occurred, the advice of
the manufacturer of the tiles may perferably be sought for their removal.
16.3 Proper maintenance of the floor, after it has been completed with the
final polish, rests with the owner and the owner should be furnished with
the necessary information and instructions for such maintenance by the
tile-laying contractor.
12_.....___ _..,,-. , .,_...
._I..._. _. ^_ ,_
I!!!!!7- -^-“ .--‘-_ - ----“---
,’ .___“.-_ ._ .__ -.__.__ __ --.. __ -----..
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 11 3239399, 91 11 3239382
Telegrams : Manaksanstha
(Common to all Offices)
Central Laboratory : Telephone
Plot No. 20/9, Site IV, Sahibabad Industrial Area, Sahibabad 201010 8-77 00 32
Regional Offices:
Central : Manak Bhavan, 9 Bahadur Shah Zafar Marg, NEW DELHI 110002 323 76 17
*Eastern : l/14 CIT Scheme VII M, V.I.P. Road, Maniktola, CALCUTTA 700054 337 86 62
Northern : SC0 335-336, Sector 34-A, CHANDIGAAH 160022 60 38 43
Southern : C.I.T. Campus, IV Cross Road, CHENNAI 600113 23523 15
tWestern : Manakalaya, ES, Behind Mar01 Telephone Exchange, Andheri (East), 832 92 95
MUMBAI 400093
Branch Offices::
‘Pushpak’, Nurmohamed Shaikh Marg, Khanpur, AHMEDABAD 380001 550 13 48
SPeenya Industrial Area, 1 st Stage, Bangalore-Tumkur Road, 839 49 55
BANGALORE 560058
Gangotri Complex, 5th Floor, Bhadbhada Road, T.T. Nagar, BHOPAL 462003 55 40 21
Plot No. 62-63, Unit VI, Ganga Nagar, BHUBANESHWAR 751001 40 36 27
Kalaikathir Buildings, 670 Avinashi Road, COIMBATORE 641037 21 01 41
Plot No. 43, Sector 16 A, Mathura Road, FARIDABAD 121001 8-28 88 01
Savitri Complex, 116 G.T. Road, GHAZIABAD 201001 8-71 1996
5315 Ward No.29, R.G. Barua Road, 5th By-lane, GUWAHATI 781003 54 11 37
5-8-56C, L.N. Gupta Marg, Nampally Station Road, HYDERABAD 500001 201083
E-52, Chitaranjan Marg, C-Scheme, JAlPUR 302001 37 29 25
1171418 B, Sarvodaya Nagar, KANPUR 208005 21 68 76
Seth Bhawan, 2nd Floor, Behind Leela Cinema, Naval Kishore Road, 23 89 23
LUCKNOW 226001
NIT Building, Second Floor, Gokulpat Market, NAGPUR 440010 52 51 71
Patliputra Industrial Estate, PATNA 800013 26 23 05
Institution of Engineers (India) Building 1332 Shivaji Nagar, PUNE 411005 32 36 35
T.C. No. 14/l 421, University P. 0. Palayarn, THlRUVANANTHAPURAM 695034 621 17
*Sales Office is at 5 Chowringhee Approach, P.O. Princep Street, 271085
CALCUTTA 700072
tSales Office is at Novelty Chambers, Grant Road, MUMBAI 400007 309 65 28
*Sales Office is at ‘F’ Block, Unity Building, Narashimaraja Square, 222 39 71
BANGALORE 560002
Printed at Printograph, New De& Ph.: 5726847
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3597.pdf
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IS 3597 : 1998
Edition 3.1
(2003-03)
Indian Standard
CONCRETE PIPES — METHODS OF TEST
( Second Revision )
(Incorporating Amendment No. 1)
ICS 23.040.90, 91.100.30
© 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 4Cement Matrix Products Sectional Committee, CED 53
FOREWORD
This Indian Standard (Second Revision) was adopted by the Bureau of Indian Standards, after the
draft finalized by the Cement Matrix Products Sectional Committee had been approved by the
Civil Engineering Division Council.
Apart from the requirements regarding the design, materials, processes of manufacture,
dimensions, shape, workmanship and finish, etc, acceptability of pipes is determined by the results
of various tests to evaluate the properties stipulated in the relevant Indian Standard
specifications. This standard lays down the procedures for conducting tests relating to load
bearing, absorption, hydrostatic, permeability and straightness of concrete pipes, both reinforced
concrete and prestressed concrete of pressure and non-pressure types.
In addition to the tests specified in this standard, inspection of the process of manufacture, the
quality of the finished pipe and other tests for the quality control of materials during manufacture
shall be carried out as per requirements of relevant Indian Standards.
This standard was first published in 1966 and subsequently revised in 1985. This revision
incorporates modifications mainly in respect of hydrostatic test and permeability test which was
found necessary in the light of experience gained during the use of this standard.
The composition of the technical committee responsible for the formulation of this standard is
given in Annex A.
This edition 3.1 incorporates Amendment No. 1 (March 2003). Side bar indicates modification of
the text as the result of incorporation of the amendment.
In reporting the result of a test or analysis made in accordance with this standard, if the final
value, observed or calculated, is to be rounded off, it shall be done in accordance with IS 2:1960
‘Rules for rounding off numerical values (revised)’.IS 3597 : 1998
Indian Standard
CONCRETE PIPES — METHODS OF TEST
( Second Revision )
1 SCOPE 5.2 Three-Edge Bearing Method
This standard covers methods for carrying out
5.2.1 Apparatus
the following tests on concrete pipes, both
reinforced concrete and prestressed concrete 5.2.1.1 Testing machine
and of pressure and non-pressure types to
Any mechanical or hand-powered device may
evaluate the properties stipulated in the
be used in which the head that applies the load
relevant Indian Standards:
moves at such a speed as to increase the load at
a)Three-edge bearing test,
a uniform rate of approximately 20 percent of
b)Absorption test, the expected crushing load per linear metre per
c)Hydrostatic test, minute. The loading device shall be calibrated
d)Permeability test, and within an accuracy of ±2 percent. The testing
e)Straightness test. machine used for the load tests should produce
a uniform deflection throughout the full length
2 INSPECTION
of the pipe and shall be so substantial and rigid
The quality of all materials, process of throughout, that the distribution of the test
manufacture and the finished pipes shall be load along the length of the barrel of the pipe
subject to inspection and approval by the will not be appreciably affected by the
purchaser. If the pipe is tested for three-edge deformation or yielding of any part of the
bearing or absorption, inspection of the machine during the application of the load.
reinforcement shall be made on the pipe
sections used for those tests. 5.2.1.2 Lower bearing block
3 GENERAL PRECAUTIONS The lower bearing block (see Fig.1) shall
consist of two hardwood or hard rubber strips
3.1The test specimens shall not have been
fastened to a wooden or steel beam or direct to
exposed to a temperature below 4°C for 24
a concrete base, which shall provide sufficient
hours immediately preceding the test and shall
rigidity to permit application of maximum load
be free from all visible moisture. The specimens
without appreciable deflection. Wooden or
shall be inspected and any specimen with
rubber strips shall be straight, have a
visible flaws shall be discarded.
cross-section of not less than 50mm in width
3.2If any test specimen fails because of and not less than 25mm nor more than 40mm
mechanical reasons, such as failure of testing in height and shall have the top inside corners
equipment or improper specimen preparation, rounded to a radius of approximately 15mm.
it shall be discarded and another specimen The interior vertical sides of the strips shall be
taken. parallel and spaced apart a distance of not
more than 1/12th of the specimen diameter but
4 SELECTION OF TEST SPECIMENS
in no case less than 25mm. The bearing faces
In addition to the requirements specified in this
of the bottom strips shall not vary from a
standard, the number of test specimens and the
straight line vertically or horizontally by more
method of their selection shall be in accordance
than 1mm in 375mm of the length under load.
with the specification for the type of pipe being
tested. About 6mm thick hard rubber or felt should be
placed/fixed at the lower face of the upper
5 THREE-EDGE BEARING TEST
wooden block which shall come in contact with
5.1 General the surface of the pipe.
Three-edge bearing test shall be performed by
5.2.1.3 Upper bearing block
the method given in 5.2. The pipe shall be
surface dry when tested. The test specimen The upper bearing shall be a rigid hardwood
shall be tested in a machine so designed that a block or a block with hard rubber facing at least
crushing force may be exerted in a true vertical 150mm×150mm in cross-section. The wood
plane through one diameter and extending the block shall be free of knots and shall be straight
full length of the barrel of the pipe but and true from end to end. It shall be
excluding the sockets, if any. fastened to a steel or wood faced steel beam
1IS 3597 : 1998
FIG. 1 THREE-EDGE BEARING METHOD
of such dimensions that deflections under the pipe tests firmly and with the most uniform
maximum load will not be appreciable. The possible bearing on each strip for the full length
bearing face of the upper bearing block shall of the pipes less the socket portion, if any.
not deviate from a straight line by more than
If mutually agreed upon by the manufacturer
1mm in 375mm of length under load.
and the purchaser prior to the test, a fillet of
5.2.1.4The equipment shall be so designed that
plaster of Paris not exceeding 25mm in
the load will be distributed about the center of
thickness may be cast on the surface of the
the overall length of the pipe (see Fig. 1). The
upper and lower bearing before the pipe is
load may be applied either at a single point or
placed. The width of the fillet cap, top or bottom,
at multiple points dependent on the length of
shall be not more than 25mm per 300mm
the pipe being tested and the rigidity of the test
diameter, but in no case less than 25mm.
frame.
5.2.2.2Each end of the pipe at a point mid-way
NOTE — Multiple points of load applicable to the top
bearing will permit use of lighter beams without between the lower bearing strips shall be
appreciable deflection. marked and then diametrically opposite points
5.2.1.5 Crack measuring gauge thereof shall be established. The top bearing
block shall be so placed that it contacts the two
The crack measuring gauge shall be made from
ends of the pipe at these marks. After placing
0.25mm thick strip and shall be of a shape as
the specimen in the machine on the bottom
shown in Fig. 2.
strips, the top bearing shall be symmetrically
5.2.2 Procedure aligned in the testing machine. Load shall be
5.2.2.1The specimen shall be placed on the two applied at the rate indicated in 5.2.1.1 until
bottom bearing strips in such a manner that either the formation of a 0.25 mm wide crack
2IS 3597 : 1998
6 ABSORPTION TEST
6.1 Test Specimen
Each specimen selected at random shall have a
square area of 100cm2 ±10 percent of the length
of the pipe as measured on surface of the pipe,
and a thickness equal to the full depth of the pipe
thickness and shall be free from visible cracks.
6.2 Procedure
6.2.1 Drying Specimens
Specimens shall be dried in a mechanical
convection oven at a temperature of 105°C to
115°C until two successive weighings at
intervals of not less than 8h show an
increment of loss not greater than 0.1 percent
of the mass of the specimen. The drying time
shall be not less than 36h. The dry mass of the
specimen shall be the mass after the final
drying determined at ambient temperature.
6.2.2After drying and weighing as specified
in6.2.1, the specimens shall be immersed in
clean water at room temperature for the
specified period. The specimens shall then be
removed from the water and allowed to drain
for not more than one minute. The superficial
water shall then be removed by absorbent cloth
or paper and the specimens weighed
FIG. 2 GAUGE LEAF FOR MEASURING CRACKS
immediately.
or ultimate strength load, as may be specified,
has been reached. If both the 0.25mm crack 6.2.3The least count/accuracy of the weighing
and ultimate load are required, the specified balance shall be 0.1g which the test specimen
rate of loading need not be maintained after the shall be weighed.
load at 0.25mm crack has been determined.
6.2.4 Calculation and Report
5.2.2.3The 0.25mm crack load is the
The increase in mass of the specimen over its
maximum load applied to the pipe before a
dry mass shall be taken as the absorption of the
crack having a width of 0.25mm measured at
specimen and shall be expressed as a
close intervals, occurs throughout a length of
percentage of the dry mass. The results shall be
300mm or more. The crack shall be considered
0.25mm in width when the point of the reported separately for each specimen.
measuring gauge described in 5.2.1.5
7 HYDROSTATIC TEST
penetrates 1.5mm at close intervals
throughout the specified distance of 300mm. 7.1 Test Specimen
The ultimate load will be reached when the
The specimens for determination of leakage
pipe will sustain no greater load.
under internal hydrostatic pressure shall be
5.2.3 Calculation sound and full-size pipe. If the pipes are tested
The crushing strength in Newton per linear after storing in adverse weather condition
metre of pipe shall be calculated by dividing the presoaking shall be permitted. For presoaking
total load on the specimen by the nominal pipes shall be submerged in water or sprayed
laying length. Effective length of the pipe shall with water for a period not less than 6 hours
be taken as the nominal laying length of the prior to testing and excess water removed.
specimen. In case of spigot and socket ended
7.2 Procedure
pipes, the effective length shall be equal to the
overall length minus the depth of socket (see 7.2.1The pipe shall be supported in such a way
Fig. 3) and in case of collar and flush jointed so that the longitudinal axis is approximately
pipes, the effective length shall be equal to the horizontal and the exterior surface excepting
overall length. the supports can be examined readily.
NOTE — In most machines the total load will include
7.2.2The equipment for making the test
the dead weight of the top bearing plus the load applied
by the loading apparatus. shall be such that the specimen under
test can be filled with water to
3IS 3597 : 1998
FIG. 3 ILLUSTRATING EFFECTIVE LENGTH ‘E’ OF PIPES
the exclusion of air and subjected to the simultaneously, immediately after curing is
required hydrostatic pressure. Apply completed (see Fig. 4). In case this is done
hydrostatic pressure to the whole pipe later, the pipe shall be kept wet for 48 hours
including the portion of socket and rebated prior to test. For plain/flush ended precast
joints, that is, subjected to pressure in the ‘as pipes, it shall be carried out about 300mm
laid’ condition. away from both ends.
7.2.3The specimen shall be filled with water 8.1.1 Procedure
and the air expelled. Pressure shall be applied
The dry surface of the pipe shall be scrapped by
at a gradual rate until the specified test
wire brush and loose particles, if any, removed.
pressure is reached, or beads of water on the
Sealant shall then be applied to the lower
pipe surface is seen, whichever occurs first.
portion of the cup and cup shall be pressed on
7.2.4Pressure shall be maintained for 1min + the pipe. After hardening of sealant, water
30s for each 10mm of wall thickness (for shall be filled in the cup with wash bottle. The
precast concrete pipes wall thickness shall be glass tube with rubber cork shall then be fixed
full barrel wall thickness, whereas it shall be in the cup as shown in Fig. 4. Water in the tube
core thickness, in case of prestressed concrete shall then be filled using wash bottle and air
pipe) or for twice that entire period if the shall be allowed to escape during filling.
application of pressure resulted in the Precaution shall be taken, so that water does
formation of beads of water on the pipe surface. not leak either from cup ends or from the
rubber stopper.
7.2.5At the end of the holding period, the
pressure shall be released immediately if the 8.1.2 Initial Absorption
test pressure has been maintained. If the beads
Water shall be filled up to zero mark and
of the water have not grown or run the pressure
reading shall be taken at every half hour
shall be increased slowly until the test pressure
interval up to two hours. The drop in water
is reached or the beads of water grow or run
level in the stand pipe at the end of two hours
(whichever occurs first).
in the initial absorption.
7.2.6If the test pressure has been reached
8.1.3 Final Permeability
without the beads of water growing or running,
Fill the water in the stand pipe again up to zero
the test pressure shall be maintained constant
mark and take the reading at one hour interval
for 1min + 30s for each 10mm of wall
up to 4h. The absorption in the fourth hour,
thickness (for precast concrete pipes wall
that is, difference between fourth and third
thickness shall be full barrel wall thickness,
hour readings is the final permeability. The
whereas it shall be core thickness, in case of
average of tests conducted at three places for
prestressed concrete pipe). At the end of the
prestressed concrete pipe and two places for
holding period the pressure shall be released
precast concrete pipe shall be expressed in cm3
immediately.
as final permeability.
After releasing the pressure, the test pipe shall
be drained completely. Criteria for acceptance is the final
permeability.
8 PERMEABILITY TEST
9 STRAIGHTNESS TEST
8.1 Prestressed Concrete Pipes and
Precast Concrete Pipes 9.1 Procedure
This test shall be done on outside surface of the 9.1.1A rigid straight edge, made into a gauge
pipe. No additional treatment of any type shall of the form and dimension shown in Fig. 5 shall
be done on the pipe before permeability test is be placed in the bore of the pipe with edge X in
carried out. For Prestressed Concrete Pipe, the contact with the pipe internal surface and/or
test shall be conducted at 3 places on coating the line parallel to the pipe axis. Hold the plane
and for Precast Concrete Pipe at 2 places of the gauge in a radial plane.
4IS 3597 : 1998
9.1.2If both ends of the gauge, when so placed internal surface of the pipe at both ends, the
are in contact with the internal surface of the gauge shall be reversed so that edge Y, placed
pipe, the deviation from straightness is as in 9.1.1, is adjusted to the internal surface of
excessive. If this condition occurs at any one of the pipe. If the two studs in edge Y cannot be
four different positions of the gauge, made to touch the surface of the pipe
approximately equally spaced around the pipe simultaneously, the deviation from the
circumference the pipe does not comply with straightness is excessive.
the particular requirement.
If this condition occur at any four position of
9.1.3If both ends of the gauge, when used as the gauge the pipe does not conform with this
described in 9.1.1, are not in contact with the particular requirements.
FIG. 4 METHOD FOR PERMEABILITY TESTING OF CONCRETE PIPES
FIG. 5 STRAIGHTNESS TEST
5IS 3597 : 1998
ANNEX A
(Foreword)
COMMITEE COMPOSITION
Cement Matrix Products Sectional Committee, CED 53
Chairman Representing
SHRI S. A. REDDI Gammon India Ltd, Mumbai
Members
SHRI K. H. GANGWAL Hyderabad Industries Ltd, Sanatnagar
SHRI V. PATTABHI (Alternate)
DR C. RAJKUMAR National Council for Cement and Building Materials, New Delhi
SHRI H. K. JULKA (Alternate)
SHRI R. SUBRAMANIAM Central Public Works Department, New Delhi
SHRI K. P. ABRAHAM (Alternate)
SHRI P. S. ROY Engineer-in-Chief’s Branch, Army Headquarters, New Delhi
DR A. S. GOYAL (Alternate)
JOINT DIRECTOR STANDARDS (B&S)-CB-II Research, Design and Standards Organization, Lucknow
ASSTT DESIGN ENGINEER (CS-1) (Alternate)
SHRI D. K. KANUNGO National Test House, Calcutta
SHRI T. CHOUDHURY (Alternate)
SHRI C. H. SUBRAMANIAN Small Scale Industries, New Delhi
SHRI A. DUTTA (Alternate)
DR IRSAD MASOOD Central Building Research Institute, Roorkee
SHRI S. P. TEHRI (Alternate)
SHRI O. P. AGARWAL Municipal Corporation of Delhi, Delhi
SHRI J. L. DHINGRA (Alternate)
SHRI P. S. KALANI All India Small Scale, A.C. Pressure Pipes Manufacturers Association,
SHRI N. KISHAN REDDY (Alternate) Hyderabad
SHRI P. D. KELKAR Indian Hume Pipe Co Ltd, Mumbai
SHRI P. R. C. NAIR (Alternate)
SHRI G.S. SHIRALKAR Spun Pipes Manufacturers Association of Maharashtra (SSI), Pune
SHRI A. V. GOGTE (Alternate)
SHRI A. K. CHADHA Hindustan Prefab Ltd, New Delhi
SHRI J. R. SIL (Alternate)
SHRI S. HARIRAMASAMY Tamil Nadu Water Supply and Drainage Board, Chennai
DR V. S. PARAMESWARAN Structural Engineering Research Centre, Chennai
SHRI A. K. MANI (Alternate)
CHIEF ENGINEER Municipal Corporation of Greater Mumbai, Mumbai
DY CHIEF ENGINEER (Alternate)
SHRI S. P. RASTOGI Federation of UP Pipe Manufacturers, Lucknow
SHRI G. R. BHARITKAR B.G. Shirke Construction Technology Pvt Ltd, Pune
COL (RETD) D. V. PADSALGIKAR (Alternate)
SHRI B. V. B. PAL The Associated Cement Companies Ltd, Thane
SHRI M. G. DANDWATE (Alternate)
SHRI M. A. AZEEZ Rural Electrification Corporation Ltd, New Delhi
SHRI P. D. GAIKAWAD (Alternate)
SHRI K. SRIVASTAVA Eternit Everest Ltd, Mumbai
SHRI VINOD KUMAR, Director General, BIS (Ex-officio Member)
Director (Civ Engg)
Member-Secretary
SHRI J. K. PRASAD
Additional Director (Civ Engg), BIS
(Continued on page 7)
6IS 3597 : 1998
(Continued from page 6)
Concrete Pipes Subcommittee, CED 53:2
Convener
SHRI N. G. JOSHI
A-5, Adinath Antophill, Mumbai 400037
Members Representing
SHRI P. D. KELKAR Indian Hume Pipe Co Ltd, Mumbai
SHRI B. SANKARASUBARAMONIA AYYAR The Kerala Premo Pipe Factory Ltd, Quilon
SHRI G. S. SHIRALKAR Spun Pipes Manufacturers Association of Maharashtra (SSI), Pune
SHRI MUKUND NAMDEO PORE (Alternate)
SHRI R.A. DUBEY. SO (UTILITY) Engineer-in-Chief’s Branch, Army Headquarters, New Delhi
MAJ S. AHLAWAT. SO2 UTILITY (Alternate)
SHRI SUDDHODAN ROY Hindustan Prefab Ltd, New Delhi
SHRI A. K. CHADHA (Alternate)
SHRI A. V. TALATI Spunpipe and Construction Co (Baroda) Pvt Ltd, Vadodara
SHRI A. A. TALATI (Alternate)
SHRI K. NAGARAJAN Tamil Nadu Water Supply and Drainage Board, Chennai
DR B. VENKTESWARLU Structural Engineering Research Centre (CSIR), Chennai
SHRI J. SHANMUGASUNDARAM (Alternate)
SUPTD SURVEYOR OF WORKS (NZ) Central Public Works Department, New Delhi
SURVEYOR OF WORKS (NZ) (Alternate)
CHIEF ENGINEER (SEWERAGE PROJECT) (R&D) Municipal Corporation of Greater Mumbai, Mumbai
SHRI G. G. PATHAK (Alternate)
MANAGING DIRECTOR Concrete Pipe Manufacturers Association of India, New Delhi
SHRI H. S. MANIK (Alternate)
DR C. RAJKUMAR National Council for Cement and Building Materials, New Delhi
SHRI H. K. JULKA (Alternate)
SHRI S. N. BASU Directorate General of Supplies and Disposals, New Delhi
SHRI T. N. UBOVEJA (Alternate)
SHRI A. W. DESHPANDE National Environmental Engineering Research Institute, Nagpur
SHRI B. V. KALE (Alternate)
SHRI S. S. RAMRAKHYANI Municipal Corporation of Delhi, Delhi
SHRI S. PRAKASH (Alternate)
SHRI P. S. GUPTA Haryana Cement Concrete Pipes and Poles Manufacturers Association,
SHRI VIDUR BHASKAR (Alternate) Faridabad
SHRI D. N. GARG Modi Steels, Modinagar
SHRI B. K. AGARWAL Federation of UP Pipe Manufacturers, Lucknow
SHRI S. P. RASTOGI (Alternate)
SHRI S. BASU Tata Consulting Engineers, Mumbai
SHRI S. D. KANGA (Alternate)
SHRI U. C. JAIN Engineers India Ltd, New Delhi
SHRI P. K. SHARMA (Alternate)
SHRI Y. N. CHATURVEDI UP Jal Nigam, Lucknow
SHRI V. K. GUPTA (Alternate)
JOINT DIRECTOR, STANDARDS (B&S)-CB-I Research, Design and Standards Organization, Lucknow
(JOINT DIRECTOR, STANDARDS (B&S)-CB-II
(Alternate)
7Bureau of Indian Standards
BIS is a statutory institution established under the Bureau of Indian Standards Act, 1986 to promote
harmonious development of the activities of standardization, marking and quality certification of goods and
attending to connected matters in the country.
Copyright
BIS has the copyright of all its publications. No part of these publications may be reproduced in any form
without the prior permission in writing of BIS. This does not preclude the free use, in the course of
implementing the standard, of necessary details, such as symbols and sizes, type or grade designations.
Enquiries relating to copyright be addressed to the Director (Publications), BIS.
Review of Indian Standards
Amendments are issued to standards as the need arises on the basis of comments. Standards are also
reviewed periodically; a standard along with amendments is reaffirmed when such review indicates that no
changes are needed; if the review indicates that changes are needed, it is taken up for revision. Users of
Indian Standards should ascertain that they are in possession of the latest amendments or edition by
referring to the latest issue of ‘BIS Catalogue’ and ‘Standards:Monthly Additions’.
This Indian Standard has been developed from Doc:No. CED 53 (5003).
Amendments Issued Since Publication
Amend No. Date of Issue
Amd. No. 1 March 2003
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.
|
9212.pdf
|
; UDC 629.113-592.18: 6 20.16
. 19:9212-1979
Indian Stondard
RECOMMENDATIONS FOR
1 I PRESSURES IN BRAKE LINES OF ROAD
Q
VEHICLES AND BRAKING EFFICIENCY
I. Scope
a) Determines and limits the values of pressures in the compressed-air lines of road vehicles
and lines used to ensure pneumatic connections between tractors and trailers, and
b) Determines braking efficiency.
I.1 It applies to vehicles for international COmtnerCial tranSpOrt with trailers of a total loaded weight
greater than 3’5 tonnes-force.
I.2 It deals only with compressed-air braking devices with two lines, one service braking line and
:he other automatic braking line.
!. Values of Pressures in the Lines
!.I Preliminary Definition of Nominal Pressure- A pressure of n kPa in the brake line convention-
nlly means a pressure of n kPa above the atmospheric pressure.
z.2 Service Brake Line ( Direct Brake Line 1
2.2.1 The maximum operating pressure in the line of the service brake (direct brake) system
shall be:
650 f 50 kPa
2.2.1.1 The reference value for pressure, as measured at the coupling point of the braking
system and used for studying braking performances, shall be 450 kPa in the service brake (direct
brake ) line.
2.2.2 The minimum pressure increase in the direct brake line leading to brake application shall
be:
60 f 40 kPa
I
2.2.2.1 This value, measured at the coupling head, shall cause contact of the brake lihings 01
each vehicle in the tractor-trailer combination. In addition, the relay valve shall start to operate at
a pressure of not more than 50 kPa, also measured at the coupling head of the service brake ( direct
brake ) line.
2.3 Automatic Brake Line
2.3.1 The pressure in the automatie brake line during normal running and the pressure in the
compressed-air reservoir of the trailer fed by the automatic brake line shall be:
Between 650 and 800 kPa
2.3.2 The operating of the low-pressure warning device in the automatic brake line shall be at:
450 $- z” kPa
as measured at the head coupling. The reasons For these values are given in Appendix A.
2.33 Operation of automatic brake -The automatic brake shall start to function after the warninc
device has been in operation for a sufficient time, or in the case of breakage of the towini
hitch. Its operation shall be progressiye, as a function of the drop in pressure up to maximun
efficiency.
Adopted 23 July 1979 @ October 1979, ISI
I I
INDIAN STANDARDS INSTITUTION
/ MANAK BHAVAN, 9 BAHADUR SHAH ZAFAR MARG
NEW DELHI 110092
i--IS : 9212-1979
3. Braking Efficiency - The braking efficiency is defined by the braking ratios:
7-R
3 and
PM -K
where
TM = sum of braking forces at the periphery of all wheels of the tractor;
~~ = sum of braking forces at the periphery of all wheels of the trailer or semi-trailer;
1 pM = permissible total loaded weight of the tractor; and
-._
pR = permissible total loaded weight of the trailer, or, in the case of a semi-trailer, that
‘t,
part of the total loaded weight on the semi-trailer wheels.
2.1 The braking ratios $ and & of the tractor on the one hand and of the trailer or semi-trailer
on the other shall each have the value of 0’45 when the control pressure mea-sured at the level of
the coupling of the service brake line is:
t-15f0 50 kPa for the braking ratio of the tractor;
450+ 100
o kPa for the braking ratio of the trailer or semi-trailer.
APPENDIX A
( Clause 2.3.2 )
REASONS FOR SELECTING PRESSURES FOR LOW-PRESSURE WARNING DEVICE
A-l. The adopted values have been chosen for the reasons outlined in A-l.1 and A-1.2.
A-l .? Tolerance - The tolerance chosen provides ease of manufacture.
A-l .2 Pressures - The maximum pressure of 500 kPa is low enough to ensure that the warning
device functions only in the case of an actual defect. This allows the corresponding value not to
be reached too frequently. At the same time the minimum pressure of 450 kPa is high enough, for
this value of the pressure, to prevent any serious brake failure, and to ensure that the vehicle is
still able to run with some degree of safety before the-emergency brake comes into operation.
EXPLANATORY NOTE
ThisIndian Standard aims at providing the acceptable values for pressure in compressed air
lines of road vehicles and the trailers connected to these road vehicles. This standard is expected
to provide the data for vehicle manufacturers and to be used as basis of agreement between the
vehicle manufacturers and braking systems manufacturers.
This standard is in entire agreement with ISO/R1186-1970 ‘ Pressure in brake lines and braking
efficiency ‘, issued by International Organization for Standardization.
2
Printed at New India Printing Press,Khur]a, 4ndla
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12843.pdf
|
IS 12843: 1989
( Realhmcd 1995 )
Indian Standard
TOLERANCESFOR
ERECTIONOFSTEELSTRUCTURES
( First Reprint NOVEMBER 1998 )
UDC 624’014’2 : : 621’753’2
8 BE 1990
BUREAU OF INDIAN STANDARDS
MANAK BHAVAN, 9 BAHADUR SHAH ZAFAR MARG
NEW DELHI 110003
Price Group 1Structural Engineering Sectional Committee, CED 7
FORE!WORD
This Indian Standard was adopted by the Bureau of Indian Standards on 24 October 1989, after the
draft finalized by the Structural Engineering Sectional Committee had been approved by the Civil
Engineering Division Council.
This standard is intended to serve as a guide to engineers/pzrsonnel engaged in the erection of steel
structures.
Depending upon the importance and accuracy of workmanship re uired in the fabrication and
erection, steel structures are broadly classified into three groups as fo9 lows:
Group A - Steel railway and road bridges and other structures subjected to dynamic loadings
which require closer tolerances than those specified for Group B and Group C.
Group B - Steel structures having special characteristics and structures subjected to dynamic
loading excluding wind/seismic, like crane gantry girders, its supporting structure,
vibratory screens, crushers and their supporting structures, chimneys, microwave
end transmission line towers, sub-station and power station structures, industrial
buildings and bunkers, etc.
Group C - Steel structures not subjected to dynamic loading, like platform, galleries, stairs,
etc, and which do not require closer tolerances as required for Group B structures.
In this standard only Group B and Group C are covered. The tolerances for the erection of Group
A are not covered in this standard.
Erection tolerances for specific structures, such as, chimney, towers, bunkers, etc, reference may be
made to the relevant standard.
This standard is based on the experience gathered and the practice being followed in major steel
construction in the country. Erection tolerances being specified for major steel constructions of
steel plants and other industries have also been kept in view.
For the purpose of deciding whether a particular requirement of this standard is complied with,
the final value, observed or calculated, expressing the results of a test or analysis, shall be rounded
off in accordance with IS 2 : 1960 ‘Rules for rounding off numerical values ( revised )‘. The
number of significant places retained in the rounded otf value should be the same as that of the
specified value in this standard.IS 12843 : 1989
Indian Standard
TOLERANCESFOR
ERECTIONOFSTEELSTRUCTURES
1 SCOPE 2 PRE-ERECTION REQUIREMENTS
2.1 Structures damaged during transport, handl-
1.1 This standard covers tolerances on erection ing and storage, etc, shall be segregated at site,
of steel structures of Groups B and C categories to avoid erection by oversight. Such damages
as defined in the foreword. shall be brought to the notice of the owner. A
joint inspection of the damaged structure shall
1.2 Subject to the provisions of 1.3 and unless
be made to decide whether to rectify or reject
otherwise specified in approved drawings/speci-
the damaged items. In the former case the
fications, or specified by the owner, the devia-
damaged structure shall be rectified to the
tions from true position in the erected steel
satisfaction of the owner before erecting the
structures shall not exceed the tolerances
structure.
specified in this standard.
2.2 Damage to painted surfaces shall be made
good before erections.
1.3 The tolerances specified in this standard do
not apply to steel structures where the devia-
3 TOLERANCES
tions from true positions are intimately linked
with and directly influence the technological 3.1 The tolerances on deviations in the erected
process. In such cases the tolerances on erected steel structures from true positions shall not
steel structures shall be as per recommendations exceed the values specified in Table 1, Table 2
of process technologists/suppliers. or Table 3 as relevant.
Table 1 Maximum Permissible Tolerances in Erected Steel Columns
SI. No. Description Tolerance
(3)
0 Deviation of column axis at foundation top level with respect to true axis:
a) in longitudinal direction f5 mm
b) in lateral direction &5 mm
ii) Deviation in the level of bearing surface of columns at foundation top with
respect to true level f5 mm
iii) Out of plumbness ( verticality ) of column axis from true vertical axis, as
measured at column top:
a) For columns without any special requirements:
*H
I) up to and including 30 m height It- or ,t25 mm
I 000
whichever is less
H
2) over 3Om height f- or 135 mm
I 200
whichever is less
b) For column with special requirements like cranes or such similar
requirements:
H
I) up to and including 30 m height f 100~ or f20 mm
whichever is less
H
2) over 30 m height or f25 mm
* 1 500
whichever is less
tar) Deviation in straightness in longitudinal and transverse planes of column or f 10 mm
at any point along the height f,&
whichever is less
v) Difference in the erected positjons of adjacent pairs of columns along length &5 mm
or across width of building prior to connecting trusses;beams with respect to
true distance
vi) Deviation in any bearing or seating level with respect to true level
vii) Deviation in difference in bearing levels of a member on adjacent pair of
columns both across and along the building
NOTES
1 Tolerance specified under iii(a) and iii(b) shou!d be rend in conjunction
with iv and v.
2 ‘H’ is the column height in mm.
1IS 12843: 1989
Table 2 Maximum Permissible Tolerances in Erected Steel Trusses
( Clause 3.1 )
SI. No. Demdytioo Toleraoces
(1) (3)
j) Shift, at the centre of span of top chord member with respect to the rt & of height of truss in
vertical plane passing through the centre of bottom chord
mm at centre of span or f 15
mm whichever is less
1
ii) Lateral shift of top chord of truss at the centre of span from the verti- of span of truss in
cal plane passing through the centre of supports of the truss %i%
mm or &IO mm whichever
is less
iii) Lateral shift in location of truss from its true axis in plan *IO mm
iv) Lateral shift in location of purlin from true position 34 mm
v) Deviation in difference of bearing levels of trusses from the true 1
difference f - 1 200 of span of truss in
mm or & 20 mm whichever is
less
Table 3 Maximum Permissible Tolerances in Erected Steel Crane Girders and Rails
( Clause 3.1 )
Sl. No. Description Tolerances
(1) (2) (3)
i) Shift in the centre line of crane rail with respect to centre line f Web thickness in mm +2mm 1
2
of web crane girder
f
ii) Shift in plan of alignment of crane rail with respect to true Smm
axis of crane rail at any point
iii) Devi:\t;on in crane track gauge with reqpect to true gauge:
a) For track gauge upto and including 15 mm +5mm
b) For track gauge more than 15 m f [ 5 + 0.25 ( S - 15 ) 1, mm subject
to a maximum of i 10 mm, where S in
meters is true track gauge.
iv) Deviation in the crane rail level at any point from true level & 10mm
v) Difference in levels between crane track rails at:
a) supports of crane girders 15 mm
b) mid span of crane girders 20 mm
vi) Relative shift of crane rail surface at a joint in plan and 2 mm subject to grinding of surfaces
elevation for smooth transitionBureau of Indian Standards
BIS is a statutory institution established under the Bureau of Indian Stundurds Act, 1986 to promote
harmonious development of the activities of standardization, marking and quality certification of goods and
attending to connected matters in the country.
Copyright
BIS has the copyright of all its publications. No part of these publications may be reproduced in any form
without the prior permission in writing of BIS. This does not preclude the free use, in the course of
implementing the standard, of necessary details, such as symbols and sizes, type or grade designations.
Enquiries relating to copyright be addressed to the Director (Publication), BIS.
Review of Indian Standards
Amendments are issued to standards as the need arises on the basis of comments. Standards are also reviewed
periodically; a standard along with amendments is reaffirmed when such review indicates that no changes are
needed; if the review indicates that changes are needed, it is taken up for revision. Users of Indian Standards
should ascertain that they are in possession of the latest amendments or edition by referring to the latest issue
of ‘BIS Handbook’ and ‘Standards Monthly Additions’.
This Indian Standard has been developed from Dot: No. GED 7 (4709 )
Amendments Issued Since Publication
Amend No. Date of Issue Text Affected
BUREAU OF INDIAN STANDARDS
Headquarters:
Manak Bhavan, 9 Bahadur Shah Zafar Marg, New Delhi 110002 Telegrams: Manaksanstha
Telephones: 323 01 31, 323 33 75, 323 94 02 (Common to all offices)
Regional Offices: Telephone
Central : Manak Bhavan, 9 Bahadur Shah Zafar Marg 3237617,3233841
NEW DELHI 110002
Eastern : l/l4 C.I.T. Scheme VII M, V.I.P. Road, Maniktola 337 84 99,337 8.5 61
CALCUTTA 700054 337 X6 26,337 91 20
Northern : SC0 335336, Sector 34-A, CHANDIGARH 160022 60 38 43
{ 60 20 2s
Southern : C.I.T. Campus, IV Cross Road, CHENNAI 600113 235 02 16,235 04 42
{ 235 15 19,235 23 15
Wchlcrn : Manakalaya, EC)M IDC, Marol, Andheri (East) 832 92 95, X32 7X 5X
MUMBAI 4OOOY3 { X32 7X 91, X32 78 92
Br;lnchcx : AHMADABAD. BANGALORE. BHOPAL. BHUBANESHWAR.
COIMBATORE. FARIDABAD. GHAZIABAD. GUWAPIATI.
HYDERABAD. JAIPUR KANPUR. LIJCKNOW. NAGPUR.
PA’I’NA. PUNE. THIRtJVANANTHAPURAM
|
9633.pdf
|
IS t 9633 - 1980
Indian Standard
SPECIFICATION FOR
FARM DRAINAGE ASBESTOS
CEMENT PIPES
Farm Drainage Tiles Sectional Committee, AFDC 47
Chairman Representing
DRA.M. MICHAEL Indian Agricultural Research Institute ( ICAR ),
New Delhi
Members
DR T. K. SARKAR ( Abnate to
Dr A. hf. Michael )
SRRI D. R. ARORA Ministry of Irrigation, New Delhi
SHRI VIJAY PRAKASH ( Alternate )
SHRI S. BANDO~ADHYAY Khadi 8s Village Industries Commission, Bombay
SHRI V. VASUDEVAN ( Alternate )
DR A. K. BEATTACHARYA Indian Agricultural Research Institute ( ICAR ),
New Delhi
DR H. S. M. CKANNBASAIAH University of Agricultural Sciences, Bangalore
DR H. S. CEALJHAN G. B. Pant University of Agriculture & Technology,
Pantnagar
SHRI SEWA RAM ( Alternate )
CHIEF ENQ~NEER Chief Engineer, PWD Irrigation ( North ), Belgaum
SUP~RINTENDINO ENGINEER
( DESIQNS ) ( Alternate )
DIRECTOR Irrigation Research and Development, Pune
EXECUTIVE ENGINEER ( Altrrnate )
PROF JASWANT SINC+H Indian Institute of Technology, Kharagpur
SHRI N. G, JOSHI Indian Hume Pipes Co Ltd, Bombay
SHRI S. D. KHEPAR Punjab Agricultural University, Ludhiana
DR SITA RAM SINGE ( Alternate )
DR MAHARAJ SIN~H Haryana Agricultural University, Hissar
SHR~ KAMAL P. NANAVATY Indian Petrochemicals Corporation Ltd, Vadodara
SHRI PRASANT MISRA ( Alternate )
SHRI V. PATTABHI Hyderabad Asbestos Cement Products Ltd,
Hyderabad
SHRI A. K. GUPTA ( Alternate )
SARI RAGHU NATH PAUL Indo German Project, Mandi, Himachal Pradesh
SHRI T. PURNANANDAM, Director General, IS1 ( Ex-ojicio Member )
Director ( Agri & Food )
Secrslary
SHRI R. N. SEARMA
Deputy Director ( Agri & Food ), ISI
I @ Copyright 1981
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 : 9633 - 1980
Indian Standard
SPECIFICATION FOR
FARM DRAINAGE ASBESTOS
CEMENT PIPES
0. FOREWORD
0.1 ThisI ndian Standard was adopted by the Indian Standards Institution
on 17 November 1980, after the draft finalized by the Farm Drainage
Tiles Sectional Committee had been approved by the Agricultural and
Food Products Division Council.
0.2 Different types of asbestos cement pipes have been in use in this
country for about four decades and considerable experience is available
in regard to their use as water supply. pressure mains and building pipes,
gutters and fittings for conveyin, m rain water and sullage from the
buildings to the drainage and sewerage system. Standards for asbestos
cement pressure pipes ( IS : 1592-1970* ) and asbestos cement pipes
and fittings for sewerage and drainage ( IS : 690%1975t ) and asbestos
cement building pipes, gutters and fittings ( IS : 1626-19601 ) have
already been published. A need has also been felt for an Indian
Standard on asbestos cement pipes for farm drainage purposes and this
standard has been prepared to cover such pipes.
0.3 In preparation of this standard assistance has been derived from
C 508-76 Specification for asbestos-cement perforated underdrain pipe
issued by American Society for Testing and Materials, USA.
0.4 For the purpose of deciding whether a particular requirement of this
standard is complied with, the final value, observed or calculated,
expressing the result of a test or analysis, shall be rounded off in
accordance with IS : 2-1960s. The number of significant places retained
in the rounded off value should be the same as that of the specified value
in this standard.
*Specification for asbestos cement pressure pipes ( Jirsl rev&n ).
tspecification for ashestos cement pipes and fittings for sewerage and drainage.
*Specification for asbestos cement bullding pipes, gutters and fittings ( spigot aad
socket type ).
§Rulesf or rounding off numerical values ( mired ).IS t 9633 - 1980
1. SCOPE
1.1 This standard specifies material, classification, sizes and other
requirements for farm drainage asbestos cement pipes.
NOTE - The pipes covered in this standard are non-pressure pipes.
2. TYPE
2.1 For the purpose of this standard, the asbestos pipes shall be of the
following two types:
a) Plain, and
b) Perforated.
3. CLASSIFICATION
3.1 For the purpose of this standard, the pipes based on their crushing
strength ( se 7.1 ) shall be of the following three classes:
a) Light duty,
b) Medium duty, and
c) Heavy duty.
4. MATERIAL
4.1 The pipes shall be made from close and homogeneous mixture of
following ingredients:
a) Clean asbestos fibre,
b) Ordinary or rapid hardening Portland cement conforming to
IS : 269-1976* or Portland blast furnace slag cement conforming
to IS : 455-19767 or Portland pozzolana cement conforming
to IS : 1489-1976$, and
c) Water.
4.1.1 The mixture shall be free from any organic fibre or any
material, liable to cause deterioration in the quality of pipes. In case of
auto-claved pipes siliceous filler may also be used.
NOTE - When the pipes are intended for conveyance of particularly aggressive
residual water or to be laid in particularly aggressive grounds, the nature of these
watcr and grounds shall be specified to the manufacturer by the purchaser, who may
suggest appropriate material or treatment.
*Specification for ordinary and low heat Poftland.cement ( thirdrcuision ).
tspccification for Portland slag cement ( thrrd rev:s:on ).
jspecikcation for Portland-pozzolana cement ( second revision ).
3IS : 9633 - 1980
5. DIMENSIONS AND TOLERANCES
5.1 The nominal size ( inside diameter ) shall be 80, 100, 125, 150, 200,
250 and 300 mm.
5.1.1 The average inside diameter of the pipe shall be not less than
nominal by 6.4 mm or 1’5 percent, whichever is greater.
5.2 The thickness of the pipe shall be such that pipes shall meet the
load requirement of specified class.
5.2.1 The permissible lower deviations for various declared thicknesses
shall be as follows:
a) Up to 10 mm - 1’5 mm
b) Over 10 mm and up to 20 mm - 2’0 mm
c) Over 20 mm - 2’5 mm
NOTE - Upper deviations are free.
5.3 The ends of the pipes shall be square with their longitudinal axis so
that when placed in a straight line in the trench no opening in end
contact shall exceed 3 mm.
5.4 The nominal length of the pipe shall be not less than 250 mm.
5.4.1 The tolerance on the declared nominal length shall be f 3
percent.
6. PERFORATION REQUIREMENTS
6.0 Unless otherwise specified by the purchaser, the perforation require-
ments shall be as given in 6.1 and 6.1.1.
6.1 Perforations shall be circular holes, 6.0 & 1 5 mm in diameter
arranged in lows parallel to the axis of the pipe. Perforations shall bc
approximately 75 mm centre to centre, along the rows. Rows shall be
arranged in two equal groups on either side of the vertical centre line of
the pipe, and the total number of rows shall be as given below:
JVominal Size of Pi@, mm Rows of Perforations
(1) (2)
80 4
100 4
125 4
150 4
200 4
250 6
300 6IS : 9633 - 1988
6.1.1 The lowermost rows of perforations in each group shall be
separated by an arc of 90” and the uppermost rows of perforations in
each group shall be separated by an arc of 160”. The spacing of rows
between these limits shall be uniform. Holes may appear at the ends of
short and random lengths.
7. PHYSICAL AND CHEMICAL REQUIREMENT
7.1 When tested in accordance with the method given in A-l of IS : 8967
( Part I )-1978*, the crushing strength of the pipe shall be in accordance
with Table 1 for respective classes and sizes.
TABLE 1 CRUSHING STRENGTH OF PIPES
SL NOMINAL MINIMUM CRUSAINQ STRENQTH, kN/m
No. SIZE F_----___--___- h-------__-____~
Light-Duty Pipes Medium-Duty Pipes Heavy-Duty Pipes
(mm) r-_-h_-_-~ _--_*-- 7 r---_h-__-~
Average Ii;&;- Average Indivi- Average Indivi-
of 5 of 5 dual of 5 dual
tiles tiles tiles
(1) (2) (3) (4) (5) (6) (7) (8)
i) 80 11.7 99 16.0 14.4 20’4 18’4
ii) 100 11’7 9.9 16.0 14’4 20.4 18.4
iii) 12.5 11.7 9.9 16.0 14’4 20’4 18’4
iv) 150 11’7 9.9 16.0 14.4 20.4 18.4
v) 200 11 7 9.9 16’0 14 4 21.8 19’7
vi) 250 11.7 9.9 16.0 14.4 22.6 20.4
vii) 300 11.7 9.9 16.0 14.4 248 22’3
7.2 When tested in accordance with the method given in 5 of IS : 591%
!970t, the material of the pipe shall be suqh that the amount of acetic
acid neutralized shall not exceed 0’115 g/cm”.
NOTE - ThiJ is an optional requirement.
8. WORKMANSHIP AND FINISH
8.1 The pipe shall be seamless, compact and homogeneous. The internal
surface shall be regular and smooth. The ends of the pipe shall also be
smooth.
8.2 At the option of the purchaser, the pipes may be coated internally
and/or externally with a suitable coating.
*Specification for farm drainage clay tiles: Part I Tiles with open joints.
tMethods of tests for asbestos cement products.
5IS < 9633 - B80
9. %~ATRK~WG >AND PACKING
9.1 db&%r&iq - The pipes shall, be marked. in a suitable manner with
the1 f&owing informat&:
a) Manufacturer’s name or identification mark,
b) Size,
c) Length, >and
d) Class.
9.1.1 Each pipe may also be marked with the IS1 Certification Mark.
NOTE- The use .ofv the- ISI. Certification Mark .is..govcmed by, the provisions of
the Indian StaLdards 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
rcquirementa 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 rifeguard. 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.
9.2 Packing - The pipes may be packed for safe handling as agreed to
between the purchaser and the supplier.
10. SAMPLPNG
10.0 If the purchaser requires the manufacturer to carry out any of the
tests,specified in this standard in his or his representative’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 from pipes in order to comply with the test
req&ements,,such shortened pipes shAll.be accepted in that respect by
the pxx-ch,aser as-standard lengths subject to the tatal’length of the pipes
supplied being not less than the total Length ordered.
10.1 Sampling of the pipe for carrying out these tests shall be done in
accordance with IS : 7639-1975*. Each inspection lot shall include only
items of the same nominal size and of the same x9ass.
*Merhods of sampling of asbestos cement products.
6
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3025_17.pdf
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IS : 3025 (Part 17) - 1984
(Reaffirmed 2002)
Edition 2.1
UDC 628.1/.3 : 543.3 : 543.814 (1999-12)
Adopted 25 January 1984 © BIS 2002 Price Group 1
B U R E A U O F I N D I A N S T A N D A R D S
MANAK BHAVAN, 9 BAHADUR SHAH ZAFAR MARG
NEW DELHI 110002
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Indian Standard
METHODS OF SAMPLING AND TEST (PHYSICAL AND
CHEMICAL) FOR WATER AND WASTE WATER
PART 17 NON-FILTERABLE RESIDUE (TOTAL SUSPENDED SOLIDS)
( First Revision )
(Incorporating Amendment No. 1)
1. Scope — Prescribes a gravimetric method for the determination of non-filterable residue. This
method is applicable to all types of water and waste water.
2. Principle — Non-filterable residue is determined by passing the sample through a weighed filter
and drying the filter at 103-105°C or 179-181°C. Non-filterable residue is calculated from the
increase in mass of the filter.
3. Apparatus
3.1Filters — One of following may be used.
3.1.1Gooch crucible — 30ml capacity with 2.1, 2.4 or 5.5cm diameter (pore size 1.2 µm) glass fibre
filter disc. (Whatman GF/C or equivalent.)
3.1.2Crucible — Porous-bottom silica, sintered glass, porcelain, stainless steel or Alundum crucible
with a maximum pore size of 5 µm.
3.1.3Glass fibre filter disc — (Whatman GF/C or equivalent) 2.1 to 5.5cm in diameter, pore size
1.2µm.
3.2Filtering Apparatus — Depending on type of filter used.
3.3Drying Oven — With a thermostatic control for maintaining temperature up to 180 ± 2°C.
3.4Desiccator – Provided with a colour indicating desiccant.
3.5Analytical Balance — 200g capacity and capable of weighing to nearest 0.1mg.
3.6Magnetic Stirrer — With teflon coated stirring bars.
4. Procedure
4.1Preparation of Glass 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 20ml 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 1hour. Transfer to a desiccator and weigh after half an hour. Repeat the drying cycle until a
constant mass is obtained (mass loss is less than 0.5mg in successive weighings). Weigh immediately
before use. After weighing, handle the filter or crucible filter with forceps or tongs only.
4.1.1If determinations are to be carried out at 180°C then the filter or crucible/filter shall be dried
at180°C.
Note — If fixed non-filterable residue is to be determined subsequently then silica, Alundum or porcelain filters should be
used. These should be heated to 550°C in the furnace for at least 30 minutes, cooled in the desiccator and weighed.
4.2Sample Volume — In potable waters non-filterable residue is usually small. Relatively large
volume of water is passed through filter so as to obtain at least 2.5mg residue. For deciding volume
to be taken, turbidity values may be taken into consideration. If turbidity values of a sample is less
than 50 units, filter 1litre sample and if turbidity value exceeds 50 units, filter sufficient sample so
that non-filterable residue is 50 to 100mg.
4.3Stir volume of sample with a magnetic stirrer or shake it vigorously. Assemble the filtering
apparatus and begin suction. Wet the filter with a small volume of distilled water to seat it against
the fitted support.IS : 3025 (Part 17) - 1984
4.4Shake the sample vigorously and quantitatively transfer the predetermined sample volume
selected according to 4.2 to the filter using a graduated cylinder. Remove all traces of water by
continuing to apply vacuum after sample has passed through.
4.5With suction on, wash the graduated cylinder, filter non-filterable residue with portions of
distilled water allowing complete drainage between washings. Remove all traces of water by
continuing to apply vacuum after the wash water has passed through.
4.6After filteration, transfer the filter along with contents to an oven maintained at either
103-105°C or 179-181°C for at least 1hour. Cool in a desiccator and weigh. Repeat the drying cycle
till constant mass is obtained. Alternatively, remove crucible and filter from crucible adapter, wipe
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 to constant mass till the difference in the successive
mass is less than 0.5mg.
5. Calculation — Calculate the non-filterable residue from the following equation:
1000M
Non-filterable residue, mg/l = ---------------------
V
where
M=mass in mg of non-filterable residue, and
V=volume in ml of the sample.
6.Report — Report in whole numbers for less than 100mg/l and to three significant figures for
higher values. Report the temperature of determination.
7.Precision and Accuracy — Precision of the method is about 5 percent. Accuracy cannot be
estimated because the non-filterable residue as determined by this method is a quantity define by
the procedure followed.
E X P L A N A T O R Y N O T E
This method supersedes clause 7 of IS:2488(Part 1)-1966 ‘Methods of sampling and test for
industrial effluents: Part 1’ clause 12.1 of IS:3025-1964 ‘Methods of sampling and test (physical
and chemical) for water used in industry’ and clause 4 of IS:4733-1972 ‘Methods of sampling and
test for sewage effluents (first revision)’.
This edition 2.1 incorporates Amendment No. 1 (December 1999). Side bar indicates
modification of the text as the result of incorporation of the amendment.
2
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10096_3.pdf
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IS 10096 (Part 3) :2002
Indian Standard
RECOMMENDATIONS FOR INSPECTION,
TESTING AND MAINTENANCE OF
RADIAL GATES AND ROPE DRUM HOISTS
PART 3 AFTER ERECTION
(Second Revision )
ICS 93.160
0 BIS 2002
BUREAU OF INDIAN STANDARDS
MANAK BHAVAN, 9 BAHADUR SHAH ZAFAR MARG
NEW DELHI 110002
May 2002 Price Group 4,..++-.... ..
Jww..’. ..+w+t.+w -,
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Hydraulic Gates and Valves Sectional Committee, WRD 12
FOREWORD
This Indian Standard (Part 3)(Second Revision) was adopted by the Bureau of Indian Standards, after the draft
finalized by the Hydraulic Gates and Valves Sectional Committee had been approved by the Water Resources
Division Council. Noting lack of adequate systematic information on procedures for inspection, testing and
maintenance ofradial gates and their hoists after erection, theHydraulic Gates andValves Sectional Committee
decided that aset of recommendations on this subject be drawn up for reference and guidance of the personnel
engaged in these duties. This standard has accordingly been prepared @provide guidelines for radial gates.
This standard has been published inparts. Part 1deals with inspection, testing and assembly at manufacturing
stage. Part 2 deals with inspection, testing and assembly at the time of erection. Part 3 deals with inspection,
testing and maintenance after erection.
This standard (Part 3) was first published in 1982. In the first revision in 1992, the provision in respect of
inspection was elaborated in detail. This second revision of standard had been taken up to incorporate the
knowledge gained during use of this standard. In this revision an additional clause has been added regarding
maintenance of gates to be operated in winter.
There isno 1S0 standard onthe subject. This standard hasbeen prepared taking into consideration thepractices
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 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 ofsignificant places retained inthe
rounded off value should be the same asthat of the specified value inthis standard.IS 10096 (Part 3) :2002
Indian Standard
RECOMMENDATIONS FOR INSPECTION,
TESTING AND MAINTENANCE OF
RADIAL GATES AND ROPE DRUM HOISTS
PART 3 AFTER ERECTION
(Second Revision )
1SCOPE gates, they should be maintained as per
recommendations contained in M 7718.
Thisstandard (Part3)laysdowntherecommendations
forinspection, testing andmaintenance ofradial gates
4INSPECTION
and their rope drum hoists after erection.
4.1 Periodical inspection of gate installations should
2REFERENCE becarried outto detect normal wear and tear, defects,
if any. It should be done as and when necessary, but
The Indian Standard given below contains provisions
atleastthrice inayear, onebeing prior totheonset of
which through reference in this text, constitute
monsoon and one immediately after the monsoon and
provisions ofthis standard. Atthetimeofpublication,
one at other times. The gates should be operated up
the edition indicated was valid. All standards are
and down several times to make sure that everything
subject to revision, and parties to agreements based
is in order.
on this standard are encouraged to investigate the
possibility of applying the most recent edition of the 4.2 Inspection work may consist of visual inspection
standard indicated below: of exposed surfaces of embedded parts, such as sill
beam, wall plate including seal seats, gate leaf, arms,
ISNo. Title
trunnion assembly, trunnion girders, hoisting
7718:1991 Recommendation for inspection,
equipment, hoist supporting structures and checking
testing and maintenance of fixed
ofimportant dimensions. Incasesofinaccessible parts,
wheel andslidegates(/irst revision)
inspection may be necessary by other means like
3 GENERAL
divers, etc.
3.1 Drain holes in the horizontal girders and arms
4.3 Inspection of Radial Gates
should bechecked sothattheydonotgetclogged with
silt causing accumulation of water in the horizontal No piece of equipment, however well designed and
girders and arms. sturdy, will run efficiently unless it is well kept and
maintained. Therefore the details of inspection to be
3.2 Rope drums, pulleys and rope connection should
done and the schedule of maintenance are given here.
bechecked.
4.3.1 Periodical Inspection
3.3 Functioning of the limit switches, interlocking
devices, indication lamps, etc, should be checked for In order to detect normal wear and tear, defects, if
proper working. any, periodical inspection of gate installation should
becarried out. The periodical inspection ofgates and
3.4 The operating systems of the gate should be
hoists should be done as and when necessary, but at
checked for their proper functioning.
least thrice a year and corresponding to the periods
3.5 Where stoplogs are provided upstream of radial
when the water level in the reservoir is at its highest
andlowest levels.
11S10096 (Part 3) :2002
In short, premonsoon and post-monsoon inspections should be done and the following checks be exercised:
Points tobeInspected Compliance
(1) (2)
1Inspection of yoke girder, thrust bloc~ trunnion assembly and anchorage
1. Check Nuts andbolts :
a) Trunnion assembly Check for torque
b) Trunnion bracket toyoke girder do
c) Nuts of horizontal and vertical anchorage do
d) Trunnion pin lock plates Check tightness
e) Check shear key ifprovided behind the trunnion Check for cracks
bracket
f) Nuts ofthe main tie rods Check for tightness and torque
2. Check the weld between yoke girder and main ties For soundness
3. Check whether yoke girder and thrust block iscovered Cover with 3mm thick M.S. plates ifnot
sothat water does not accumulate inthe slots. already covered
4. Check whether trunnion pin ends arecovered with Cover itifnot already covered
anticorrosive jelly
5. whether flexible sheath cover isprovided toprevent do
entry of debris inthe trunnion assembly
6. Check the welds of thrust block (with magnifying Check for cracks. Rectify accordingly
glass) (also ensure that the inside isconcreted)
7. Check ifthe oval holes are free Remove debris orother accumulated material
8. Check grease intrunnion assembly Take steps for greasing after removal of dirt,
ifany
9. Check the flexible cover Replace, ifnecessary and clean dirt from pin
surface below the same
II Arms .
1. Check weldingjoints of arm to horizontal girder (with Check for cracks: rectify accordingly
magnifying glass, preferably onjoints/stiffeners)
2. Check whether drain holes provided inthearms are Clear them ifchoked up
clear of debris.
3. Check nuts and bolts of arms tohorizontal girder Check for tightness and torque
III Horizontal girder
1. Check welding of
a) Stiffeners ofhorizontal girders Check for crack and other defects and rectify
accordingly
b) Horizontal girder tostiffeners of skinplate do
c) Locking arrangement brackets ofskinplates Check for weld crack
d) Check drain holes ofhorizontal girder Clear them ifchoked and clean the debris
accumulated regularly
IV Skin plate assembly and rubber seals
1. Check the following weldingjoints:
a) ‘T’and skinplate and ribs Check for crack and other defects and rectify,
ifnecessary
b) Verticaljoints of skinplate from upstream side
and downstream side
c) Check lifting bracket and lifting pins for its
soundness
d) Latching brackets to skinplate Check welding with amagnifying glass and
rectify, ifrequiredIS 10096 (Part 3): 2002
Points tobeInspected Compliance
(1) (2)
2. Theskin plate should beobserved forpitting, scaling Scaling formation should be removed. Pitting
and corrosion onupstream side: should be tilled with weld and grinded for
finish. For corrosion clean itand apply paint.
a) Check the condition of sideand bottom rubber If condition ispoor, replace same. Check the
sealcornerjoint and observe leakage cause ofundue wear also before replacement
b) All the nuts andbolts fixing rubber sealto skin Check for wear and tear, tightness and
plate replace, ifrequired.
c) Check ifthere 1sany undesirable material in Remove it (All debris should be periodically
between sealand stainless steelplate, sealand removed from the seal surface)
sealbase
d) Check for deformation of seal Study the cause of deformation and recti& it
e) Check soundness of cladding incaseofcladded do
rubber seals
f) Check whether there isabnormal abrasion onseal Study the cause of abrasion and rectify it
seat
V Sill beam and wall plates
1. Check the following joints :
a) Wall plate to sillbeam Check for crack and other defects and recti~
b) Joints between two segments Rectify the joints using proper welding rods
and grind, asnecessary
c) Stainless steelto structural steel do
2. Check wall plate and sillbeam forpitting andrusting Pitting is to be tilled in by welding. Rusted
and general conditions portion should bepainted after cleaning
VI Guide roller
1. Check theroller for itsmovements and setting Make the roller free. If jammed, clean and
grease
2. Check the nuts andbolts ofguide roller assembly Check for wear and tear and tightness
VII Latching arrangement
1. Check whether latching device fimctions well Check the fimction by operating lever.
Recti& the same ifmovement isnot smooth
2. Check nuts andbolts and studs of locking devices Tighten thebolts ifrequired
3. Check the drain holes Clean them ifrequired
VIII Wire ropes, hoist, pulleys, sheaves, etc
1. Check for following :
a) Check condition ofwire rope If the condition ispoor, then replace the wire
rope and if 10 percent broken wires are
within the length of one meter and more than
20 percent broken wire within the length of
10mwire ropes should be replaced
b) Check pulley, sheave assemblies and sockets Check the condition of pins and every year
these should be removed, cleaned andrefitted
afler lubrication
c) Check turn buckles Check for rusting, jamming in the turn
buckles, and check if the number of threads
holding the rope are adequate
d) Check tension of wire ropes Adjust both wire ropes for equal tension
e) Check ifend ofwire rope isproperly fastened to If found loose, tighten the studs provided for
drum
f-) Check for lubrication ofwire ropes, ifrequired Lubricate ropes
3IS 10096 (Part 3) :2002
Points tobeInspected Compliance
(1) (2)
IX Gear train assembly
1. Check the following:
a) Check the condition ofgear andpinions Check uneven wear and contact, adjust
properly
b) Check position ofgears andpinion Bring them to correct position if found
shifted toeither side
c) Check shaft and couplings used for connecting Visual inspection and coupling nuts to be
drive unit andgear train checked
X Drive unit
1. Check the following:
a) Check the condition and functioning of electro- Replace worn out liner, adjust brake shoes
magnetic brake carefully, so that both the shoes hold the
drum when supply iscut off orboth the shoes
should move out simultaneously if switched
on. Brake drum and liner should always be
free from grease, oil, etc
b) Check all electrical connection of hoist motor, Check for looseconnection, proper insulation
brake, starter, limit switch, etc. Also check (rats and crabs damage the insulation)
remote control systems, ifprovided Overload relay of the starter istobeadjusted,
for correct position and should not be
disturbed
c) Check the connecting arrangement from adjacent
motor
d) Check the condition of position indicator and all Check for itsproper function andrectifi
itsaccessories
e) Reduction gear box (worm reducer) Check for smooth operation and check oil
level
XI Check nuts and bolts of the following:
a) Hoist frame Check for wear and tear and tightness
b) Drive unit }
c) Gear boxes Tighten if required or replace if undue
d) Flange coupling } wearing noticed
e) Bearing housing Inspect for cracks in housing and replace, if
f) Foundation bolts ofhoist bridge } needed check foundation bolts and tighten if
required
4.3.2 General 5TESTING
Inspection to check that: 5.1 The gate should be tested for its travel up and
down toseethat itmoves smoothly without excessive
a) Thegateoperation should betrouble freeand
sway throughout the length of travel.
there should not be unusual sound,
5.2 The operation should be trouble-free and there
b) On load (that is, when there is water) there
should notbeanyunusual sound. There should notbe
should benoundue vibrations inthegateand
any undue pressure or extra efforts when the gate is
the structure.
operated under no load condition.
c) Observethecurrentdrawnbymotoratthetime
Any extra current being taken by themotor should be
of lifting of gate. If any excessive current
taken note of.
drawn isnoticed, operation ofhoistshouldbe
5.3 On load (that is,when there iswater) there should
stopped immediately andreason forthesame
benoundue vibrations inthegateand structure during
maybeinvestigated forlubrication ofvarious
operation of the gate. In case vibrations are noticed,
parts of gates and hoists and rectified.
thepositions of gate openings and water levels should
d) Check the supply voltage.
benotedandthereasonsthereofshouldbeinvestigated.
e) Check the lubrication at various points.
5.4 Based on the inspection and testing, suitable
0 Checktheconditionofpaintihg ofvaiiousparts. remedial measures should be taken (see 6).IS 10096 (Part 3) :2002
5.5 Trouble Locating Chart
Trouble Probable Reasons
(1) (2)
1. Gate does not rise 1.- No supply or lowvoltage (supply)
2. Obstruction in rubber seals
3. Obstruction in guide rollers
4. Fault in electric motor
5. Fault in wiring
6. Blown out fuse
7. Brake shoesjammed
8. Wire rope broken
9. Malfimctioning ofelectrical contacts duetoany
reason
2. Gate vibrates orproduces noise 1; Lackoflubrication intrunnion andguiderollers
2. Rope length not identical on both sides
3. Lack of lubrication or fault inwire rope pulley
sheave arrangements
3. Motor does not function 1. No Sllpply
2. Starter not in order
3. Blown out fhses in switches
4. Lowvoltage
5, All fuses are not working
4. Starter not working 1. No supply to starter
2. Fixed and moving contacts not in order
3. Limit switch engaged
5. Unusual sound Verify the spot and attend to the following: ----
,,
1, Mis-alignment of any particular component
‘4
2. Shearing of connecting bolts and nuts .’
3. Lack of lubrication ‘{
4. Entry ofanyextraneous matter intoguide roller
assembly or pulley sheaves or trunnion
assembly.
6MAINTENANCE should be thoroughly cleaned and repainted
whenrequired. While deciding aboutrepaint-
6.1 The maintenance of radial gates and their hoists
ing, the original painting system adopted
mechanism shouldbedoneregularly. Referenceshould
should be kept inview.
be made to manufacturer’s instructions for detailed
maintenance and servicing of hoists. Proper record c) Trunnion bearing should be greased wher-
ofinspection, testing andmaintenance shouldbemade ever required. Keeping trunnion bearings in
by the project authorities. perfect working condition isvery important.
All other bolted connections should also be
6.2 The following maintenance works should be
checked for proper tightness.
attended to:
d) Bolts and trunnion bearing housing should
a) Defective weld should be chipped outand it be tightened wherever required.
should be rewelded. Damaged nuts, bolts, e) The seals of the gate should be checked for
rivets, screws, etc, should be replaced, Any wearandtearanddeterioration. These should
pitting should be filled up by welding and beadjustedheplaced, asandwhen necessary.
finished by grinding, ifnecessary.
o Wire ropes should beproperly greased.
b) Thegateleaf,exposed embedded metalparts,
g) Oil level in the worm reduction unit should
hoists and hoist supporting structure, etc,
5IS 10096 (Part 3) :2002
bemaintained by suitable replenishment. Oil v) Rope drums
seals should also be replaced, if required. vi) Line shaft bearings
Lubrication of other parts of thehoists, such vii) Matching teeth of gear box assembly
as chains, position indicators and limit Once before rainy season or asrequired
switches should also be done. 2) Cardium compound
h) The stroke of the brake should be reset to Application points:
compensate for lining wear. Worn outbrake
Wire ropes
linings should be replaced in time.
Once in every season after cleaning of wire
j) Flexible couplings should be adjusted, ifre- ropes or as required
quired.
3) H.P. 90 Gear oil
k) Repairs and replacement of electrical relays
Application points:
and controls should be attended to.
i) Reduction gear box
m) Maintenance ofalternative sourcesofpower,
Level up the gear box before operation
such as diesel generating sets and alterna-
tivedrives wherever provided should becar- 4) Mobil oil
ried out. Application points:
n) The list of essential spare parts to be kept i) All rubbing surfaces and oiling points
available should be reviewed and updated ii) At points located in brass/metal bushes
periodically. The availability of essential Once/twice ayear.
spareparts should beensured. Thecondition
6.3 In case of gates to be operated during winter,
ofspares should bechecked periodically and
generally water leaking through water tight parts gets
protective coating given before use.
frozen and grows to be ice lumps. Chances are that
P) Lubrication details: such ice lumps adhere to the gate leaf or embedded
parts causing troubles. Therefore incaseof suchgates
1) Grease — Multipurpose
!
following remedial measures shallbetaken inaddition
— Bearing grease
to the maintenance work given in 6.2.
Application points:
a) Water leakage shall be prevented.
i) Pulley sheaves
ii) Pulley brackets b) Ice at gate leaf and embedded parts may be
iii) Guide rollers removed by the manual or by any anti-
iv) Trunnion assembly freezing method without damaging gate
components.),
i+<
IS 10096 (Part 3) :2002
ANNEX A
(Foreword)
COMMITTEE COMPOSITION
Hydraulic Gates and Valves Sectional Committee, WRD 12
Organization Representative(s)
InPersonal Capacity (2047, Pocke/ 2,Sector D, k’asantKunj, SHroN.VlsmvANAmAN(Chairman)
New Delhi 110070)
Bhakra Beas Management Board, Narrgal DEPUTYCHIEFENGINEER
EXECUTIVEENGINEE(RAlternate)
Bharat Heavy Electncals Ltd,Bhopal SHIUA.S.SRIVASTAVA
SHrGS.R. RATHORS(A/ternate)
Central Water andPower P.esearch Station, Pune SHFGR.M.KHATSUP.IA
SHRIR.M. SINNARKA(RMfernute)
Central Water Commission, New Delhi DIRECTOR(GATES-E&NE)
DIRECTOR(GATEs-NW&S) (Alternate)
Cimrnco Ltd,Bharatpur EXECUTtVPERESIDENT
SRMANAGER(DESIGN)(Mrernate)
Gea Energy System (India) Ltd, New Delhi SHRIK.C. BAHETV
SHIUA.G.K.MURTY(Alternate)
Haryana State Minor Irrigation (Tubewell), Chandigarh SHSUS.P.GUFTA
SHatR.S.CHAUHAN(Afternate)
Himachal Pradesh State Electricity Board, Sundemagar CHIEFENGINEE(RDESIGN)
DIRECS’O(RPLNG) DESIGNCIVILII (Alternate)
v.c.
Irrigation Department, Govt ofMaharashtra, Nasik %U %5LKE
Irrigation Department, Govt ofPunjab, Chandigarh CHIEFENGINEE[RRSDD] ---
DIRECTOR(M&E) (Alternate)
Irrigation Department, Govt ofUttar Pradesh, Roorkee CHIEFENGINEE(RDESIGN)ANDDIRECTOR
SUPEIUNTENDSENNGGINEE(RAlternale)
National Hydroelectric Power Corporation Ltd,Faridabad SHRIA.K.SACHDEVA
SHRIG.S.SHARMA(Alternate)
Orissa Construction Corporation Ltd,Bhubhaneshwas DIRSCTOR[MECHANICAL]
SEmortMANAGER(DESIGN)(Affemate)
Public Works Department, Government ofTamil Nadu, Chennai SHIUM.DURAUSAJ
SsnGT.KSUSHANASWAM(AYlternate)
Texmaco Ltd.Kolkata SHRIS.R.S.INHA
SHSUUDAYANBANERJE(EAlternate)
Triveni Structural Ltd. Allahabad SHFUJ.P.M[SHRA
SHRIB.P.SINOH(Alternate)
Tungabhadra Steel Products Ltd, Bellary SHSUG.S.ANNIGEJU
SHRtN.KANNAIAHNAIDU(Alternate)
Water Resources Development Training Centre, RGGrkee PROFGOPALCHAUHAN
BISDirectorate General SiiraS.S. SETHI,Director &Head (WRD)
[Representing Director General (Ex-oflcio)]
A4ember-Secretaw
Stnu KULDEEPSIR;SU
Deputy Director (WRD), BIS
7Bureau of Indian Standards
BIS is a statutory institution established under the Bureau of Indian Standards Act, 1986 to promote
harmonious development of the activities of standardization, marking and quality certification of goods
and attending to connected matters inthe country.
Copyright
BIS hasthe copyright ofallitspublications. Nopartofthesepublications maybe reproduced inanyform 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 beaddressed to the Director (Publications), BIS.
Review of Indian Standards
Amendments are issued to standards asthe need arises on the basis of comments. Standards are also reviewed
periodically; a standard along with amendments isreaffirmed when such review indicates that no changes are
needed; if the review indicates that changes are needed, it is taken up for revision. Users of Indian Standards
should ascertain that they are inpossession ofthe latestamendments or edition byreferring tothe latest issue of
‘BIS Catalogue’ and ‘Standards: Monthly Additions’.
This Indian Standard has been developed from I)OC No. :WRD 12(285).
Amendments Issued Since Publication
Amend No. Date of Issue Text Affected
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3025_27.pdf
|
UDC 626.11’3 : 543’3 [ 546.267 ] ( First Reprint APRIL 1992 ) IS : 3025 ( Part 27 1 - 1986
Indian Standard
METHODS OF SAMPLING AND -TEST ( PHYSICAL AND CHEMICAL )
FOR WATER AND WASTE WATER
PART 27 CYANIDE
( First Revision )
1. Scope - Prescribes two methods for determination of total cyanides in water and waste waters.
The total cyanides after distillation method prescribes the determination of total cyanides which
distil over on treatment with sulphuric acid. This method is applicable to the determination of cyanide
in surface, waste and sea water. The method is suitable for cyanide concentration to a lower limit
of 20 pg/l. The selective electrode method is applicable to solution in the concentration range of
0’05 to 10 mg/l.
2. Determingtian of Total Cyanides After Distillation
2.1 Principle - Distillation of sample in the presence of sulphuric acid converts simple and complex
cyanides into hydrocyanic acid. The hydrogen cyanide gas is absorbed in a solution of sodium
hydroxide and the cyanide is determined calorimetrically.
Fe ( CN )8-’ -f- 6H+ ---+ 6HCN + Fe+’
HCN -I- NaOH -----c NaCN -I- Hz0
2.2 In the calorimetric measurement, the cyanide in the sodium hydroxide solution after distillation
is converted to cyanogen chloride by reaction with chloramine-T. The cyanogen chloride then forms
a blue dye on the addition of pyridine-pyrazolone reagent and the absorbance is measured
at 620 nm. The reaction may be expressed by the following equations:
iH3 kH,
+ CNCL - + +a-
0
“;
CN
f
Q Cl-+H,O -O=CH-CH=CH-CH2-CH=O
I
s
iN 0
\
N-C
1
/ C&<iiJ =CH-CH=CH-CH2-CH = :O-&!C
L--J
N=T
9
CH3 CH3
0 0
II
N-C
I
=CH-CH= CH- CHl-CH= C
N=C
I I
CH3 Ch
Adopted 28 November 1986 Q October 1987, BIS Gr3
I I
BUREAU OF INDIAN SiANDARDS
MANAK BHAVAN, 9 BAHADUR SHAH ZAFAR MARG
NEW DELHI 110002
-IS:3025(P art 27).1986
2.3 Interferences
2.3.1 Sulphides and nitrite interfere, and should be removed prior to distillation ( see 2.7 1.
2.3.2 Other interfering substances are removed by distillation.
2.4 Sampling Procedure and Storage
2.4.1 The samples should be collected in 2-litre polyethylene bottle and analyzed as soon as
possible afte.r collection.
2.4.2 Samples should be preserved by addition of sufficient sodium hydroxide to raise the PH to
11’0 or above and be stored in a cool place.
2.5 Apparatus
2.5.1 Boiling flask - 1 litre, with inlet tube and provision for water-cooled condensers (see
Fig. 1 ).
NEEDLE VALVE
MANTLE
FIG. 1 CYANIDE DISTILLATION APPARATUS
2.5.2 Heating mantle
2.5.3 Gas absorber - with gas dispersion tube equipped with medium-porosity fritted outlet.
2.5.4 Ground glass ST joints - TFE sleeved or with an appropriate lubricant for the boiling flask
and condenser. Neoprene stopper and plastic threaded joints may also be used.
2.5.5 Spectrophotometer - for use at 620 nm, providing a light path of 1 cm.
2.6 Reagents
2.6.1 Sodium hydroxide solution - Dissolve 50 g sodium hydroxide.in 1 litre distilled water.
2.6.2 Lead carbonate - Powdered.
2IS : 3025 ( Part 27 ) .- 1986
2.6.3 Sulphamic acid ( NHzSOIH)
2.6.4 Magnesium chloride solution - Dissolve 51 g magnesium chloride ( MgCl2.6H20 ) in 100
ml distilled water.
2.6.5 Sulphuric acid concentrated
2.6.6 Sodium hydroxide solution ( 0’2 N ) - Dissolve 8’0 g sodium hydroxide in 1 litre distilled
water.
2.6.7 Acetic acid - Make by diluting 1 part of glacial acid with 4 parts of water.
2.6.8 Stock cyanide solution - Dissolve 2’51 g potassium cyanide, in 1 litre water, standardize
this solution. with 0’019 2 N silver nitrate solution. The solution loses strength gradually and must
be rechecked every week.
(1 ml of this solution = 1 mg CN )
Caution: Potassium cyanide is highly toxic, take care to avoid ingestion; use gloves while
preparing solution.
2.6.9 Standard cyanide solution - Dilute IO ml stock cyanide solution ( 26.8 ) to 1 litre with
distilled water; mix and make a second dilution of IO ml to 100 ml.
One ml = 1 pgCN
Note - This solution must be prepared daily.
( Caution: Toxic, take care to avoid ingestion. )
2.6.10 Chloramine - T-Dissolve 1 g of chloramine - T in 100 ml distilled water. Prepare daily.
2.6.11 Pyridine
2.6.12 I-phenyl-3-methyl-5 pyrazolone solution - Prepare a saturated aqueous solu-
tion ( approximately 0’5 g/l00 ml ) by adding the pyrazolone to water at 75°C. Agitate occasio-
nally as the solution cools to room temperature. If necessary, the pyrazolone ( melting paint 127” to
128°C ) can be purified by recrystallisation from ethyl alcohol. Usually this is not required.
2.6.13 Bis-pyrazolone (3,3’-dimethyl-l-diphenyl) ( 4,4’-bis-2-pyrazolone)-(5,5’dione).
2.6.14 Mixed pyridine - Pyrazolone reagent - Mix 125 ml of the filtered saturated aqueous
solution of pyrazolone with a filtered solution containing 0’025 g bis-pyrazolone dissolved in 25 ml
pyridine. Several minutes of mixing is usually necessary to dissolve the bis-pyrazolone in pyridine.
Note - Prepare this reagent daily. This reagent develops a pink colour on standing.
2.6.15 Standard silver nitrate solution - Dissolve 3’27 g of silver nitrate in 1 litre of distilled
water. Store in dark bottle.
1 ml of this solution = 1’00 mg CN.
2.7 Procedure
2.7.1 Distillation
2.7.1 .I Add 500 ml sample to the boiling flask. Add 10 ml of sodium hydroxide solution to gas
scrubber and dilute, if necessary, with distilled water to obtain an adequate liquid depth in the
absorber. DO not use more than 225 ml total volume of absorber solution. When sulphide genera-
tion from the distilling flask is anticipated, add 50 or more mg powdered lead carbonate to the
absorber solution to precipitate sulphide. Connect the train, consisting of b’oiling flask air inlet, flask
condenser, gas washer, suction flask trap and aspirator. Adjust suction so that approximately 1 air
bubble per second enters the boiling flask. This air rate will carrying hydrogen cyanide gas from
flask to absorber and usually will prevent a reverse flow .of hydrogen cyanide gas through the air
3IS: 3025( Part 27)-1986
inlet. If this air rate does not prevent sample backup in the delivery tube, increase air flow rate to
2 air bubbles per second. Observe air purge rate in the absorber where the liquid level should be
raised not more than 6’5 to 10 mm. Maintain airflow through the reaction.
2.7.1.2 Add 2 g of sulphamic acid through the air inlet tube and wash down with distilled water,
2.7.1.3 Add 50 ml of concentrated sulphuric acid through the air inlet tube with distilled water
and let air mix flask contents for 3 minutes. Add 20 ml of magnesium chloride reagent through air
inlet and wash down with stream of water. A precipilate that may form redissolves on heating.
2.7.1.4 Heat with rapid boiling, but do not flood condenser inlet or permit vapours to rise more
than halfway into condenser. Adequate refluxing is indicated by reflux rate of 40 to 50 drops/min
from the condenser lip. Reflux for at least 1 hour. Discontinue heating but continue air flow. Cool
for 15 minutes and drain gas washer contents into separate container. Rinse connecting tube
between condenser and gas washer with distilled water, and rinse water to drained liquid, and make
upto 250 ml in a volumetric flask.
2.7.2 Procedure for calorimetric measurement
2.7.2.1 Transfer 15 ml of distillate to a 50 ml beaker.
2.7.2.2 To prepare standard solutions for the calibration curve, use cyanide standard 1 ml =
,I mgCN. Pipette 0 ( blank), 0’2, 0’5, 0’8 and 1’0 ml into 50 ml beaker and make up to 15 ml with
0’2 N sodium hydroxide solution ( 2.6.6 ). Proceed with 2.7.2.3, treating samples and standards
in the same manner.
2.7i2.3 Adjust pH at 6-7 with acetic acid ( 2.6.7 ). Transfer to 25 ml volumetric flask.
2.7.2.4 Add 0’2 ml chloramine-T solution ( 2.6.10 ) and mix. Allow 2 minutes for the reaction.
2.7.2.5 Add 50 ml mixed pyridine-pyrazolone reagent ( 2.6.14 ) and make up to the mark, mix.
Allow 20 minutes for colour development.
2.7.2.6 Read absorbance at 620 nm in a 1 -cm cell.
2.7.2.7 As a check on the distillation step, periodically process cyanide standard solutions
through the complete procedure.
2.8 Calculations
2.8.1 Prepare a calibration curve derived by plotting concentrations versus absorbances.
2.8.2 Determine the micrograms of cyanide in the samples by comparing on calibration curve.
2.8.3 Calculate the cyanide concentration as follows:
AxB
mdl, CN = C x D
where
A = cyanide determined in mg by calibration graph,
B = diluted absorbing solution in ml ( as obtained in 2.7.1.4 ),
C = original sample in ml, and
0 = sample taken for calorimetric measurement in ml ( see 2.7.2.1 ).
3. Selective Electrode Method
3.1 Principle - Cyanide in the alkaline distillate from the preliminary treatment, as given in 2.7.1,
can be determined potentiometrically by using a cyanide in selective electrode in combination with
a double junction reference electrode and a pH meter having an expanded millivolt scale, or specific
ion meter.
4IS : 3025 ( Part 27 ) - 1986
3.2 Apparatus
3.2.1 Expanded-scale pH meter or specific ion meter
3.2.2 Cyanide-ion-selective electrode*
3.2.3 Reference electrode, double-junction
3.2.4 Magnetic mixer with TFE-coated stirring bar
3.3 Reagents
3.3.1 Stock standard cyanide solution - see 2.6.6.
3.3.2 Sodium hydroxide diluent - Dissolve 1’6 g sodium hydroxide in water and dilute
to 1 litre.
3.3.3 Intermediate standard cyanide solution - Dilute a calcul‘ated volume ( approximately 1 OO-
ml ) of stock potassium cyanide solution, based on the determined concentration, to 1 000 ml with
sodium hydroxide diluent. Mix thoroughly; 1 ml = 100 pg CN-.
3.3.4 Dilute standard cyanide solution - Dilute 100 ml intermediate cyanide standard solution
to 1 000 ml with sodium hydroxide diluent; 1’00 ml = 10’0 cLg CN-. Prepare daily and keep in a dark,
glass-stoppered bottle.
3.3.5 Potassium nitrate solution - Dissolve 100 g potassium nitrate in water and dilute to
1 litre. Adjust to pH 12 with potassium hydroxide. This is the outer filling solution for the double-
junction reference electrode.
3.4 Procedure
3.4.1 Calibration - Use the dilute and intermediate standard cyanide solutions and sodium
hydroxide diluent to prepare a series of three standards, 0’1, 1’0 and .lO’O mg CN-/I. Transfer
approximately 100 ml of each of these standard solutions into a 250 ml beaker pre-rinsed with a
small portion of standard being tested. Immerse CN- and double-junction reference electrodes.
Mix well on a magnetic stirrer at 27”C, maintaining as closely as possible the same stirring rate for
all solutions.
Always progress from the lowest to the highest concentration of standard otherwise equilibrium
is reached only slowly. The electrode membrane dissolves in solutions of high cyanide concentration;
do not use with a concentration above IO mg/l. After making measurements remove el,ectrode and
soak in water.
After equilibrium is reached ( at least 5 min and not more than 10 min ), record potential
( millivolt ) readings and plot CN-- concentrations versus readings on semi-logarithmic graph paper.
A straight line with a slope approximately 59 mV per decade indicates that the instrument and elect-
rodes are operating properly. Record slope of line obtained ( millivolts/decade of concentration ).
The slope may vary somewhat from the theoretical value of 59’2 mV per decade because of manu-
facturing variation and reference electrode ( liquid-junction ) potentials. The slope should be a
straight line and is the basis for calculating sample concentration.
3.4.2 Measurement of sample - Place 100 ml of absorption liquid obtained in 2.7.1 into a 250
ml beaker. When measuring low cyanide concentrations, first rinse beaker and electrodes with a small
volume of sample. Immerse cyanide and double-junction reference electrodes and mix on a magnetic
stirrer at the same stirring rate used for calibration. After equilibrium is reached ( at least 5 min and
not more than 10 min >, record values indicated on ion meter or found from graph prepared above.
Calculate concentration as given below.
3.4.3 C; Iculation
AX6
Cyanide, mgil = r,
L
where
A = mg cyanide per litre found from meter reading or graph;
B = total volume of absorptioo solution after dilution, ml; and
C =.volume of original sample used in the distillation, ml.
*Orion Moael 94-06A or equivalent.
5IS : 3025 ( Part 27 ) - 1986
EXPLANATORY NOTE
Cyanide refers to all the CN groups in cyanide compounds that can be determined as cyanide
icn by the method used. The great toxicity to aquatic life of molecular HCN is well known, it is
formed in solutions of cyanides by hydrolytic reaction of cyanide ion with water. After removal of
interfering substances, the metal cyanide is converted into hydrogen cyanide gas, which is distilled
and absorbed in sodium hydroxide solution. The absorption liquid is analysed by titrimetric, colori-
metric or cyanilde ion selective electrode procedure. This method supersedes 15 of IS : 2488 ( Part 1 )-
1966 ‘Methods of sampling and test for industrial effluents: Part 1’ and 27 of IS : 3025 - 1964
‘Methods of sampling and test ( physical and chemical ) for water used in industry’.
6
Reprography Unit, BIS, New Delhi, IndiaAMENDMENT NO. 1 APRIL 2003
IS 3025( PART 27 ) : 1986T0METHODS OF SAMPLING
AND TEST (PHYSICAL AND CHEMICAL) FOR WATER
AND WASTEWATER
PART 27 CYANIDE
(First Reviswn )
( Page 4, clause 2.7.2.5, he 1) – Substitute ‘5.0 ml’fir ’50 ml’.
(CHD 32 )
ReprographyUnit.BIS,NewDelhi,India
|
9451.pdf
|
IS 9451 : 1994
(Reaffirmed 1999)
Edition 3.1
(2000-09)
Indian Standard
GUIDELINES FOR LINING OF CANALS
IN EXPANSIVE SOILS
( Second Revision )
(Incorporating Amendment No. 1)
UDC 626.823.917 (1026)
© 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 3Irrigation Canals and Canal Linings Sectional Committee, RVD 13
FOREWORD
This Indian Standard (Second Revision) was adopted by the Bureau of Indian Standards, after the
draft finalized by the Irrigation Canals and Canal Linings Sectional Committee had been
approved by the River Valley Division Council.
Canals excavated in expansive soils, such as black cotton soil, pose several problems involving
stability of slopes and shape of section. To have economical sections and prevent erosion due to
design velocities, it is necessary to line the canal bed and slopes. Precast cement concrete slabs for
side slopes and in-situ concrete for bed are common types of lining adopted for canals in cutting
and embankment. However, it is often experienced that the lining materials directly placed
against the expansive soils undergo deformation by heaving, disturbing the lining and throwing
the canal out of commission. This deformation is traced to the characteristics of swelling and
swelling pressure developed by expansive soils, when they imbibe water in their intra-layers.
Adequate thickness of cohesive non-swelling soil (CNS) material is found to resist swelling
pressure and prevent the heaving of underlying soil. From experiments in laboratory and field it is
concluded that deformations may be correlated to the thickness of CNS layer and swelling
pressure characteristics of expansive soil. This standard lays down guidelines for the treatment of
expansive soils by introduction of a cohesive non-swelling soil layer of suitable thickness between
the expansive soil mass and the lining material to counteract the swelling pressure and resultant
deformation of the lining material on a scientific basis.
This standard was first published in 1980 and the first revision was taken up in 1985. The second
revision has been taken up in view of the experience gained during the course of these years in the
use of this standard. The following major changes have been incorporated in this revision:
1)Identification and properties of expansive soil have been referred to the relevant Indian
Standard.
2)Instead of three types of treatment only one type of treatment has been provided.
3)Modifications have been incorporated in Table 1.
4)Construction procedure for canal in cutting and embankment has been added in detail.
5)Clauses on under-drainage arrangements and joints in lining have been elaborated.
6)Fig. 1 and 2 have been incorporated.
This edition 3.1 incorporates Amendment No. 1 (September 2000). Side bar indicates modification
of the text as the result of incorporation of the amendment.
For the purpose of deciding whether a particular requirement of this standard is complied with,
the final value, observed or calculated, expressing the result of a test or analysis, shall be rounded
off in accordance with IS 2:1960 ‘Rules for rounding off numerical values (revised)’. The number
of significant places retained in the rounded off value should be the same as that of the specified
value in this standard.IS 9451 : 1994
Indian Standard
GUIDELINES FOR LINING OF CANALS IN
EXPANSIVE SOILS
( Second Revision )
1 SCOPE 4.2.2Some of the soils which may be considered
as cohesive non-swelling soils are all
1.1This standard lays down guidelines for
adequately compacted clayey soils, silty clays,
lining of canals in expansive soils.
sandy clays, gravelly sandy clays, etc,
NOTE — Black cotton soils are a type of expansive soil.
exhibiting cohesive properties and containing
2 REFERENCES predominantly non-expanding type clay
minerals.
2.1The Indian Standards listed in Annex A are
necessary adjuncts to this standard. 4.2.3CNS material should be non-swelling
with a maximum swelling pressure of 10kN/m2
3 TERMINOLOGY
when tested in accordance with IS2720
For the purpose of this standard the definition (Part41):1977 at optimum moisture content
of terms given in IS 1498:1970 shall apply. and minimum cohesion (unconfined
compression strength on saturated compacted
4 GENERAL
soil, remoulded at OMC and compacted to
4.1Expansive soils in side slopes and bed of standard proctor density) should be
canal in cutting or embankment when in 10kN/m2when tested according to
contact with water swell, exerting a swelling IS2720(Part10):1991.
pressure which may range from 50 to
4.2.4If given CNS material is not available,
300kN/m2 or more. This characteristic of
designed mix to produce blended CNS may be
swelling and the swelling pressures of black
used. The artificial CNS should satisfy all the
cotton soils is attributed to the pressure of
requirements of CNS. If stabilized material is
montmorinolite or combination of
to be used, special mix design needs to be
montmorinolite and illite clay minerals. A wide
evolved.
range of properties of expansive soils are found
in India (see IS 1498:1970 for identification
4.2.5Most murums of laterite, laterite type and
siliceous sandy clays exhibit CNS
and properties).
characteristics, however some murums may be
The swelling pressure and free swell index
of swelling type. Unlike swelling soils, they do
tests should be done in accordance with IS 2720
not exhibit cracking during summer, nor
(Part40):1977 and IS 2720 (Part 41):1977.
heaving and stickiness during rainy season.
Expansive soil met within the locality has to be
Structures constructed on such soil do not
analysed for swelling pressure before deciding
exhibit heave though they may sometimes
the type of treatment.
settle. The CNS are generally red, reddish
For testing the expansive soil for determination yellow, brown, yellow, white, whitish grey,
of swelling pressure the expansive soil whitish yellow, green and greenish grey in
specimen should be remoulded at zero moisture colour. Although, several soils containing
content to the density obtainable at any time in non-expanding type clay mineral exhibit CNS
the year in the field at a depth beyond 1.0m (in properties, the following range helps in locating
expansive soil). The swelling pressure should such types:
be determined under no volume change
Percent
condition when moisture content is increased
Clay (less than 2 microns) 15 to 20
from zero to full saturation level.
Silt (0.06mm-0.002mm) 30 to 40
4.2 Cohesive Non-swelling Soils (CNS) for
Treatment Sand (2mm-0.06mm) 30 to 40
Gravel (Greater than 2mm) 0 to 10
4.2.1They are soils possessing the property of
cohesion of varying degree and non-expanding Liquid limit Greater than 30,
type clay minerals such as illite and kaolinite but less than 50
and their combination with low plasticity with Plasticity index Greater than 15
liquid limit not exceeding 50 percent. but less than 30
1IS 9451 : 1994
5 CRITERIA FOR FIXING THE The construction should be carried out in the
THICKNESS OF CNS LAYER following steps:
5.1Thickness of CNS materials is related to a)While excavating provision should be
swelling pressure and the resultant made for accommodating required
deformation, the permissible deformation being thickness of CNS layer on bed and sides.
2cm. The subgrade on which CNS layer is to be
laid should generally not be kept exposed
5.2Guidelines for choosing the thickness of
for more than four days, prior to the
CNS materials required for balancing the
placement of the CNS layer.
different swelling pressures is given in Table 1.
b)Serrations should be provided in
Slopes should be in accordance with
expansive soil to prevent contact slides
IS10430:1982.
between CNS materials and expansive
soil.
Table 1A Thickness of CNS Layer, Carrying
Capacity Less Than 2 Cumecs c)Proper moisture should be added to CNS
materials.
Discharge Thickness of CNS Layer in cm (Min)
d)CNS materials should be compacted in
in Cumecs
Swelling Pressure Swelling Pressure layers by appropriate equipment to ensure
50-150kN/m2 More Than 150kN/m2 proper density.
1.4-2 60 75
e)CNS on side slopes should be trimmed to
0.7-1.4 50 60
the required thickness. The thickness is
0.3-0.7 40 50
measured perpendicular to the surface of
0.03-0.3 30 40
expansive soil.
f)Suitable canal lining over CNS material
Table 1B Thickness of CNS Layer, Carrying
should be provided depending on the site
Capacity of 2 Cumecs and More
and economy condition.
Swelling Pressure Thickness of CNS g)To avoid slipping and rain cuts during the
of Soil Materials rainy season, it is advisable to provide
kN/m2 cm (Min) CNS right up to the ground level.
50 to 150 75 h)In deep cuts CNS material should be
150 to 300 85 provided not only behind the lining of the
300 to 500 100 canal but also above the canal prism, all
along the excavated surface, so as to
NOTE — However, optimum thickness of CNS materials
prevent large scale heaving above the
needs to be determined for different swelling pressures
by actual experiments both in field and laboratory; if canal level. The CNS material above the
required. canal prism may be of lesser thickness,
say 15 to 20cm. However, full design
6 CONSTRUCTION PROCEDURE thickness behind the lining should be
To counteract the swelling pressure and continued at least 100cm above the top
prevent deformation of the rigid lining level of the lining (illustratory
materials, a CNS material of required arrangement shown in Fig. 1).
thickness depending on the swelling pressure of j)The stability of the slopes, particularly in
expansive soil, is sandwiched between the soil the case of cuts, is very adversely affected
and the rigid lining material. The thickness of by rain water finding its way into the
CNS layer should be measured perpendicular tension cracks and exerting hydrostatic
to the surface of expansive soil. force on the slipping mass of the soil.
6.1 Canal in Cutting Covering the surface of the slopes by CNS
materials and proper surface drainage
6.1.1Long deep cuts in expansive soils should
will reduce the chances of rain water
be avoided and where possible a detour should
finding its way into the cracks.
be considered.
k)It is necessary to stack the excavated soil
In cutting special care will be necessary to
away from the cuts to prevent it inducing
compact the CNS materials against the slips by surcharge.
excavated surface of the cuts. The material
should be spread uniformly in their horizontal 6.2 Canal in Embankment
layers of specified thickness (15cm thick). Care
also is necessary in obtaining a good joint The construction should be carried out in the
between the two materials, by thoroughly following steps:
wetting the excavated surface, so as to avoid a)Proper moisture should be added to CNS
slips at the junction plane. material and expansive soil.
2
IS 9451 : 1994
FIG. 1
b)Expansive soil and CNS material above j)To protect outer slopes from erosion,
ground level should be compacted proper turfing should be used.
simultaneously, in layers, with
6.3Similar procedure should be followed for
appropriate equipment to ensure proper
canals in partial cutting and embankment.
density.
c)The CNS materials in embankment 6.4 Pride
should be laid and compacted in layers
6.4.1The problem of effectively compacting the
simultaneously with the body of the
subgrade for side lining on slopes is very
banks, so as to obtain good compaction
important in case of black cotton expansive soil
and to avoid any slippage plane being
zone in cutting or embankments, where backfill
developed between the two materials. The
of CNS material is required to be placed for the
compaction of CNS materials should also
sides and bed, in addition to design thickness.
be to the standard proctor density with
Twenty cm or so (perpendicular to side slope) of
optimum moisture content. It may be done
extra pride may be provided and compacted in
either with sheep foot rollers or 8 to 10 ton
horizontal layers to the required density. This
ordinary rollers.
pride should be removed only just prior to the
d)Provision of surface drain and internal placement of lining, thus making a fresh and
drainage filter should be made to well compacted surface available for bedding.
minimize external/internal erosion. A rock
toe with inverted filter may be provided at 6.4.2For cutting in soft material where the
either end of canal bank. CNS backfilling is not required the best method
is to leave the cutting 20cm or so undercut
e)Special care is required to be taken to
(perpendicular to the canal slope) and remove
provide internal drainage for the banks,
this undercut only just prior to the placement of
having bed filling of 2 metres or more. A
concrete lining. Similar procedure may be
sand blanket is spread on the base of the
adopted in case of cutting in hard strata.
bank and rockfills with regular inverted
filters are also necessary at the outer toes. 6.5 Use of Polyethylene Sheets Below
f)For both the cuts and banks, paved surface Concrete Lining
drains should be provided at the berms,
The use of polyethylene sheet below concrete
etc, to avoid erosion of the finished
lining could be either for achieving better
surface. As far as possible, water from
ultimate imperviousness of the lining as a
these drains should be drained away from
whole or it may be used only for limited
the canal.
purpose as an assistance, during construction,
g)The drainage properties of the CNS for avoiding the cement slurry from concrete
material itself need to be given due escaping in the subgrade below. Use of Low
consideration as water locked up in this density polyethylene (LDPE) sheets 200 gauge
saturated layer is likely to cause pore (50 micron) is to achieve only the latter limited
pressures on the lining during canal purpose. If overall imperviousness is proposed
draw-down conditions. to be achieved, it would be necessary to use
h)Murum (gravelly soil) material on outer High molecular mass high density polyethylene
slopes of canal embankment should be (HDPE-HM) sheet of sufficient thickness,
trimmed to the required thickness. strength, toughness and durability.
3IS 9451 : 1994
7 LINING Such drainage holes are, however, not
advocated for general adoption.
7.1The lining may be cement concrete
8.2It is recommended to provide regular
(IS3873:1993), burnt clay tile (IS3872:
drainage arrangements using porous concrete
1966), stone pitched (IS4515:1993), stone
sleepers, 7.7cm×20cm with 50mm
masonry (IS 11809:1993) or lime concrete
perforated G.I. pipes at 3m centre to centre
(IS7873:1975).
coming out through the sides of the lining. Two
porous concrete sleepers on either side of the
8 UNDER DRAINAGE ARRANGEMENTS
bed, below the side may be provided. A 50 to
AND JOINTS IN LINING 75mm thick sand mat below the bed and side
cast in-situ lining (below the polyethylene
8.1The drainage properties of CNS material
sheet) should be provided.
itself need to be given due consideration as
Where the sand mat is not economically
water locked up in this saturated layer is likely
feasible additional porous concrete sleepers
to cause pore pressure on the lining during
may instead be provided at right angles to the
canal draw down conditions. To release the
longitudinal rails (along the cross section of the
same if holes are provided for drainage in
canal) at 3m centre to centre. The porous
concrete lining, care will have to be taken to
concrete sleepers have to be encased in filter
provide inverted filters at the back of the holes
material.
so as to avoid the CNS material being washed
away by fluctuating water levels in the canal. An illustratory arrangement is shown in Fig. 2.
FIG. 2 ILLUSTRATORY DETAIL OF BOTTOM RAILS
ANNEX A
(Clause 2.1)
IS No. Title IS No. Title
1498:1970 Classification and identifica- 2720 Methods of test for soils :
tion of soils for general (Part41):1977Part41 Determination of
engineering purposes (first swelling pressure of soils
revision)
2720 Methods of test for soils :
3872 : 1966 Code of practice for lining of
(Part10):1991Part10 Determination of
canals with burnt clay tiles
unconfined compressive
strength (second revision)
3873 : 1993 Laying cement concrete/stone
2720 Methods of test for soils :
slab lining on canals — Code of
(Part40):1977Part40 Determination of free
swell index of soils
practice (second revision)
4IS 9451 : 1994
IS No. Title IS No. Title
4515:1993 Code of practice for stone 11809:1993 Lining for canals by stone
pitched lining for canals (first masonry — Code of practice
revision)
10430:1982 Criteria for design of lined
7873:1975 Code of practice for lime canals and guidelines for
concrete lining of canals selection of type of lining
5Bureau of Indian Standards
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harmonious development of the activities of standardization, marking and quality certification of goods and
attending to connected matters in the country.
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Review of Indian Standards
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This Indian Standard has been developed from Doc:No. RVD 13 (49)
Amendments Issued Since Publication
Amend No. Date of Issue
Amd. No. 1 September 2000
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1711.pdf
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IS : 1711 - 1984
Indian Standard
SPECIFICATION FOR
SELF-CLOSING TAPS FOR WATER
SUPPLY PURPOSES
( Second Revision )
Sanitary Appliances and Water Fittings Sectional Committee, BDC 3
Chairman Representing
SHRI K. D. MULEKAR Municipal Corporation of Greater Bombay
\
Mambers
ADVISER ( PHE ) Central Public Health & Environmental Engi-
neering Organization ( Ministry of Works &
Housing ), New Delhi
DEPUTY ADVISER ( PHE ) ( Alternate )
SERI S. K. BANERJEE National Test Housr, Calcutta
SHRI D. K. KANUNGO ( Allernate )
SARI M. K. BASU Central Glass & Ceramic Research Institute ( CSIR ),
Calcutta
CHIEF ENGINEER Public Health Engineering Department, Government
of Kerala, Trivandrum
SHRI K. RAMACHANDRAN ( Altmate)
CHIEF ENGINEER U. P. Jal Nigam, Lucknow
SUPERINTENDINGE NG~EER ( Altwnate )
S-1 J. D’ CRUZ Municipal Corporation of Delhi
SHRI S. A. SWAMY ( Alternate )
DIRECTOR Bombay Potteries & Tiles Ltd, Bombay
SHRI B. R. N. GUPTA Engineer-in-Chief’s Branch, Army Headquarters
SHRI K. V. KRISHNANUKTEY ( Alternate )
SHRI P. JAGANATH RAO E.I.D. Parry ( India ) Ltd, Madras
SERI M. MOOSA SULALMAN( Alternate )
SRRI A. F. KEAN Municipal Corporation of Greater Bombay
DEPUTY HYDRAULIC ENGINEER ( Alternate )
SI~RI S. R. KSHIRSA~AR National Environmental Engineering Research
Institute ( CSIR ), Nagpur
SHRI R. C. REDDY ( Alternate )
SKRI K. LAKSHMINARAYANAN Hindustan Shipyard Ltd, Vishakhapatnam
SHRI A. SHARIFF ( Alternate )
DR A. V. R. RAO National Buildings Organization, New Delhi
SERI J. SENQUPTA ( Altcrnate )
SENIOR CIVIL ENGINEER (WATER Railway Board ( Ministry of Railways )
SUPPLY )
( Continued on page 2 )
@ Copyright 1986
INDIAN STANDARDS INSTITUTION
This publication is protected under the In&n Copvright Act ( XIV of 1957 ) and
reproduction in whole or in part by any means except with written permission of the
publisher shall be deemed to be an infringement of copyright under the said Act.IS : 1711 - 1984
( Continued from puge 1 )
Members Representing
SARIS. K. SXARMA Cent;oLrkBiilding Research Institute ( CSIR ),
SHRI R. K. SOMANY Hindustan Sanitaryware & Industries Limited,
Bahadurgarh
SUPERINTENDING SURVEYOR Central Public Works Department, New Delhi
OF WORKS ( NDZ )
SURVEYOR OB WORKS I
( NDZ ) ( AIternate )
SHRI R. THAXJAN Directorate General of Technical Development,
New Delhi
SHRI M. M. ALlKllAN ( Alternate )
S>r::r T. N. U~OVXJA Directorate General of Supplies & Disposals,
New Delhi
SHRI G. RA~~AS, Director General, IS1 ( Ex-o$cio Member )
Director ( Civ Engg )
Secretary
S~rrrr C. K. BEBARTA
Joint Director ( Civ Engg ), IS1
Domestic and Municipal Water Fittings Subcommittee, BDC 3:Q
SHRI JOGISDXR RAJ AGQAKWAL M/9 Goverdhan Das PA., Calcutta
SHFI Yas~ RAJ AGGARWAL ( Alternate )
CHIEF EN~INEFR Bangalore Water Supply S; Sewerage Board
CHIEB ENGINEER Tamil Nadu Water Supply & Drainage Board,
Madras
CHIEF ENGINEER U. I’. Jal Nigam, Lucknow
SUPE~~INTENDINECN UINEEI~( Alternate )
SIIRI J. D’Cxcz Municipal Corporation of Delhi
SH~I S. A. SWAXY ( Alternate )
DIRECTOR Maharashtra Engineering Research Institute
( Government of Maharashtra ), Nasik
RESE ARCHO FFICER I Alternate )
SRRI B. R. N. GUPTA Engineer-in-Chief’s Branch, Army Headquarters
SHRI K. V. KRISHNAMURTHY ( Ahnate )
HYDRAUIX ENGINEER Municipal Corporation of Greater Bombay
DF.PUTY HYURAULIC EKGINEER C Alternate )
SHRI M. K. J 41N Hind Trading & Manufacturing Co Ltd, New Delhi
SHRI K. K. JAIN ( Alternate )
SHRI S. R. KSHI~SAGAR National Environmental Engineering Research
Institute ( CSIR ), Nagour
SHRI A. W. DESRPAND~ ( Alternate I . ‘. -.
SHRI G. A. LUHAR Bombay Metal and Alloy Manufacturing Co Pvt
Ltd, Bombay
Smxr K. RAMACHANDR~N Public IHealth Engineering Department, Govem-
ment of Kerala, Trivandrum
SRRI D. K. SEHGAL Leader Engineering Works, Jalandhar
SIIRI B. B. SIREA ( Altmnate )
SEVIOR CIVIL ENGINEER ( WATER Railway Board ( Ministry of Railways )
SUPPLY )
&RI R. K. SOJlAXY Hindustan Sanitaryware & Industries Ltd,
Bahadurgarh
SHRI T. N. UBOVEJA Directorate General of Supplies & Disposals,
New Delhi
2IS:1711-1984
Indian Standard
SPEClFlCATlON FOR
SELF-CLOSING TAPS FOR WATER
SUPPLY PURPOSES
( Second Revision )
0. FOREWORD
0.1 This Indian Standard ( Second Revision ) was adopted by the
Indian Standards Institution on 31 May 1984, after the draft finalized
by the Sanitary Appliances and Water Fittings Sectional Committee had
been approved by the Civil Engineering Division Council.
0.2 Conservation of water is an important duty of the civic body in
every growing city or town and prevention of the wastage of water in
public amenities is a major step towards achieving this objective. In
order to minimize the wastage of water, the taps provided at such places
should be of the self-closing type so that they automatically close when
not in use. With this objective this Indian Standard was first issued in
1960 prescribing performance, construction and other essential require-
ments. The standard was subsequently revised in 1970.
0.3 The revision of this standard has been taken up to incorporate
further changes necessary in the light of the comments received by usage
of this standard since its publication. This revision includes modifi-
cations relating to materials for different component parts, finish, etc.
0.4 Self-closing taps are available in many designs and the illustrations
given in this standard are not intended to limit them to the types shown.
The illustrations are only indicative of the general construction and
component parts ofself-closing raps and any type of design may be
accepted provided the minimum requirements laid down in the standard
are complied with.
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 ( nuked ),
31. SCOPE
1.1 This standard lays down requirements for self-closing taps with or
without stuffing box.
2. TERMINOLOGY
2.0 For the purpose of this standard, the following definition shall apply.
2.1 Self-Closing Tap - A self-closing tap is a draw-off tap which
remains in the open position so long as a lever handle is kept pressed up,
down or sideways, or a pushbutton is kept pressed in, and closes by itself
or when the button or the lever handle is released; the self-closing taps
may incorporate a device which closes the tap even without the release
of the button or the handle after a fixed quantity is discharged.
3. NOMINAL SIZE
3.1 Self-cIosing taps shaI1 be of the following nominal sizes:
a) 15 mm, and
b) 20 mm.
3.1.1 Nominal size shall refer to the nominal bore of the inlet
connection.
4. MATERIAL
4.1 Suitable materials for the manufacture of the body and component
parts of self-closing taps are given in Table 1.
5. MANUFACTURE AND WORKMANSHIP
5.1 All castings shall in all respects be sound, free from laps, blow holes
and pittings. External and internal surfaces of the castings shall be
clean, smooth and free from sand. The castings shall be neatly dressed
and no casting shall be burned, plugged, stopped or patched.
6. DESIGN
6.1 Operation - The opening of the tap shall be performed by hand
pressing of the handle up or down or turning sideways or by pressing in
of the pushbutton, and the tap shall close when the handle or pushbutton
is released. The force required for operating the self-closing tap for its
full opening shall not exceed 70 N. For self-closing taps which operate
against heads exceeding 2 m, a non-concussive function is essential and
provision to this effect shall be made in the design.IS:1711- 1984
TABLE 1 MATERIALS FOR COMPONENT PARTS OF
SELF-CLOSING TAPS
( Clause 4.1 )
EJ. COYPOIEHT (s) MATERIAL (S) CONFORMINO TO
11) (2) (3) (4)
3 Body, cover and a) Grev cast iron Grade FG 200 of IS : 210-1978’
;;tyon or push- b) Malleable iron Grade BM 290 of IS : 2108-1977t
castings
c) Cast brass Grade LCB 2 of IS : 292-1983$
4 Leaded tin bronze Grade LTB 2 of IS : 318-1981s
ii) Spindle a) Mild steel IS : 280-19781;
b) &d:%! Grade LTB 2 of IS : 318-1981s
bronze
iii) Spindle spring 4 Phosphor IS : 7608-1975’11
bronze wire
b) Spring steel wire IS : 4454 ( Part 3 )-1975**
c) Any corrosion
resisting alloy
having a tensile
strength of not
less than that of
phosphor bronze
wire
iv) Cage and valve Leaded tin bronze Grade LTB 2 or LTB 3 of
IS : 318-1981s
v) Brass washer Brass IS : 410-1977tt
vi) Seat washer and As specified in IS : 4346-1982$$
other washers
vii) Gasket a) Vulcanized fibre 5.5 of IS : 4346-1982$$
b) Any other equally
suitable material
NOTE - Mild steel spindles are suitable for use with cast iron and malleable iron
pushbutton type self-closing taps only.
*Specification for grey iron castings ( third reuision ).
ISpecification for blackheart malleable iron castings (Jirst r&ion ).
$.Specification for leaded brass ingots and castings ( second revision ).
gspecification for leaded tin bronze ingots and castings ( smond r&ion ).
IlSpecification for mild steel wire for general engineering purposes ( third revision ).
l/Specification for phosphor bronze wires ( for general engineering purposes ).
**Specification for steel wires for cold formed springs: Part 3 Oil hardened and
tempered spring steel wires - Alloyed (Jirst rcuision ).
HSpecification for cold rolled brass sheet, strip and foil ( third revision ).
$$Specification for washers for use with fittings for water services (first rmision ).
5IS : 1711 - 1984
6.1.1 At the option of the purchaser, the self-closing tap may be
designed to close by itself even without the release of the button or
handle, after discharging not less than 5 litres or more than 10 litres of
water at a time by providing a capillary groove in the valve, which shall
slide in the bottom hollow chamber of the spindle, or by any other
equally suitable device.
6.2 Body and Gland
6.2.1 The body shall be strong and durable and shall withstand rough
usage.
6.2.2 Handle-operated self-closing tap may be constructed with or
without stuffing box and gland and, in the latter type, adequate provision
shall be made to prevent leakage through the lever handle slct by
providing bushing to the spindle and a washer pegged to the spring,
preferably on the underside.
6.2.3 In the case of pushbutton-operated self-closing tap, instead of a
threaded gland and packing, a retaining metal ring with washer shall be
provided on a seating in the stuffing box, pegged to the underside of the
spring, to prevent leakage through the bonnet face.
6.3 Valve and Spindle
6.3.1 The valve operation shall be performed by a spring-loaded
spindle or any other equally effective device.
6.3.2 The valve shall be integral with the spindle or shall be a snug
fit to the spindle.
6.4 Screw Threads - The threading of the inlet connection shall
conform to IS : 554-1975*.
6.5 Washers - Dimensions and other relevant requirements of washers
shall conform to IS : 4346-1982t.
6.6 Two typical designs of self-closing taps are illustrated in Fig. 1.
7. FINISH
7.1 All machining shall be so carried out that the parts are true to shape
and are in correct adjustment when assembled. All machined surfaces
shall be smoothly finished.
7.2 If the body is of leaded tin bronze, the outside surface shall be
polished bright.
*Dimensions for pipe threads where pressure tight joints are required on the
threads ( second mision ).
+Specification for washers for use with fittings for water services (Jir~t rmision ).
6IS : 1711- 1984
7.3 In case the fittings are nickel plated, the minimum thickness of
nickel plating shall be O-015 mm. If required, the fittings may further
be chromium plated and the minimum thickness of plating shall be
0.000 25 mm. The plating shall be capable of taking a high polish which
shall not easily tornish or scale.
A Spindle F Brass washer
B Kut for washer G Spring!
C Seat washer H Pushbutton
D Body J Brass washer
B Washer K Brass washer
1A Concussive Puzhbutton Type ( For Heads Not Exceeding 2 m )
FIG. 1 SELF-CLOSINGT APS - Continued
7IS : 1711- 1984
A Spring F Valve nut
B Spindle G Gasket
c
Cover H Lever
D Body 3 Seat washer
E Cage
1B Non-concussive Lever Type
FIG. 1 SELF-CLOSING TAPS
8IS : 1711- 1984
7.4 Galvanization of malleable iron and cast iron bodies shall be done
by the hot-dip process ( SC IS : 2629-1966* ). Pushbutton and spindle
when made of mild steel shall be electro-galvanized ( see IS : 1573-
1970t ). External surfaces of the body and handle may also be painted
if so desired.
8. TESTS
8.1 When the tap is assembled complete with its component parts, it
shall withstand an internally applied hydraulic pressure of 2 MPa for a
minimum period of 2 minutes without leakage or sweating.
8.2 In the open position of the tap, the flow of water at the outlet end
shall be steady and uniform, and when the handle or pushbutton is
released, the flow shall cease completely without dripping.
8.3 Endurance Test - When the tap is subjected to 50 000 operations
of actuating the handle or pushbutton from its normal shut position to
the full open position and releasing it, it shall not show any leakage or
failure of the spring or other working parts.
9. SAMPLING AND CRITERIA FOR CONFORMITY
9.1 Lot - In any consignment, all the taps of the same nominal size,
manufactured under similar conditions of production, shall be grouped
together to cor)stitute a lot.
9.2 All the tais in a lot shall be examined for finish and subjected to the
tests given in 8.1 and 8.2. The taps which do not conform to the
corresponding requirements be rejected.
9.3 The number of the taps to be subjected to endurance test ( see 8.3 )
shall be in accordance with Table 2. These taps shall be selected at
random from the lot. For ensuring randomness of selection, procedures
given in IS : 4905-1968$ may be followed.
9.4 The lot shall be considered as conforming to the requirements of
endurance test if all the taps selected as in 9.3 satisfy the test require-
ments. In case 1 or 2 taps fail, twice the number of taps shall be selected
from the lot and subjected to the test. The lot shall be considered as
conforming to the requirements of the test if all the taps retested satisfy
the test requirements. If the number of taps failing in the first sample
exceeds two or three is a failure in the retest, the lot shall not be accepted
unless every tap is verified.
*Recommended practice for hot-dip galvanizing of iron and steel.
tspecification for electroplated coatings of zinc on iron and steel (Jirst rctisit~n) .
$Methods for random sampling.
9IS:1711-1984
TABLE 2 SAMPLE SIZE
( Clause 9.3 )
LOT SIZE NUMBER OF TAPS TO
BE SELECTED
up to 200 2
201 to 300 3
301 to 500 4
501 to 800 5
801 and above 7
10. MARKING
10.1 Each tap shall be clearly and permanently marked with the
following information:
a) Manufacturer’s name or trade-mark, and
b) Nominal size of the tap.
10.1.1 The taps may also be marked with the IS1 Certification Mark.
NOTE - The use of the IS1 Certification Mark is governed by the provisions of the
Indian Standards Institution ( Certification Marks ) Act and the Rules and Regu-
lations made thereunder. The IS1 Mark on products covered by an Indian
Standard conveys the assurance that they have been produced to comply with the
requirements of that standard under a well-defined system of inspection, testing and
quality control which is devised and supervised by IS1 and operated by the producer.
IS1 marked products are also continuously checked by IS1 for conformity to that
standard as a further safeguard. Details of conditions under which a licence for the
use of the IS1 Certification Mark may be granted to manufacturers or processors,
may be obtained from the Indian Standards Institution.
10
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1475.pdf
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fS : 1475 - 1998
Indian Standard
( Rdrmcd lggl ’
SPECIFICATION FOR
SELF-CONTAINED DRINKING WATER COOLERS
( Second Revision )
\”
‘
;2-,,,_ .
s ,
Third ReprintJ ANUARY 1992
UDC 621.565.533:644.618.6
BUREAU OF INDIAN STANDARDS
MANAK BHAVAN, 9 BAHADUR SHAH ZAFAR MARG
NEW DELHI llCKKI2
Gt 4 December 1978fS : 1475 - 1978
,sL I- . .. .,
Indian Standard
SPECIFICATION FOR
SELF-CONTAINED DRINKING WATER COOLERS
( Second Revision )
Refrigeration and Air Conditioning Sectional Committee, EDC 66
1
Chuiitnan Repesenting
SHEIJ . C. K~PUE Danfoss ( India ) Limited, Bombay
M-embers
COL N. C. GUPTA( Alternalet o
Shri J. C. Kapur )
SHRI K. N. AQARWAL Cent~~or~;~lding Research Institute ( CSIR ),
Sxni S. R. BAJAJ Bajaj Consultants, New Delhi
SHRI DAYAN~LND Ministry of Agriculture and Irrigation ( Depart-
ment of Food ), New Delhi
SWRI M. BIIATIA ( Alternate )
DIRECTOR ox M a R I N E Naval Headquarters, New Delhi
ENC~INEERING
SHRI R. K. GUPTA Directorate General of Technical Development,
New Delhi
SARI R. K. DHAWAN( Alternate)
SHRI I.P.SIN&i Research Designs & Standards Organization
( Ministry of Railways ), Lucknow
SRRI M. S. ARORA (Alternate)
SHRI H. M. JHANQIANI Blue Star Limited, Bombay
SHRI A. N. MAT~U~ ( Alternate )
Sam R. S. KHANDEE~R National Physical Laboratory ( CSIR ), New
Delhi
SERI K. D. BAVEJA( Alternate )
SHRI R. C. KHANNA All India Air Conditioning & Refrigeration
Association, New Delhi
Sax1 M. M. PA~DE (Alternate)
SHRI MANMOELWSm a~ Frick India Limited, New Delhi
S~BI Cl. K. GUPTA ( Alternute )
( Continued on page 2 )
@ copylight 1978
BUREAU OF INDL4N STANDARDS
This publication is protected under the Zndion Cofpriiht 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 : 1475- 1978
( Continuedfrom page 1)
Members Re#resenting
PROF A. K. MEHTA Kelvinator of India Ltd, Delhi
SHRI V. S. VENKTESWARAN ( Alternate )
SHRI B. MUKHOPADHYAY National Test&House, Calcutta
SHRI S. B. NALAX Central Mechanical Engineering Research
Institute ( CSIR ), Durgapur
SHRI R. NATRAJAN Central Public Works Department; New Delhi
Srmr SURENDRANATE ( Altemats )
SHRI K. K. NO~XIA Shriram Refrigeration Industries Ltd, New Delhi
SHARIV . K. HAJELA ( Alternate)
SIIRI M. M. PANDE Voltas Limited, Bombay
SHRI S. RAJAXANI ( Alternate )
SHUI v. P. PUNJ Fedders Lloyd Corporation Private Limited, New
Delhi
SHRI B. R. PUNJ ( Alternata )
SHRI P. A. S-KARANARAYUAN Indian Posts and Telegraphs Department,
Technical Development Circle, Jahalpur
Sunr K. K. A~RAWAL ( Altcrmt# I)
SHUI A. S. GARBYAL ( Alternate 11)
SHRI s. A. SHAH Asso$cl;p of Indian Engineering Industry, New
SHRI K. C. MANGLANI ( Alterna~ )
SHRI A. P. SHIVDA~ANI Indian Society of Refrigerating Engineers,
Calcutta
SIIRI S. K. MADAN ( Alternate)
SIIBI C. R. SIRCAR Directorate General of Supplies & Disposals,
Ministry of Industry & Supply, New Delhi
SIra K. L. GABS ( Alternate)
Snm V. SWAMINATHAN Electronics Ltd, Faridabad
SHRI H. K. A~AIXWAL ( Alternafe )
SHRI RAJEEV VARJ.~A National Dairy Development Board, New Delhi
SHRI I. D. MOUDGIL (Alternate)
SXRI E. V. VENTJGOPAL The Hyderabad Allwyn Metal Works Ltd,
Hyderabad
SHRI T. S. REDDY ( Alternate )
MAJ Y. B. VE~MA Ministry of Defence ( R & D )
San1 S. D. MATHUR ( Alternate)
WG CDR N. K. WADRWA Air Headquarters, New Delhi
SQN LDR M. S. CHADHA ( Alternate )
SHRI S. CHANDRABEKHARAN, Director General, IS1 ( Ex-oficio Member)
Deputy Director (Mech Engg )
Secretary
SERI S. P. ABBEY
Deputy Director ( Me& Engg), IS1
’ ( Co&nued on puge 16 )
2IS:1475- 1978
Indian Standard
SPECIFICATION FOR
SELF-CONTAINED DRINKING WATER COOLERS
( Second Revision)
0. FOREW’ORD
0.1T his Indian Standard ( Second Revision) was adopted by the Indian
Standards Institution on 30 August 1978, after the draft finalized by the
Refrigeration and Air Conditioning Sectional Committee had been
approved by the Mechnical Engineering Division Council.
0.2 This standard first issued in 1959 was revised in 1971 to allow for the
use of more readily available materials as alternative to stainless steel for
the construction of storage tanks of storage type water coolers. The main
-modifications made in this second revision are as follows:
a) It does not specify any particular, material for the storage tank
but instead stipulates that the materials used shall be corrosion-
resistant, non-toxic, non-absorbent and durable.
b) The requirement relating to the performance factor has been
deleted in view of lack of authentic data available in this regard
and the difficulties experienced by the manufacturers to meet this
requirement.
4 The classification of the various types of water coolers has been
aligned with the practices prevailing in other countries.
4 It specifies only 35°C ambient temperature for capacity rating
test condition and also includes maximum operating condition of
43°C ambient and the related requirements so as to provide
guidance to the consumers about the performance of these units
at adverse ambient conditions.
0.3 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, 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 (m&cd).
3L
IS : 1475 - 1978
1. SCOPE
1.1 This standard prescribes the general constructiona. requirements,
standard sizes, methods of testing and rating, and installation of self-
contained drinking water coolers operated by electrically driven vapour
compression type refrigerating machine with air-cooled condenser.
2. ‘TERMINOLOGY
2.0 For the purpose of this standard, the following definitions shall apply.
2.1 cooling Capacity Rating of a Water Cooler - It is the quantity
of water, it will cool under given.ambient temperature conditions with a
given inlet water temperature and a given outlet water temperature. This
shall be expressed as number of litres of water cooled per hour.
2.2 Power Input of a Water Cooler-It is the total power input in
watts when the cooler is operated under given conditions.
2.3 Self-Contained Drinking Water Cooler - A factory made
assembly;in one structure which includes a complete mechanical refrigera-
ting system, and which has the primary function of cooling potable water
and also provides for dispensing suchwater, by either integral or remote
means, or both.
2.4 Pressure Type Water Cooler - A type of water cooler which
employs a closed cooling chamber having connections for inlet water
under pressure and outlet for cold water.
2.5 Storage Type Water Cooler -‘A type of water cooler which stores
and cools the water in the same container or separate containers.
2.6 Static Head - It is the minimum head in metres of water column
required to promote the flow at the rated capacity defined in 2.1 through
cooling unit and its controlling valve.
2.7 Storage Capacity 6f Tank.in the Storage Type Drinking Unit -
It shall be the amount of waterin litres that can be drawn from drinking
water faucet after the storage tank has been first filled to the level which
is normally maintained, with inlet water flow shut off.
3. CLASSIFICATION
3.1 Self-contained water coolers shall be classified as (a) pressure type
water coolers, (b) storage type water coolers, and (c) remote type water
coolers.
4ts : 1475 - 1978
3.1.1 Pressure type water coolers shall ordinarily be of the two types
given below:
a) Bubbler TV@ - This type of cooler employs a bubbler which
projects stream of water so that it can be consumed without use
of cups, glasses or other containers;
b) Faucet TYPE - This type employs faucet or spout suitable for
fiIling cups, glasses or hiher containers.
3.1.2 Storage type water coolers shall ordinarily be any of the following
types:
a) Cooler which may store or cool water in the same container, and
b) Cooler which may employ bottle or container for storing supply
of water to be cooled. Such bottle or container is placed on or
within the water cooler.
3.1.3 Remote type water cooler has the primary function of cooling
potable water for delivery to remotely installed dispensing -means; such
I ,
remotely-installed dispensing means are not considered part of the water
cooler.
3.2 The self-contained coolers may also employ means of pre-cooling. For
bubbler type pressure water coolers, normal spill of cold water may be
utilized to cool incoming water in a heat exchanger also called pre-cooler.
In another arrangement suction line of refrigeration system may be used
to pre-cool incoming water before it enters storage tank.
4. PERFORMANCE REQUIREMENTS
4.1 All ratings shall be based on either 230 or 240 volts in the case of
single phase supply and either 400 or 415 volts in the case of 3-phase
supply. The unit, however, shall be capable of working at any voltage
within f 10 percent of the rated voltage.
4.2 Capacity Rating Test Conditions - Self-contained water coolers of
all types shall be rated under the following conditions:
a) Ambient temperature 35-O%,
b) Inlet water temperature 3O*O”C, and
c) Maximum outlet water temperature 13*5OC.
4.2.1 Maximum Operating Test Conditions - Self-contained water coolers
of all types shall perform satisfactorily and meet the requirements given
in 6.7.4 when tested under the following conditions:
a) Ambient temperature 43*O”C,
b) Inlet water temperature 35*0X,
c) Maximum outlet water temperature 18*5X, and
d) Water flow rate maintained at 90 percent of the capacity as
determined under the conditions specified in 4.2.
54.3 The recommended sizes, capacity ratings and static heads for all types
of water coolers shall be as given in Table 1.
4.3.1 It is recommended that for pressure type water coolers, the static
head shall not exceed 12 m.
TABLE I RECOMMENDED SIZES. CAPkXTIES AND STATIC HEADS
FOR WATER COOLERS
( CIauscs 4.3, 4.6.2 and 6.7.3)
SIZe C~OLINO CAPACITY STORAQE CAPACITY FOR MINIMUM STATIC
RATINQ STORAQET IE WATEK HEAD
COOLERS
(1) (2) (3) (4)
l/h 1 m
0 5 5, 10 and 15 3
1 10 IO,20 and 30 3
2 15 15,30 and 40 3
3 30 30,40 and .@I 3
4 40 40,60 and 80 4.5
5 60 60,.80 and 120 4.5
6 80 80, 120 and 225 4.5
7 120 120,225 and 300 4-5
8 150 150, 300 and 400 4-5
9 225 225,400 and 550 4.5
4.4 Drinking water requirements for various types of services shall be as
specified in Table 2.
4.5 Published Ratings -Published ratings shall include the rated
cooling capacity under the conditions specified in 4.2.
4.6 Tolerances
4.6.1 To comply with this standard, declared or reported water cooler
ratings shall be based on conditions specified in 4.2 and shall be such that
performance of any unit shall have a capacity not less than 90 percent of
the stated capacity.
4.6.2 The storage capacity of the storage type water coolers shall not
be less than 95 percent of the values specified in Table 1.
4.6.3 The power consumption for water cooler shall not exceed the
stated value by more than 5 percent.
6IS : 1475 - 1978
TABLE 2 DRINKING WATER REQUIREMENTS FOR
VARIOUS TYPES OF SERVICES
( Clause 4.4 )
TYPE OF SERVIOE DRINKINQ WATER REQUIREIIIENT
TE~ERATURE
(1) (2) (3)
“C
Xice 10-15-5 0*16G litre/person/hour
lght manufacturing 10-15.5 0.5 litre/person/hour
‘aavy manufacturing 13-18 1.0 litre/person/hour
‘Iot heavy manufacturing 15-18.5 I.0 Iitre/person/hour
Restaurant 10-15.5 O-5 lilre/pcrson
Cafeteria 10-15.5 0.33 litre/person
Cinema 10-15.5 6 litre/lOO seats
Theatre 10-15.5 6 litre/lOO seats
continuous capacity
(each fountain shall
have storage capa-
city to provide 28
litres in 10 min )
Schools 10-15.5 Same as for offices
Hospitals: per bed per attendant 10-15.5 0.33 litre
Hotels 10-15.5 0.33 litre/hour/room
Public fountains, parks, fairs, etc 1’0-15.5 120-160 litres/hour
Departmental stores hostel and 10-15-5 23-28 litres/hour fountain
offices, building lobbids
NOTE-The above requirements relate to coolers with faucet arrangements. In
the case of coolers with bubbler t pe outlet, the water requirements per person shall
be taken as 2f times the above va r ues.
5. COMPONENTS AND THEIR MATERIALS
5.1 Chassis shall be of rigid construction, made of steel members and
coated with anti-rust compound,
5.2 Cooling unit for storage type water cooler shall consist of storage tank
with its surfaces.acting as heat interchanger on the exterior. If the heat
interchanger consists of cooling coil it should be bonded to the tank on
the exterior and held in good thermal contact. The coil, if prone to rust,
shall be given a good coating of suitable rust preventing material.
5.3 Cooling unit for pressure type .water cooler shall comprise a suitable
heat interchanger designed to promote effective heat transfer. In case of
double coil interchanger, both coils shall be held in good thermal contact.
The portion of the interchanger in contact with the cooled water shall be
71s: 1475- 1978
of suitable corrosion-resistant alloy or coated with a corrosion-resistant
alloy so as to keep the water s‘afe for human consumption.
5.4 The condensing unit shall be selected to balance the rated output plus
all the losses. If not internally spring mounted, the compressor shall be
securely supported on antivibration mountings to prevent transmission of
mechanical vibrations. Low pressure and high pressure cut-outs shall be
piovided to protect the compressor against unusually low suction and high
pressure for water coolers usin expansion valve only This -provision,
however, will not be applica B le to systems using capillaries. The
compressor motor shall be equipped with an overload protection.
5.5 The refrigerant used shall be odourless, non-irritating, non-toxic,
non-inflammable, non-explosive and non-corrosive.
5.6 The refrigerant flow to the low side shall be controlled by expansion
valve or capillary preceded by suitable liquid refrigerant strainer.
5.7 Thermostat capable of adjustment shall control the automatic opera-
tion of the condensing unit to maintain the. required temperature of the
cooled water.
5.8 In storage type unit, the storage tank shall be of corrosion resistant, non-
toxic, non-absorbent and durable materials. The tank shall be provided,
where necessary, with overflow and make-up connection with ball float and
drain, 1 The construction of the tank shall be such that the possibility of
any dirt accumulating in the tank due to rough surface and improper
welded joints is entirely eliminated so as to keep the water safe for human
consumption.
5.9 A cleanable or throwaway type strainer (filter) to remove suspended
matters from water may also be fitted externally to the water cooler at
the inlet to the cooling unit when desired by the purchaser. The filter
elements shall not be of asbestos based materials.
5.10 The drain tray shall be made of sufficiently strong corrosion-resistant
material which shall not warp or get deteriorated in constant use with
cooled water under varying weather conditions. This shall be of ample
size to prevent any splash outside its periphery. The drain shall be
provided with a suitable strainer so as to prevent this from being clogged.
5.11 The,outlet device and its valve for fitting the container or for direct
feed shall be drip-proof and made of a material which is corrosion
resistant or where the material is not corrosion resistant it shall be coated
against corrosion so as to keep the water safe for human consumption.
5.12 The thermal insulation for the coolihg unit, connections therefrom
to the outlets, and for suction pipe of the condensing unit shall be of
vapour-proof materials or covered with external vapow-proof barrier,IS:1415 -1978
The insulation shall have no interior air gap and shall be of sufficient
thickness to prevent condensation on the exterior cold surfaces.
5.13 The inflow, drain and overflow connections shall be accessible so as
to facilitate easy connection at the time of the installation.
5.14 The panel of the unit shall be of suitable materials (steel sheets,
galvanized iron, aluminium or plastics or decorative laminates ) having
proper thickness and suitably protected against thi corrosion and coated
to give decorative finish and long life under conditions of-use. It should
be easily removable.
5.15 The inspection lid for storage type water cooler shall be of rigid
construction and hinged. It shall be’ provided with a gasket to keep the
storage tank dust-proof. The internal part of the inspection lid shall be
of corrosion resistant material so as not to contaminate the water and
make it unsafe for human consumption.
5.16 Three-core cable conforming to IS : 434 ( Part I )-1964* or IS : 694
( Part I )-1964f of at least l-5 metres length shall be provided with each
unit. A three-pin plug and starter, if required, shall be provided at the
time of installation.
5.17 Where the static head is in excess of 12 m, a suitable pressure
reducing device shall be provided at the time of installation.
6. TESTS
6.1 Type Tests - The following shall constitute the type test:
4 Insulation resistance test,
b) High voltage test,
C) Cooling capacity rating test, and
4 Maximum operating condition test.
6.1.1 Once a water cooler has undergone type test any major altera-
tions effecting the performance which the manufacturer intends to made
in the water cooler shall be reported to the testing authority recommended
by ISI and further type test shall be carried out in the modified water
cooler in accordance with the procedure laid down in this standard
(see 6.7).
*Specification for rub&r-insulated cables : Part I With copper conductor ( revised).
$Spccification for PVC insulated cables (for voltages up to 1 100 V) : Part I With
copper conductors ( revised ).
9IS : 1475 - 1978
6.2 Production Routine Tests - Every water cooler, after completion,
shall be subjected to the following routine tests at the manufacturer’s
works:
a) Electric insulation test,
b) Performance test, and
c) High voltage test.
6.2.1 The manufacturer shall furnish with each water cooler a certificate
that the production routine tests specified in 6.2 have been conducted in
accordance. with the prescribed procedure ( see 6.8 ) and that the unit
conforms to the requirements of this standard.
6.3 Acceptance Tests - If the purchaser desires any of the production
routine tests-to be repeated at the time of purchase then, where agreed to
between the purchaser and the manufacturer, the tests may be carried out
at the manufacturer’s works; alternatively, the tests may be repeated at
the place specified by the purchaser provided all the arrangements for
tests are made by the purchaser at the specified place.
6.4 Sample for Tests
6.4.1 Tyfie Tests - Two water coolers of each type and size shall be sent
along with manufacturer’s detailed specifications to the appropriate testing
authority for purposes of type tests.
6.4.2 Acceptance Tests - The number of samples shall be as agreed to
between the purchaser and the manufacturer.
6.5 Preparation and Test Conditions
6.5.1 Each specimen tested shall be selected from stock or routine
factory production, and shall be representative of construction and
adjustments.
6.5.2 The drinking water cooler with all panels in place shall be tested
in a room in which the temperature can be controlled. Panels should
remain in place throughout the entire test.
6.5.3 Pressure water coolers shall have an arrangement to maintain a
constant head at the .inlet of the water coolers. This shall be connected
to a pressure water supply which is provided with means of controlling the
water temperature.
6.5.4 Water coolers shall ‘have. a hand regulated shut-off valve, if
necessary, attached at the cooled water outlet in place of the bubbler or
faucet for regulating the flow of water and measuring its temperature.
10IS : 1475 - 1978
6.5.5 Bottle water coolers shall be tested with the largest bottle for
which the-cooler is designed.
6.5.6 The storage type water cooler shall be tested with the storage
tanks filled up to the indicated normal float level.
6.5.7 Water coolers shall be operated until stable operating conditions
are reached before starting the test. The stable operating conditions are
deemed to have reached when during a time of 2 hours the mean
temperatures measured at the same position of the control cycle do not
vary by more than 0.5% from the final regulated figure.
6.5.8 The water cooler being tested shall be located in a room so that
its temperature is not affected by, direct radiation to or from external
cooling or heating equipment. The air circulation in the room shall be
such that the specified uniformity of ambient temperature is obtained
without direct draft upon ‘the water cooler under test.
6.5.9 The fan motor and compressor shall be so connected as to
facilitate measurement of the power input. When tested under actual
working conditions the fan motors should conform to the requirements
specified in IS : 996-1964*.
6.6 Instruments
6.6.1 Temperature measurement shall be made with one or more of the
following instruments:
a) Mercury-in-glass thermometers,
b) Thermocouples,
c) Electric resistance thermometers, or
d) Electic resistance measuring instruments having accuracy O-2
percent of the scale.
6.6.1.1 Accuracy of measurement shall be within f 0.25%.
6.6.2 Electrical measurements shall be made with indicating
instrument.
6.6.2.t The accuracy of indicating instruments shall be within 0.5
percent of the full scale reading.
6.6.3 ,Volume measurement shall be made with one or more of the
following instruments:
a) Liquid quantity measuring device, measuring either volume or
weight, or
b) Liquid Sow meter.
*Specification for single-phase small ac and riniversal electric motors ( rk.wd).
11IS : 147!i- i978
6.6.3.1 Accuracy of measurements shall be within f 1 percent.
6.6.4 The smallest division on the scale of any instrument shall not
exceed twice the specified accuracy for it.
6.7 Procedure for Type Tests
6.7.1 Insutation Resistance - The insulation resistance between all electric
circuits included in the cooler, and earthed metal parts, when measured
at normal room temperatures at the manufacturer’s works with a voltage
of 500 V Jc, shall be not less than 1 ML2 after the unit has run for 6 hours.
This test should be repeated after high voltage test.
6.7.2 High Voltage lest - The electrical insulation of al) electric circuits
included in the water cooler shall be such as to withstand a high voltage
test of 1 000 V rms applied for 2 seconds between all electric cu-cuits and
ail accessible metal parts ( electrically connected together for this test j at
normal room temperature. For water coolers to be connected to ciicuits
of 50 V and below, the high voltage test shall be 500 V rms. The test
voltage shall be alternating, of approximately sine-wave form, and of any
convenient frequency between 25 and 10UHz.
6.7.3 Cooling Capacity Rating Test - The object of the test is to determine:
the cooling capacity of a specimen cooler by drawing at a uniform rate
the maximum amount of water possible under rating conditions specified
in 4.2. The .procedure given in 6.7.3.1 to 6.7.3.9 shall be adopted to
measure the following:
4 Temperiture of ingoing water;
b) Temperature of outgoing water;
4 Volume of water in litres cooled per hour;
4 Volume of water in litres, by passed per hour through pre-cooler,
if provided;
e>
Ambient temperature;
f
) Voltage at mot6r service connections when the cooler is working;
g) Power consumption of the unit; and
h) Current taken by the unit.
6.7.3.1 Start the condensing unit and regulate the voltage at the
service connection to within f 5 percent of the motor rated voltage.
6.7.3.2 Pressure bubbler water coolers equipped with a pre-cooler
and when being tested for capacity with the pre-cooler, shall have the
outlet hand-regulated shut-off valve arranged to bypass 60 percent of the
total stre&n to the drain and 40 percent to an outside drain. The flow from
12IS t 1475- 1978
both streams shall be noted and their sum reported as litres of water per
hour.
6.7.3.3 Adjust the temperature of the inlet water for all types of
water coolers, or the average temperature of the water in bottles for bottle
water coolers to within 0.5”C of the rating conditions specified in 4.2. The
temperature of the outlet water shall be adjusted to within f 0*5”C of the
temperature specified in 4.2.
6.7.3.4 Adjust or bridge the temperature control device SO that
continuous operation during the test is assumed.
6.7.3.5 Operate the water cooler until steady temperatures and
mechanical equilibrium are established.
6.7.3.6 At an interval of 15 minutes record readings of the measure-
ments stated in 6.7.3. In the case of bottle water coolers, measurements
of ingoing water temperature may be taken only at the beginning of the
test and when a bottle is replaced.
6.7.3.7 Continue the test until eight successive readings are within the
allowable limits specified in 6.7.3.3.
6.7.3.8 Ambient temperatures shall be maintained within 0.5% of
the specified value and shall be measured at points located 25 cm from the
sides other than the sides in which the condenser outlet is located, on the
perpendicular passing through the geometrical centres of the surfaces of
I these sides.
6.7.3.9, Evaluation and report of cooling capacity rating test results:
a) The cooling capacity rating of the cooler tested shall be the’
average of the eight successive readings recorded in 6.7.3.7.
b) The test report shall contain the measurements of parameters
given in 6.7.3 (a) to (h) after specified rating conditions have
become established.
6.7.4 Maximum Operating Condition Test -Water coolers shall be tested
at the conditions specified in 4.2.1. The water cooler shall operate
continuously for a period of 2 hours after the test conditions are established
without tripping of motor overload protective device.
6.7.5 The type test report shall also contain the following identification
data:
a) Name-plate data of water cooler;
b) Name-plate data of compressor;
13IS t 1475 - 1978
c) Kind of cooler, that is whether pressure bubbler with prpcooler,
pressure bubbler with no pre-cooler, pressure faucet, bottle faucet,
etc; and
d) Motor name-plate data,
5.8 Procedure for Production Routine Tests
6.8.1 Insulation Resistance Test -Electrical insulation test shall be
carried out at 500 V dc, as given in 6.7.1.
$8.2 Performance Test - For .pressure type water. coolers, measurement
shall be made of the following under the prevailing ambient conditions
and the .performance figure from (a) tb (g) shall be compared with the
results of the unit which has already passed the type test:
a) Temperature of ingoing water,
b) Temperature of outgoing water,
c) Volume of water in litres cooled per hour,
d) Ambient temperature,
e) Voltage at motor service connection,
f) Power consumption, and
g) Current.
6.8.2.1 For storage type water coolers, pull down test may be
conducted instead of the one involving continuous flow of water through
the ul,,t. Measurement shall be made of the pull down time. When the
initial water temperature maintained at 32°C or below drops down by
15°C during the, test, measurements shall also be made of the following
which shall be compared with the results of the unit which has passed the
type test:
a>
Ambient temperature,
b) Initial water temperature,
4 Final water temperature,
4 Pull down time,
4 Voltage,
f> Current, and
g> Power consumption.
6.8.3 High Voltage Test- This shall be as given in 6.7.2.
7. MANUFACTURER’S CERTIFICATE
7.1 The manufacturer shall furnish with each water cooler a copy of the
type test certificate, if required by the customer, and shall also certify that
the water cooler has been manufactured according to the type tested by
14.
IS : 1475 - 1978
the testing authority and that it conforms to the requirements of this
standard.
7.1.1 The manufacturer’s certificate shall not be necessary unless
specifically demanded by the consumer if the water cooler bears the
IS1 Certification Mark (see 8.1.1 ).
8. MARKING AND INFORMATION
8.1 Each self-contained water cooler shall have the following information
marked in a permanent and legible manner in a location where it is easily
accessible and easily visible after installation:
a) Name-plate data of water cooler including make, model and
serial number of the unit and the name and quantity of refrige-
rant;
b) Supply characteristics;
c) Cooling capacity;
d) Wiring diagram; and
e) Full load current.
8.1.1 Each unit may also be marked with the ISI Certification Mark.
NOTE-The use of the IS1 Certification Mark is governed by the provisions of
the Indian Standards Institution (Certification Marks ) Act, and the Rules and
Regulations made thereunder. The IS1 Mark on products covered by an Indian
Standard conveys the assurance that they have been produced to comply with the
requirements of that standard under a well-defined system of inspection, testing and
quality control which is devised and supervised by IS1 and operated by the producer.
IS1 marked products are also continuously checked by IS1 for conformity to that
standard as a,further safeguard. Details of conditions, under which a licence for the
use of the IS1 Certification Mark may be granted to manufacturers or processors, may
be obtained from the Indian Standards Institution.
15i’
--.~ -... -._-_____ __ _._
IS : 1475 - 1978
( Continued&n ,$age 2 )
Air Conditioning and Refrigeration Appliances and Commercihl
Refrigerators Subcommittee, EDC 66 : 1
Convener Rcflesenting
SEX%1v. P. PUNJ Feddgelhtloyd Corporation Private Limited, New
Members
SERI B. R. PUNJ ( Altcrnatc to
Shri V. P. Punj j
SHRI K. D. BAVEJA National Physical Laboratory ( CSIR ), New Delhi
SHRI R. S. KHANDEKAR ( Alternate)
SH~I I. P. BHARC+AVA Air Conditioning Corporation Ltd, Calcutta
SHRI H. VIJZEAM ( Altcrnute )
SERI H. M. DESAI The Bombay Electric Supply & Transport Under-
taking, Bombay
SHRI R. V. S. RAO ( Alternate )
SEX1 I. P. SINoH Research Designs & Standards Organization
( Ministry of Railways ), Lucknow
SERI M. S. ARORA ( Alternate)
SHRI K. K. KESWANI Blue Star Limited, Bombay
SHRI B. K. MALHOTRA*( Alternate)
SHRI V. G. LELE Kirloskar Brothers Limited, Karad
SI&I S. M. GODBOLE (Alttraate)
PROB A. K. MEIITA Kelvinator of India Limited, Delhi
SI~I S. S. SETH1 ( Alternate)
SHRI K. K. NOIIRIA Shriram .Refrigeration Industries Ltd, New Delhi
SHRI V. K. HAJELA ( Alternate)
SHRI S. RAJAMA.NI Voltaa Limited, Bombay
SHRI C. F. GOLVALA ( Alternate )
SHRI S. A. SHAH American Refrigeration Company Ltd, New Delhi
SHRI SUREXDRANAT~ Central Public Works Department, New Delhi
BHRI V. SWAMINATHAN Electronics Ltd, Faridabad
SRRI H. K. AOARWAL ( Alternate )
SHRI E. V. VENUQOPAL The Hyderabad Allwyn Metal Works Ltd,
Hyderabad
SHRI S. MA~HAVA RAO ( Ahmate)
MAJ Y. B. VERYA Ministry of Defence ( R & D )
16BUREAU OF INDIAN STANDARDS
Headquarters:
Manak Bhavan, 9 Bahadur Shah Zafar Marg, NEW DELHI 110002
Telephones: 331 01 31, 331 13 75 Telegrams: Manaksanstha
( Common to all Offices)
Regional Offices: Telephone
Central Manak Bhavan, 9 Bahadur Shah Zafar Marg, 331 01 31
NEW DELHI 110002 331 1375
I
*Eastern : 1 /14 C. I. T. Scheme VII M, V. I. P. Road, 36 24 99
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 2916
tWestern : Manakalava, E9 MIDC, Mare!, Andheri ( East ), 632 92 95
BOMBAY 400093
Branch Offices:
IPushpak’. 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. 82/83. Lewis Road, BHUBANESliWAR 751002 5 36 27
531’5. Ward No. 29, R.G. Barua Road, 5th Byelane, 3 31 77
GUWAMATI 781003
5-8-56C L.‘N. Gupta Marg ( Nampally Station Road ), 23 1083
HYDERABAD 500001
6 34 71
R14 Yudhister Marg, C Scheme, JAIPUR 302005
( 6 98 32
21 68 76
117/418 B Sarvodaya Nagar. KANPUR 208005
{ 21 82 92
Patliputra Industrial Estate, PATNA 800013 6 23 05
T.C. No. 14/1421. Universitv P.O.. Palayam I6 21 04
TRIVANDRUM 695035 16 21 17
inspection Offices ( With Sale Point ):
Pushpanjali. First Floor, 205-A West High Court Road, 2 51 71
Shankar Nanar Sauare, NAGPUR 440010
Institution of Engineers ( India ) Building, 1332 Shivaji Nagar, 5 24 35
PUNE 411005
*Sales Office in Calcutta is at 5 Chowringhee Approach, P. 0. Prlncep 27 68 00
Street. Calcutta 700072
tSaies Office in Bombay is at Novelty Chambers, Grant Road, ,89 66 28
Bombav 400007
SSales Office in Bangalore is at Unity Building, Narasimharaja Square, 22 36 71
Bangalore 5600@2
Reprography Unit, BIS, New Delhi, IndiaAAlENDhlENT NO. 1 MAY 1979
TO
IS : 14751978 SPECIFICATION FOR
SELF-CONTAINED L)RINI~ING \VA’I’EI~ COOLERS
Second Revision )
f
Alterations
( Pa.fe 4. clawc 1.1, line 2 ) - Substitule ‘ rccommcndcd standard ’
fir ’ standard ‘.
( Page 6, clause 4.6.2, lint 2 ) - Delete the words ’ in Table 1 ‘.
( Page 8, clause 5.8, line 6 ) - Delete the word ’ cntircly ‘.
claus( Page 11, cfau.rc 6.5.7 ) - Substitute the following for the existing
‘6.5.7 Water coolers shall be operated until stable operating conditions
arc reached. The stable operating conditions are deemed to have reached
when during a time or 2 hours the outlet water tcmpcrature does not vary
by more than f 0.5% from the mean value.’
( Pogc 11, cfause 6.6.2.1, lines 1 and 2 ) - Substitute ’ 1.5 pcrccnt ’
fir t 0.5 percent ‘.
( Page 12. clause 6.7.1, line 4 ) - Substitute ’ at the end of maximum
operating condition test ‘/Or g after the unit has run for 6 hours ‘.
( Page 12, clawr 6.7.3, lines 2 and 3 ) - Delete the words ‘by drawing
at a uniform rate the maximum amount of water possible’.
( Page 13, clause 6.7.3.3 ) - Substitute the following for the existing
clause:
‘6.7.3.3 Adjust the temperature of the inlet water for all types of
water coolers, or the average temperature of the water in bottles for bottle
water coolers to within f 0*5”C of the rating conditions specified in 4.2.’
( Page 13, clatm 6.7.3.7 ) - Substitute the following for the existing
clause:
‘6.7.3.7 Continue the test until eight successive readings ofoutlct
water tcmpcrature are steady, with individual readings varying within
f 0.5”C and average of such readings conforming to 4.2.’
( Page 13, claw 6.7.3.8, line 1 ) - Substitute ‘ f 1°C ‘$~r ( 0.5”C ‘.
1( Page 14, clause6 .8.2.1: f&f rtntrncc ) - Substitute the- following for
the existing sentence:
‘When the initial water temperature maintained at 30 f: 2°C drops down
by at lcast 15°C during the test, measurements shall also be made of the
following which shall be compared with the results of the unit which has
passed the type test.’
,
Addendum
clausc( Pale 14, clause 6.8.1) -Add the following at the end of the
* after the end of performance test ‘.
(EDC66)
Reprography Unit, BIS, New Delhi, IndiaAMENDMENT NO. 2 OCTOBER 1984
TO
15:1475-1978 SPECIFICATION FOR SELF-CONTAINED
DRINKING WATER COOLERS
(Sword Revision)
(Pqe 3, clawe 0.2) - Add the following new c lauae
after clame 0.2:
'0.2.1 Water coolers vith a mltage and a frequerrzy
other than specified in this standard may t%lso be
manufactured for the purpo8ea of export.'
(Page 4, clause8 2.5 fa 2.7) - Substitute the
fbl_l.ouing for the existing clauses:
‘2.5 Pressure Qpe- _-W -a -t -e -r - Cooler - A type of water
eoolerGt&F;ftores ad cools the water in the same
container or oeparete container . Such voter cooler8
mny or rmy mt be fitted with plunbing connections
for vater inlet, drain, overflov,etc.
2.6 Static Head - It is the minimum head in metres of
-i--
vatG;olunn required to promote the flov at the rated
capacity defined in 2.1 through cooliw unit and its
controlling valve. This is essentially applicable
to pressure type water cooler.
2.7 storage C_aEnc,ip_oz Tapk in the Storage TJ~_
-__---_
Drinkis Unit_- It shnll be the amount of water in
iiG& tGy can be dravn from drinking water fnucet
after the storage tank hnA been first filled to the
level which is normally maintained, either by a water
level actuated autcxnatic shut off valve or manmlly
in case of non-plunbing type models.'
1(Fage 4, ctause 3.1) - Substitute the folloving
for the existing clause:
'3.1 Self-contained vater coolers shall be
ClaBBified
86:
a) pressure type vater COOl@rS, and
b) storage type vater COOlerS.'
(Page 5, clause 3.2.3) - Substitute the folloving
for the existing clause:
‘3.1.3 Water coolers vith remote type dispensiw
means have the primary furxztiono f cooling potable
vater for delivery to remotely installed dispensers.
Su=h remotely installed dispensing meana are mt
considered part of the vater cooler. Water coolers
vith remote type dispensing means can be either of
pressure type or ntorage type.'
(Page 6, clarcae4 .3, line 2) - Substitute
'different' for 'all'.
(Page 6, clmcse 4.3.1) - Substitute the folloviw
for the existing clause:
'4.3.1 It is recommended that the static vater head
in the inlet pipe, vherever provided, shall mt exceed
12 m in any type of water cooler.'
(Page 6, Table 1, Tide) - S~stitutc the follovlng
for the existing Title:
'TABLE 1 MINIMUM STATIC READ F3R PRESSURE
TYPE WATER COOLERS'
2
#(Page 8, clause 5.lU) - Substitute the following
for the existing clause:
'5.10 The drain tray shall be made of sufficiently
stiorg corrosiowrenistant'material which shnll mot
varp or get detaiornted In constant use with coolerl
vater tier varying weather corditions. This shall be
of ample size to prevent any splash outside its peri-
phery* The drain wherever provided, shall have a
suitable strainer so as to prevent this from being
clcgged.'
(Dzga 9, otauoe 5.13) - Substitute the following
for the existing clause:
'5.13 The inflow drain sol overflowconnections wherever
provided, shall be accessible so as to facilitate easy
connection at the time of the installation.'
(Page 9, etause 5.15, first senteme) - Add at the
end of .the sentence the vords 'if necessary'.
(Page 9, clause 5.16 lines 1 and 2) - Substitute
'IS:6 g4-1977' for ‘Is: 6g4bart lhg64'.
(r(19e% foot-mte with 't' mrk) - Substitute
the following for the existing foot-rote:
'+Specification for PVC insulated cables for
vorkirg wltages up to and i~luding1100 volts
(8~33orrrIe uiotin).'
(&Be II, clause 6.5.6) - Substitute the
folloving for the existing clause:
'6.5.6 The storage type water cooler shall be tested
with the storage tanks filled up to the mrmal level
required.for the rated storage,capacity.
3u8e 6.7.3.3 (eee ale0 Ameminent
- Substitute the follovlg for the existing
'6.7.3.3 AdJust the temperature of the
Inlet vater for all types of water coolers,
or the average temperature of the vater in
bottles for bottle water coolers to vithln
+0.5'C of the rating conditions specified
Tn 4.2. For non-plum.bing type storage vater
coolers a temporary inlet vater connection
vith a flov regulator/valve shall be provided
to facilitate maintenance of constant water
level In the tank to rated storage capacity,
as specified by the manufacturer.'
(Page 13; claucre 6.7.3.5) - Substitute the
fdllovim for the existing clause:
‘6.7.3.5 Operate the water cooler until steady
temperatures ati mechanical equilibrlun are established.
For storage type water cooler, the vater cooler shall
be run for a time depending upon storage ati cooling
capacity so a8 to ensure that a stable outlet vater
tanperaturse is esteblished.'
@DC 66)
4
Reprography Unit,EGI, Nev Delhi, IxliaAMENDMENTN O. '3 JULY 1985
TO
IS:1475-1978S PECIFICATIOFNO R SELF-CONTAINED
DRINKING WTER COOLERS
(SecondR ~,ision)
kzge 14, clause 6.8.2.1 ) - abstitute the
following for the existing clause:
'6.8.2.1F or storage type water coolers, ptll down
test may be conducted instead of the one involving
continuous flow of water through the unit. Measurement
shall be made of the pull down time. &en the initial
water temperature, not exceeding 32'C, drops down by
at least 15'C during the test, measurwent shall also
be aade of the following, which shall be ccanpred
with the results of a type tested and approved unit,
under the same temperature conditions:
a) Ambient temperature,
b) Initial water temperature,
cl Final water temperature,
4) Pull down time,
e) Voltage,
f) Current, and
I31 Power consumption.
The initial and final temperature of the water shall'
be measured in the top layer of the water surface in the
tank after thoroughly mixing the water. The results of
the unit under test in respect of pull down time, current
and power consumption shall be within the tolerance
limits, specified in clause 4.6.1a nd 4.6.3r espectively,
of the results of the type tested and approved unit.'
Reprography Unit, BIS. New Delhi, IndiaF .- .- .. .
&
AHENDMENT NO. 4 JANUARY 1988
TO
X8:1475-1978 SPECIFICATION FOR SELF-CONTAINED
DRINKINd WATFJI COOLFRS
(Second Revision)
(Page 8, clause 5.8, last sentence) -
Substitute the following for the existing sentence:
'The construction of the tank shall be such that
the possibility of any dirt accumulating in the
tank due to rough surface and improper welded
joints is eliminated. There shall be no direct
contact of any lead based solder with the water so
as to keep the water safe for human consumption.'
(EDC 66)
Reprography Unit, RIS, New Delhi, India,AMENDMENT NO 5 JULY 1989
I‘0
( Second lkvisiori )
( Paoge 6, cln~rre 4.6.3 ) - SulWilute lllc following for lhc existing
clause:
‘4.6.3 ‘I’llc rate of cncrqy consunlption for drinking water coolers
tested under trst conditions i:lirl tlow11 in 4.2 sll:lil not h: rnorc thu the
values given below for lllc Ibllowing cnpncity rating:
Sire Coo1in.q Cnpnrify Rn!in_~ Rnlc of A fn.~inutm Energy
l/h ConstrqYiotr3 in walls
0 5 200
1 IO 350
2 15 375
3 30 500
4 40 650
5 GO WA)
110 1 100
; 120 1 450
8 I50 1 iOfl
9 225 2 500 ’
( POge 15, clam lJ.1 ) - Insrrl tlic rollowin~ ;llirr (I*):
If f) I’hc rnlc of mnxinillrn ctic*rgy conslini~~lion undrr lest contli-
lions lnid down in 4.2 in watts ( see 4.6.3 ),
NOTR - Sinrc tnnxirnllrn rnrr~y conwrnption Inr drinking watrr
cooler for 2.f II clrprntls capon vnriour rowlitiona, thrrf~rOre, rate of
maximum energy conwrnplion in ‘ watts ’ has hen specilicd.”
( EDC66 I
Reprography Unit, BIS, New Delhi, IndiaAhlENlIhlENT NO. 6 JUNE 1991
TO
1
IS 1475 : 1978 Sl’ECII;1CATlON FOR
SELF-CONTAlNED DRINKING WATIS COOLERS
c
[ Page 6, clause 4.6.3 (see nlso Amendment No. 5 ) 1 - Substitute
i the following for the existing clause:
‘4.6.3 The rate of energy consumption for drinking water coolers
tested under test conditions laid down in 4.2 shall not be more than the
values given below for the following capacity rating:
Size Cooling Capacity Rarirlg Rate of Maxinnun Energy
I/h Corrswnption in Watts
0 5 I50
I IO 300
2 15 325
3 30 450
4 40 600
5 60 800
6 80 I 051)
7’ 120 I 400
8 I 50 I 650
9 225 2 450’
(HMD 03)
Reprography Unit, MS, New Delhi, IndiaAMENDMENT NO. 7 JANUARY 1997
TO
IS 1475 : 1978 SPECIFICATION FOR SELF-
CONTAINED DRINKING WATER COOLERS
(SecondR evision )
[ (Page 14, dame 6.8.2.1, third sentence ( see also Amendment No. 3 ) ] -
Substitute the following for the existing sentence:
‘When the initial water temperature, not exceeding 32’C, drops down by at least
15’C during the test, measurement shall be compared with the results of a type
tested and approved unit, under the prevailing ambient conditions.’
(HMD03)
ReprographyU nit, BE, New Delhi, India
|
1200_4.pdf
|
lS*l2OO(PartlV)-197&
( Reaffii 1992 )
Indian Standard
METHOD OF MEASUREMENT OF BUILDING
AND CIVIL ENGINEERING WORKS
PART IV STONE MASONRY
Third Revision
( 1
Third Reprint MAY 1993
UDC 69.003.12:'693.1
@ Co/@& 1976
BUREAU OF INDIAN STANDARDS
MANAKBHAVAN,9 BAHADUR SHAH ZAFAR MARG
NEwDf!LM11alo2
G-3 Novembsr 1976ISr1200(P artIV)- 1976
Indian Standard
METHOD OF MEASUREMENT OF BUILDING
AND CIVIL ENGINEERING WORKS
PART IV STONE MASONRY
Third Revision
( )
Civil Works Measurement Sectional Committee, BDC 44
Chairman Representing
SHRI S. R. NAIR Engineer-in-Chief’s Branch, Army Headquarters
Members
SHRI R. S. MURTHY ( Alfemate to
Shri S. R. Nair )
SHRI N. P. ACRARYY~ The Commissioner for the Port of Calcutta, Calcutta
SHRI K. D. ARGOT Engineers India Limited, New Delhi
SHRI T. V. SITARA~I ( Alternate )
SHRI B.’ G. BALJEKAR Hindustan Steel Works Construction Ltd, Calcutta
SHRI .I. Du~ar RAJ ( Alternate 1
SHRI P. L: BHASIN . ‘Institution of Surveyors, New Delhi
CIIIEF ENGINEER ( R&B ) Public Works Department, Government of Andhra
Pradesh, Hyderabad
SUPERINTENDING ENGINEER
( P&D ) ( Alternate )
SHRI R. K. CHOUDHRY Bhakra Management Board, Nangal Township
SHRI I. P. PURI ( Alfemate )
SHRI W. J. DaCADIa Bombay Port Trust, Bombay
SHRI v. B. DESAI Hindustan Construction Co Ltd, Bombay
DIHECTOR, IRI Irrigation Department, Government of Uttar Pradesh,
-Roorkee
DIRECTOR ( RITES & COSTS ) Central Water Commission, New Delhi
DEPUTY DIRECTOR ( RATES
& COSTS ) ( Alternate )
EXECUTIVE ENGINEER ( PLlNNING Ministry of Railways
& DESIGNS), NORTHERN
RAILWAY
SHRI P. N. G.4~1 Institution of Engineers ( India ), Calcutta
SHRI G. V. HINGORaNI Gammon India Ltd, Bombay
SHRI G. K_ G. IYEXGAR Heavy Engineering Corporation Ltd, Ranchi
SHRI M. L. JAIN The National Industrial Development Corporation
Ltd, New Delhi
SITRI S. L. KATRURIA Ministry of Shipping & Transport ( Roads Wing )
SHRI V. SIVAGURU ( Alternate, 1
( Continuedon page 2
@ Copyright 1976
BUREAU OF INDIAN STANDARDS
This publication is protected under the Indian Copyright Act ( XIV of 1957 ) and
reproduction in whole or in part by any means except with written permission of
the publisher shall’ be deemed to be an infringement of copyright under the said Act.xst1200(P art IV)- 1976
( Confinuedpafgreo 1m )
Members Representing
SHRI H. K. Knos~_a Irrigation Department, Government of Haryana,
Chandigarh
SHRI S. K. KOQEKAR National Buildings Organization, New Delhi
ASSISTANT DIRECTOR ( SR ) ( Alternate )
SHRI V. D. LONDHE Concrete Association of India, Bombay
SKRI N. C. DUGGAL ( Alternate )
SRRI K. K. MADHOK Builders* Association of India, Bombay
SHRI DATTA S. MALIK Indian Institute of Architects, Bombay
PROF M. K. GODBOLE ( Alfernate )
SHRI C. B. PATEL M. N. Dastur & Co Private Ltd, Calcutta
&RI B. C. PATEL ( Alternate )
SRRI K. G. SALVI Hindustan Housing Factory Ltd, New Delhi
SHRI S. K. CHATTERJI c Alfemate )
.SURI P. V. SATHE Public Works Denartment. Government. of
Maharashtra, Bombay ’
DR R. B. SINCH Banaras Hindu University, Varanasi
SHRI S. SRINIVASAN Hindustan Steel Ltd, Ranchi
SUPERINTENDING SURVEYOIX OF Central Public Works Department, New Delhi
WORKS ( AVIATION )
SURVEYOR OF WORKS ( I )
ATTACHED TO SSW
( AVIATION ) ( Alternate)
SLTEFUNTENDINCJ SURVEYOR OF Central Public Works Department, New Delhi
WORKS ( I )
SURVEYOR OF WORKS ( I )
ATTACHED TO SSW ( I ) ( Alternate )
SHRI D. AJITHA SIMHA, Director General, IS1 ( J&-o@& Member )
Director ( Civ Engg )
Secretary
SHRI K. M. MATHUR
Deputy Director ( Civ Engg ), ISI
2IS: lZOO(PartIV)-1976
Indian Standard
METHOD OF MEASURE.MENT OF BUILDING
AND CIVIL ENGINEERING WORKS
PART IV STONE MASONRY
( Third Revisfon )
0. FOREWORD
0.1T his Indian Standard ( Part IV ) ( Third Revision ) was adopted by
the Indian Standards Institution on 26 August 1976, 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 planning and
execution of any civil engineering work from the time of first estimates
to final completion and settlement of payments for the project. Methods
followed for measurement are not uniform and considerable differences
exist between practices followed by one construction agency and another
and also between various Central and State Government departments.
While it is recognized that each system of measuiement has to be
specifically related to the administrative and financial organizations.
within the department responsible for work, a unification of, the various
systems at technical level has been accepted as very desirable, specially
as it permits a wider circle of operation for civil en.gineering contractors
and eliminates ambiguities and misunderstandings arising out of
inadequate understanding of various systems followed.
0.3 Among the various civil engineering items, measurement of building
was first to be taken up for standardization and this standard having
provisions relating to all building works, was first published in 1958 a nd
was revised in 1964 and 1970.
0.4 In the course of usage df this standard by various construction.
agencies in the country, several clarifications and suggestions for
‘modifications were received and as a result of study, * the Sectional
Committee decided that its scope, besides being applicable to buildings
should be expanded so as to cover civil engineering works like industrial
and river valley project. works.
3IS : 1200 ( Part IV )-1976
0.5 Since various trades are not related to one another, the Sectional
Committee decided that method of measurement for each trade as given
in IS : 1200-1964* be issued separately as a different part, which will be
helpful to specific users in various trades. This part covering method of
measurement of stone masonry applicable to buildings as well as civil
-engineering works was, therefore, issued as a second revision in 1970.
0.6 In the course of use of this standard in the past five years, based on
suggestions received, certain amendments were issued to this standard by
the Sectional Committee and the third revision has been prepared so as to
incorporate such amendments.
,0.7 For the purpose of deciding whether a particular requirement of this
standard is complied with, the final value, observed or calculated,
expressing the results of a measurement, shall be rounded off in accord-
ance with IS : 2-1960t. The number of significant places ‘retained in
rounded off value should be the same as that of the specified value in
this standard.
1. SCOPE
1.1 This standard ( Part IV) covers method of measurement of stone
masonry in buildings and civil engineering works.
‘2. GENERAL
2.1 Clubbing of Items - Items may be clubbed together provided
that break-up of clubbed items is on the basis of detailed descriptions
of items as stated in this standard.
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 Measurements - All work shall be measured net in the decimal
system, as fixed in its place, unless otherwise stated herein, as given
below:
a) Dimensions shall be measured to the nearest 0.01 m.
b) Areas shall be worked out to the nearest 0.01 m2, and
c) Cubic contents shall be worked out to the nearest 0.01 ms.
2.4 Description of Item - Description of each item shall, unless
otherwise stated, be held to include, conveyance, delivery, handling,
unloading, storing, waste, returning of packings, scaffolding, tools and
tackle, as necessary.
*Method of measurement of building works ( revised ).
tRules for rounding off numerical values ( ~euised) .IS : 1200 (Part IV ) - 1976
2.5 Waste - All measurements of cutting shall, unless otherwise stated,
be deemed to include consequent waste.
2.6 Deduction - Where minimum area is defined for deduction of an
opening, void, or both, such area shall refer only to opening or void within
the space measured.
2.7 Work to be Measured Separately - Work executed in the following
conditions shall be measured separately:
a) Work in or under water,
b) Work in liquid mud,
c) Work in or under foul positions,
d) Work interrupted by tides, and
e) Work in snow.
2.7.1 Levels of high and low water tides, where these occur, shall be
stated.
2.7.2 Where springs requiring pumping are encountered, dewatering
shall be measured against a separate specific provision made for the
purpose [see 2.7 of IS : 1200 ( Part I )-1974” 1.
2.8 Bills of Quantities - Items of work shall fully describe materials.
and workmanship, and accurately represent the work to be executed.
2.9 Measurement in Stages - Work shall be measured in the following
categories in convenient stages stating height or depth:
a) Below ground/datum line, and
b) Above ground/datum line.
NOTE - Ground/datum line shall be specified in each case.
3. WALLING
3.1 Type of stone, kind of walling and mix of mortar shall be described:
Item of general walling shall be deemed to include the following:
a) Bond stones;
b) Raking out joints for plastering or for pointing, done as a
separate process or finishing joints flush as work proceeds;
c) Preparing top of existing wall and the like for raising;
d) Rough cutting and waste for forming gables, cores of arches,
splays at eaves and the like and all rolrgh cutting in the body of
walling;
*Method of measurement of building and civil engineering works: Part I Earthwork
( tlzirdr evision).
53S : 1200 (Part IV) - 1976
e) Leaving holes for pipes and similar items;
f) Building-in holdfasts, air bricks, fixing bricks, etc;
g) Bedding wall plates, lintels, sills, roof tiles, corrugated sheets,
etc, in or on walls, if not covered in respective trade;
h) Building-in ends of joists, beams, lintels, etc, and making good;
and
j) Forming openings and flues for which no deduction is made
( see 4.3 ).
3.1.1 Random or uncoursed rubble walling brought up to courses shall
he measured separately stating minimum and maximum heights of
courses.
3.1.2 In case of coursed work, height of course shall be stated, if
regularly diminished, it shall be so described stating maximum and
minimum heights of .courses.
3.1.3 Stone walling circular on plan to a mean radius net exceeding
6 m shall be measured separately and shall include all cutting and waste
and templates.
3.1.4 Stone walling circular on plan to a mean radius exceeding 6 m
shall be measured net and included with general walling.
3.1.5 The following classes of work shall be included with general
walling:
a) Footings;
b) Battered stone masonry ( measured net ). Battered surfaces shall,
however, be measured separately in square metres as an extra-
over;
c) Eaves ‘or beam filling, no deduction being made for joists,
rafters, etc;
d) Stone walling in chimney breasts, chimney stacks; smoke or
air flues; and
e) Pilasters.
4. MEASUREMENT
4.1 Except where otherwise stated, stone masonry generally shall be
measured in cubic metres and face work in square metres.
6IS : 1200 ( Part IV ) - 1976
4.2 No deduction or addition shall be made for the following:
a) Ends of dissimilar materials (that is, joists, beams, lintels, posts,
girders, rafters, purlins, trusses, corbels, steps, etc ) up to O-1 ma
in section;
b) Openings up to 0’1 m2 in area ( see Note );
c) Wall plates, bed plates, and bearing of slabs, CHAJJAS and the
like, where thickness does not exceed 10 cm and bearing does
not extend over the full thickness of wall;
d) Cement concrete blocks for holdfasts, holding-down bolts and the
like; and
e) Iron fixtures such as wall ties, pipes up to 300 mm diameter and
holdfasts of doors and windows.
NATE - In calculating area of an opening, any separate lintel or sill shall be in-
cluded with the size of the opening but end portions of lintel shall be excluded
[ SPI 4.2 (a) ] and extra width of rebated reveals, if any, shall also be excluded.
4.3 Fireplaces, Chimneys, etc - Stone walling in chimney breasts,
chimney stacks, with smoke or air flue(s) not exceeding 0’20 m* each in
sectional area shall be measured as solid, and no extra measurement
shall be taken for pargetting and coring such flue(s). Where flue(s)
exceed 0.20 rnZ in sectional area, deduction shall be made for the same
and pargetting and coring flue(s) shall be measured in running metres
stating size(s) of flue(s). Aperture for fireplace. shall not be deducted
and no extra labour shall be measured for splaying of jambs and
throating.
4.4 Pillars/Columns - Pillars/columns shall be fully described and
measured in cubic metres. These shall be measured in the following
categories:
a) Rectangular or polygonal on plan;
b) Curved on plan to any radius; and
c) Any other type.
NOTE - Rectangular pill&r/column shall mean a detached masonry portion such
that its breadth does not exceed 3 times its thickness and thickness itself does not
exceed 60 cm.
5. STONE NOGGING
5.1 Stone nogging shall be measured in square metres, stating thickness
of wall and shall include face work to both sides. Dimensions shall be
measured overall.
7IS t 1200 (Part IV)-1976
5.1.1 Timber work shall be measured separately [ see IS : 1200
( Part XXI )-1973*].
6. STONE MASONRY IN ARCHES AND VAULTS
6.1 Stone workinrough arches and vaults shall be described and measured
separately and shall include centering fcr spans up to 2 m. For spans
exceeding 2 m, centering shall be measured separately [see IS : 1200
(Part V )-1972t 1.
6.1.1 Facings to arches shall be measured separately.
7. UNDERPINNING
7.1 Stone walling in underpinning shall be measured separately and an
item for extra labour and material in wedging up on top of underpinning
with thin slabs or slates shall be measured in square metres ( as length
multiplied by width of top course ).
8. LEVELLING UP
8.1 Levelling up of uncoursed random walling for damp-proof courses,
band courses, and the like shall be measured separately in square metres
and the material such as concrete or mortar to be used in levelling up
shall be described.
9. FACINGS
9.1 If facing stones are the same as those used in body of walling,
additional work involved in dressing stones shall be described as ‘extra-
over ’ walling.
9.1.1 If stones are to be dressed on beds and joints, it shall be so
stated.
9.1.2 If facing stones are different from those used in body of walling,
facings may be stated as ‘stone and labour in facing’. Type of such
facing and average bed shall be described, and bonders, if any, shall also
be described and number per square metre stated. Bonding to stone
walling and to brick work shall be measured separately.
9.1.3 In case of circular facings, not exceeding 6 m radius on plan,
radius shall be stated. Circular facings exceeding 6 m radius on plan
shall be included with general facing.
*Method of measurement of building and civil engineering works: Part XXI Wood-
work and joinery.
tMethod of measurement of building and civil engineering works: Part V Formwork.
8IS : 1200( Part IV) - 1976
10. ARCHES IN FACINGS
10.1 Dressing to arches in faced work shall be measured in square metres,
measured on face and exposed soffit; rise of arch and width of soffit shall
be stated and joints described. In case of arches in random rubble,
cutting of skewbacks and over and under arches shall be included with
the item. Cutting over arches, skewbacks, etc, in superior type of
facework shall be measured separately in running metres.
II. ANGLES IN FACINGS
11.1 External angles in facings shall be measured in running metres and
if quoin stones are larger than general facing stones, their average size
shall be stated. If edge margins of quoin stones are drafted, this shall
be described stating width of drafting.
11.1.1S quints, birds-mouths, splayed or rounded angles and the like
shall each be measured separately in running metres stating width of
splay or girth of rounded angle.
11.1.2 Squints, birds-mouths and external and internal angles to
battered facings shall each be measured separately in running metres; if
quoin stones to battered facings have horizontal joints, these shall be so
described.
12. CHASES, REBATES, ETC
12.1 Cutting chases, rebates, throatings, grooves, etc, in walling shall be
measured in running metres stating girth and classified according to
girth as follows except in case of throating which shall be measured
separately:
a) Not exceeding 10 cm in girth, and
b) Exceeding 10 cm but not exceeding 20 cm in girth.
12.1.1 Chases, rebate, etc, exceeding 20 cm ingirth, shall be measured
in square metres ( girth multiplied by length ).
13. CUTTING HOLES
13.1 Cutting holes through walling and making good shall be measured
per centimetre of depth of cutting and shall be classified as follows:
a) Holes not exceeding 400 cm’ in area;.and
b) Holes exceeding 400 cm2 and not exceeding O-1 m2 in area.
14. CUTTING OPENINGS
14.1 Cutting openings exceeding 0.1 m2 in area shall be measured in
cubic meties.
9IS : 1266 ( Part IV ) - 1976
15. TOOTHING AND BONDING
15.1 Where new walls .are bonded to existing walls, an- item of labour
and material in cutting, toothing and bonding shall be measured in
square metres of surface in contact with new work only. Spacing and
size of toothings required to be cut in the existing work shall be
described.
16. DRESSED STONEWORK
16.1 Stonework as in sills, steps, string courses, cornices, columns, caps,
copings, lintels, etc, shall each be measured in cubic metres. Type of
dressing shall be described and measured in square metres as extra-over.
16.2 Dressed stonework as in CHAJJtlS, JALLIES, shelves and the like
shall be described as measured in square metres ( inclusive of bearing ).
16.3 Each stone shall be measured as smallest rectangular block from
which finished dressed stone can be worked.
17. ADDITIONAL LABOUR IN DRESSED STONEWORK
17.1 The following labours shall be measured separately in square metr es
when exceeding 10 cm in girth or width and in running metrej if not
exceeding 10 cm in girth or width, unless included in the main item:
a) Sunk work to faces, beds and joints as in arches, voussoirs and
key blocks, splays, batters, weatherings, etc; and
b) Moulded work as in cornices ( girth of moulding measured).
17.2 The following labours shall be measured separately in running
metres, when not exceeding 10 cm in width or girth, unless included in
the main item:
a) Chamfers, arrises, or splays not exceeding 1.5 cm in width;
b) Chamfers, arrises, or splays exceeding 1’5 cm but not exceeding
10 cm in width;
c) Rounded bullnoze-angles or mouldings or hollow angles;
d) Rebates, grooves ( square, hollow or dove-tailed ) in facework;
e) Rebates, grooves ( square, hollow or dove-tailed ) for joints,
tongues of sills, etc; and
f) Cutting chisel drafted margin.
17.3 Drilling or cutting holes shall be enumerated stating diameter of
hole and its depth.
17.4 Cutting rectangular or dove-tailed mortice in dressed stones shall be
enumerated stating size in cubic centimetres; and running with cement or
lead shall be described.
10IS t 1200 (Part IV) - 1976
18. STOPS, MITRES, ETC
18.1 Stops, mitres and returned ends shall be described and enumerated.
19. FIGURES, LETTERS, ETC
19.1 Curved figures, letters, etc, shall be described and enumerated
stating dimensions.
20. BOULDER WORK
20.1 Boulder work shall be measured in cubic. metres stating size of
boulders and classified as follows:
a) Boulder filling dry hand-packed,
b) Boulder walling dry, and
c) Boulder walling in mortar stating mix of mortar.
11BUREAU OF INDIAN STANDARDS
Heedquarters :
Manak Bhavan, 9 Bahadur Shah Zafar Marg. NEW DELHI 110002
Telephones : 331 01 31 Telegrams : ~8n8k8WIsth8
331 13 75 (Common to all Offii)
Regional Offices : Tel8phone
Central : Manak Bhavan, 9, Bahadur Shah Zafaf Marg. 331 01 31
NEW DELHI 110002 i
l Eastern : l/14 C.I.T. Scheme VII M, 3:; ;e3 ::
V.I.P. Road, Maniktola. CALCUTTA 700054
Northern : SC0 445-446, Sector 35-C, CHANDIGARH 160036 21843
Southern : C.I.T. Campus, IV Cross Road, MADRAS 600113 41 2916
t W&tern : Manakalaya, E9 MIDC. Marol. Andheri (East), 6 32 92 95
BOMBAY 400093
6rnch Offices :
‘Pushpak’, Nurmohamed Shaikh Marg. Khanpur, AHMADABAD 38fJODl 26348
r Peenya Industrial Area, 1 st Stage, Bangalore-Tumkur Road, 394966
BANGALORE 560058
Gangotri Complex, 5th Floor, Bhadbhada Road. T.T. Nagar, 5s 40 2l
BHOPAL 462003
Plot No. B2/83, Lewis Road, BHUBANESHWAR 751002 53627
Kalai Kathir Building, 6/48-A Avanasi Road, COIMBATORE 641037 2 67 06
Quality Marking Centre. N.H. IV, N.I.T., FARIDABAD 121001
Savitri Complex, 116 G. T. Road, GHAZIABAD 201001 B-71 19 96
53/5 Ward No. 29. R.G. Barua Road. 5th By-lane, 33177
GUWAHATI 781003
5-8-56C L. N. Gupta Marg, ( Nampally Station Road ) 231083
HYDERABAD 500001
R14 Yudhister Marg. C Scheme, JAIPUR 302005 6 34 71
117/418 B Sarvodaya Nagar, KANPUR’208005 216970
Plot No. A-9, House No. 561/63. Sindhu Nagar, Kanpur RoaO. 65507
LUCKNOW 226005
Patlipuha Industrial Estate, PATNA 800013 62305
District Industries Centre Complex. Bagh-e-Ali Meidan.
SRINAGAR 190011
T. C. No. 14/1421’, University P. 0.. Palayam. 62104
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. 62435
PUNE 411005
‘Sales Office Calcutta is at 5 Chowringhee Approach, 276800
P. 0. Princep Street, CALCUTTA
t Sales Office is at Novelty Chambers, Grant Rord. eOMBAY 99 65 28
~A~~;L~~~c8 is at Unity Building. Narasimheraja Square, 22 39 71
Reprography Unit, BIS New Delhi. India
|
228_6.pdf
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IS : 228 (Part 8)-1987
Indian Standard
METHODS FOR
CHEMICAL ANALYSIS OF STEELS
PART 6 DETERMINATION OF-CHROMIUM BY
PERSULPHATE OXIDATION METHOD
(FOR CHROMIUM)04 PERCENT)
Third Revision )
(
First Reprint JANUARY 1991
. . . UDC 669.14+669*15-194*2/*3 : 543[546*76]
/-•
’\ !
. _’
Q Copyright 1987
BUREAU OF INDIAN STANDARDS
MANAK BHAVAN, 9 BAHADUR SHAH ZAFAR MARG
NEW DBLHI 110002
Gr3 August 1987IS I 228 ( Part 6 ) - 1987
/ Indian Standard
METHODS FOR
CHEMI-CAL ANALYSIS OF STEELS
PART 8 DETERMINATION OF CHROMIUM BY
PERSULPHATE OXIDATION METHOD
( FOR CHROMIUM > W PERCENT )
( Third Revision)
Methods of Chemical Analysis of Ferrous Metals
Sectional Committee, SMDC 2
Chairman Rcprcscnting
DR C. S. P. IYER Bhabha Atomic Research Centre, Bombay
Members
SERI G. M. APPABAO Steel Authority of India Ltd (Bhilai Steel Plant ),
Bhilai
SHRI R. D. A~ABWAL ( Altrmata)
SHRI S. V. BHAQWAT Khandelwal Ferro Alloys Ltd, Nagpur
Snnr D. N. GWPTA ( Altcmotc )
SHRI P. CEAK~A Indian Metals & Ferro Alloys Ltd, Koraput
CH~XI~T & METALLWRQI~T Ministry of Transport ( Department of Railways)
A~SI.STA~T RESEARCH Ovrraxn
(MET-2) RDSO, LUOKNOW
( Altanais )
CHIEF CHEXIST Tata Iron & Steel Co Ltd, Jamshedpur
ASSWTANT CHIEP CHEMIST ( Altrmatc )
SH~I M. K. CWAKRAVABTY Ministry of Defence (DGI)
SHBI P. K. SEN ( Alternate )
DB M. M. CHAKRABORTY Indian Iron UCS teel Co Ltd. Burnpur
SHBI M. S. CXATTERJEE ( Altemats )
SERI C. IL DIKSHIT Ordnance Factory Board ( Ministry of Defence ),
Calcutta
SIXXS S. N. MOITRA ( Altrmofo)
SEEI V. B. KEAHNA Directorate General of Supplies & Disposals,
New Delhi
SExI J. N. MUEEERJEE Steel Authority of India Ltd (Durgapur Steel
Plant ), Durgapur
( con#nued 0” @l## 2 )
Q Cqyrighht 1987
BUREAU OF INDIAN STANDARDS
‘Fbia publication is protected under the Indian Copyright Act ( XIV of l957 ) and
qproduction in whole or in part by any means except with written permission of the
pub&box &all be deemed to be an infringement of copyright under the said Act.IS : 228 ( Part 6 ) - 1987
( Continued from page 1 )
Membrrs Rqhessntiq
SERI P. NARAIN Mahindra Ugine Steel Co Ltd, Bombay
SHRIG. R. SARMA ( Alfrrnofs)
SHRI N. P. PANDA Steel Authority of India Ltd (Rourkela Steel
Plant ), Rourkela
SHWI B. MAHAPATBA ( Ahrnutr )
DK L. P. PANDEY National Metatluraical Laboratory ( CSIR 1.
t.Jayh*pur -
DR D. C. PRASHAR N a Physical Laboratory (CSIR), ;
New Qelhi *
SHRI J. RAI ( Altcrnae )
SHBI G. RAJARAO Ferro Alloys Corporation Ltd, Shresramnagar
SERI K. RAMAKSWXXNAN Enen & Co, Bangalore
DR J. RAJABAX (Altan&)
SHRI A.P. SINHA Steel Authority of India Ltd (Bokaro Steel
Plant ), Bokaro
SHRI K. ANNIAH ( Ahrnotr )
SHRI N. V. SVBBARAYAPFA Visvervaraya Iron & Steel Ltd, Bltadravati
DEP. SUBRAHMANIAM Defence Metallurgical Research Laboratory,
Hyderabad
SEBI T. H. RAO ( Affrrn& )
Da CR. VENKAT~WARLU Bhabha Atomic Research Centre, Bombay
SH~I K. RAOEAVENDRAN, Director General, BIS ( Ex-o&i0 M&u)
Director ( Strut & Met )
SHRX h’f. L. %lARYA
Assistant Director ( Metals ), BIS
Ferrous Metals Analysis.@bcommittee, SMDC 2 : 3
co nocnrr
DR C. S. P. IYER Bhabha Atomic Research Centre, Bombay
Mtimbcrs
SERI S. BASKARAN Bharat Heavy Electrical1 Ltd, Hyderabad
SHRI MATA~SARAN ( Allcrnalr I ) ?
SRRX B. RAHA ( Allernak. II ) _
SHRI U. P. BOSE Steel Authority of India Ltd ( Bhilai Steel Plant ),
Bhilai
SERI E. M. Vmoansa ( Altrrnotr )
CHIEB CEEHIST Tata Iron -6 Steel Co Ltd, Jamrhedpur
AIWISTANTC EIE~ CHIWIST ( Altrrnotr )
DRM.M. CEAXBABORTY Indian Iron & Steel Co Ltd, Burnpur
SHRI L. N. DAS ( Altrrnoh )
SHRI H. K. DAE Steel Authority of India Ltd ( Rourkela Steel
Plant ), Rourkela
SERI K. BIS~NOI ( Altsrrak)
SHEI -4. X. GVPTA National Phydcal Laboratory ( CSIR ),
-New Delhi
( Conrinwdo n pa# 9 )
2IS:228(Pw6)-iW7
Indian Standard
METHODS FOR
CHEMICAL ANALYSIS OF STEELS
PART 8 DETERMINATION OF CHROMIUM BY
PERSULPHATE OXIDATION METHOD
(FOR CHROMCUM > 0’1 PERCENT )
Third Revision )
(
0. FOREWORD
0.1 This Indian Standard ( Part 6 ) ( Third Revision ) was adopted by
the Indian Standards Institution on 16 January 1987, after thedraft
finalized by the Methods of Chemical Analysis of Ferrous Metals
Sectional Committee Chad 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 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 iron and cast iron
till a separate standard for analysis of pig iron and cast iron is
published.
0.2.1 This revision of IS : 228 (Part 6 )-1974t 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) scope of the method has been modified by lowering the limit
for determination of chromium from 0’5 to 0’1 percent;
-.
*Methodr of chemical analysis of pig iron, cast iron and plain carbon and low alloy
rteelr ( &sad).
*Methods for chemical analyak of steels: Part 6 Determination of chromium by
pcrsulphate oxidation method ( for chromium > 0’5 percent ) ( sacond rcuirion).
3IS : 228 ( Part 6 ) - 1987
b) only one method has been prescribed for the correction in the
titration of chromium for dilution effect and colour
interference; and
c) inclusion of reproducibility of the method at the ,various levels
of chromium content,
0.4 In reporting the result of a test or analysis made in accordance
with this standard, if the final value, observed or calculated, is to be
rounded off, it shall be done in accordance with IS : Z-1960*.
1. SCOPE
1.1 This standard ( Part 6) covers the persulphate oxidation method
for determination of chromium content of low alloy and high alloy
steels containing more than or equal to 0’1 percent chromium. This
method is not applicable for steels containing tungsten.
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 : 1070-1977t ) shall be employed in the test.
4. OUTLINE OF THE METHOD
4.1 After d;ssolution of the sample in dilute sulphuric acid and pho-
sphoric acid mixture and further treated with nitric acid, chromi,nm,
manganese and ( vanadium if present) are oxidized by ammomum
persulphate in presence of silver nitrate as catalyst. Permanganic acid
is then destroyed by dilute hydrochloric acid. Chromium is reduced by
ferrous ammonium sulphate and excess of ferrous ammonium sulphate
is back titrated with standard potassium permanganate solution.
5. REAGENTS
5.1 Phosphoric Acid - Sulphuric Acid Mixture -To 600 ml of
Water, add continuously 165 ml of concentrated sulphui-ic acid
irP,t;tLy,lt;,nd 132 ml of phosphoric acid ( rd = 1’75 ). Mix, cool and
1
*Rulea for rounding off numerical values ( rcmkd ).
tSpecification for water for general laboratory use (-second revisio)n.
4IS z 228 ( Part 6 ) - 1987
5.2 Concentrated Nitric Acid - Relative density = 1’42 (conform-
ing to IS : 264-1976* ).
5.3 Silver Nitrate Solution- 0’5 percent (m/v). Dissolve 5 g of
silver nitrate crystals in water and diluteto 1 litre.
5.4 Ammonium Persulphate Solution - Dissolve 15 g of
ammonium persulphate in 100 ml of water. Use a freshiy prepared
solution.
5.5 Potassium Permanganate Solution - 1 percent ( m/v) .
5.6 Dilwte Hydrochloric Acid - 1 : 3 (ZJ/II). Dilute 250 ml of
j
concentrated hydrochloric acid (rd = 1’16 to 1 litre.
5.7 Standard Ferrous Ammonium Sulphate Solution -
Approximately 0’1 N. Dissolve 40 g of ferrous ammonium sulphate in
sulphuric acid ( 5 percent) and dilute to 1 litre. Filter, if necessary,
and keep in a stoppered glass bottle. Standardize against standard-
potassium permanganate solution ( given under 5.8) every time it is
used.
5.8 Standard Potassium Permanganate Solution - Approxi-
mately 0’1 N. Dissolve 3.2 g of potassium permanganate crystals
in 1 000 ml of water, stir and allow to stind in a closed vessel for
24 hours. Filter, through a sintered glass crucible and keep in an
amber-coloured glass bottle. Standardize the solution as follows:
Dissolve 9’134 g of sodium oxalate crystals, dried for 1 hour
at 105°C in 200 ml of dilute sulphuric acid (1 : 50). Heat to 70°C
and titrate with potassium permanganate solution until one drop
produces a permanent pink colouration. [ 1 ml of potassium
permanganate solution (0’1 N) = 0’006 7 g of sodium oxalate 1.
6. PROCEDURE
6.1 Take 2 g of sample (for chromium less than 2 percent)
and 0’2 to 0’5 g of sample for high alloy steels in a wide mouth conical
flask. Add 50 ml of phosphoric acid-sulphuric acid mixture. Heat
the flask to decompose the sample. Oxidize black residue by addition
of concentrated nitric acid dropwise and heating the solution
simultaneously till all carbides are decomposed and brown fumes are
expelled. Dilute to 300 ml with hot water.
*Specification for nitric acid (second retision ),IS t 228 ( Part 6 ) - 1987
6.2 Add a few pieces of glass beads, heat the solution to boiling
and add 20 ml of silver nitrate solution and 20 ml of ammonium
persulphate solution adding little at a time and continue boiling till
the permanganate colour develops fully (volume should be maintained
at 300 ml by addition of hot water, if necessary and also boiling should
be a period of 8-10 minutes). It should be ensured that sufficient
persulphate is added. Wash the sides of the conical flask with water.
If the colour does not develop add a few drops of potassium
permanganate solution till the pink colour develops.
6.3 Add dilute hydrochloric acid dropwise to the boiling solution till
permanganic acid colour is destroyed. Boil for 10 minutes more. Cool
and add a known volume of standard ferrous ammonium sulphate
solution until an excess of at least 5 ml is present. Titrate back with
dropwise addition of standard potassium permanganate solution to a
permanent pink end point which persists for 30-40 seconds.
6.4 In presence of vanadium, titrate carefully to a pmk ends point
which persists for at least. 30 to 40 seconds, to ensure complete
re-oxidation of the vanadium.
6.5 The titration should be corrected for dilution effect and colour
interference. The correction may be made by the following method:
6.5.1 Add same amount of ferrous ammonium sulphate as used for
the sample, to the already titrated solution. Titrate with standard
potassium permanganate to pink end point which lasts for 30 to 40
seconds.
7. CALCULATION
7.1 Calculate the chromium content of the steel as follows:
(AB - C) D x 0’017 33 x 100
Chromium, percent =
E
where
A = volume in ml of standard ferrous ammonium sulphate
solution added,
B = volume in ml of standard potassium permanganate
solution equivalent to 1 ml of ferrous ammonium
sulphate solution,
c = volume in ml of standard potassium permanganate
solution required for titration, corrected for the blank,
618:2ZS(Part6)-1987
D = normality of standard potassium permanganate
solution, and
E = mass in g of the sample taken for the test.
7.2 Reproducibility
a) f0’025 percent at 0’1 to 0’5 percent chromium,
b) f0’036 percent at 0’5 to 1 percent chromium,
c) fO’l20 percent at 1 to 5 percent chromium, and
d) ~fO’20 percent for chromium 5 percent and above.
APPENDIX A
( Clause 0.2 )
INDIAN STANDARDS ON METIIODS FOR CHEMICAL
ANALYSIS OF STEELS
IS : 228 Methods for chemical analysis of steels:
(Part 1 )-1972 Determination of carbon by volumetric method
( for carbon > 0’ 1 percent ) ( second rev&ion )
( Part 2 )A987 D e t ermination of manganese in plain carbon and
low alloy steels by arsenite method ( thid revision >
(Part 3 )-1987 Determination of phosphorus by alkalimetric
method ( third revision )
( Part 4)-1987 Determination of carbon by gravimetric method
( for carbon > 0‘1 percent ) ( third revision )
( Part 5 )-1987 Determination of nickel by dimethyl lyoxime
( gravimetric ) method ( for nickel > 0’ 1 percent 3 (second
revision )
( Part 6 )-1987 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)
7IS:228(Part6)-1987
( 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
(photometric) method ( for molybdenum up to 1 percent )
in low and high alloy steels ( second revision )
( Part 11 )-1976 Determination of silicon by photometric method in
carbon steels and low alloy steels (for silicon 0’01 to
0’05 percent ) ( second revision )
( Part 12 )-1976 Determination of manganese by periodate
( photometric ) method in low and high alloy steels ( for
manganese up to 2 percent ) ( second revision )
(Part 13)-1982 Determination of arsenic
8IS : 228 ( Part 6 ) - 1987
( Continuedfrom page 2 )
Mnnbcrs Represanting
SH~I J. MUXHERJEE Steel Authority of India Ltd (Durgapur Steel
Plant ), Durgapur
Saxr P. K. BANERJEE (Altarnate )
Soar P. NARAIN Mahindra Ugine Steel Co Ltd, Bombay
SHRI G. R. SARMA ( AItrrnats )
1 Saab R. S. NATH Steel Authority of India Ltd (Bokaro Steel
Plant ), Bokaro
SHRI N. GUNDAPEA ( Altnnatc )
DR L. P. PANDEY National Metallurgical Laboratory ( CSIR ),
Jamshedpur
Sxsx G. RAMDA~ Visvesvaraya Iron & Steel Ltd, Bhadravati
b SHRI R. D. VANDRIWALLA Italab Pvt Ltd, Bombay
SHRI J. C. DEY ( Altcmarc)
9BUREAU OF INDIAN STANDARDS
Headquarters :
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Telephones : 331 01 31 Telegrams : Manaksanstha
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t Western : Manakalaya, E9 MIDC, Marol, Andheri (East), 6 32 92 95
BOMBAY 400093
Branch Offices :
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inspection Offices (With Sale Point) :
Pushpanjali. First Floor, 205-A West High Court Road. 52 51 71
Shankar Nagar Square, NAGPUR 440010
Institution of Engineers (India) Building, 1332 Shivaji Nagar. 52435
PUNE 411005
-_
*Sales Office Calcutta is at 5 Chowringhee Approach, 27 68 00
P. 0. Princep Street, CALCUTTA
t Sales Office is at Novelty Chambers, Grant Road, BOMBAY 89 65 28
$ Sales Office is at Unity Building, Narasimharaja Square, 22 39 71
BANGALORE
Printed at Dee Kay Printers, New Delhi, India
I
i
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1849_1_1.pdf
|
IS 1849 ( Part l/Set 1) : 1990
.“U Indian Standard
DESIGN AND INSTALLATION OF VERTICAL
MIXED FEED LIME KILN- GUIDE
PART 1 FOR LIMESTONE
Section 1 Masonry Type Shaft
I/ -\ Second Revision )
, ._’; (
UDC 666’92’041’53
. . .
I--\
’\
. _’
:
@ BIS 1991
BUR.EAU OF INDIAN STANDARDS
MANAK BHAVAN, 9 BAHADUR SHAH ZAFAR MARC
NEW DELHI 110002
Jdlnuarp 1991 Price Group 2Building Lime and Lime Products Sectional Committee, CED 4
FOREWORD
This Indian Standard (Part l/Set 1 ) (Second Revision ) was adopted by the Bureau of Indian
Standards on 23 May 1990, after the draft finalized by the Building Lime and Lime Products
Sectional Committee had been approved by the Civil Engineering Division Council.
For refinement and standardization of the technique of manufacture of building limes, which
are mostly produced in small scale industries, it was felt that guidelines for the design of lime
kiln based on studies carried out by the Central Building Research Institute, Roorkee, Khadi and
Village Industries Commission and Gujarat Engineering Research Institute, Vadodara could be
formulated so that it will be helpful in setting up kilns for the manufacture of building lime in
the villages and small-scale industries. For efficient design of kiln a number of factors, such as
chemical composition of limestone, type of the fuel and output required are to be considered.
This standard give general guidance for the design and installation of lime kiln in which the
charge is fed from top and lime is drawn from the bottom of the shaft through discharge
opening.
This standard was first published in 1967 and subsequently revised in 1976 based on studies
conducted by Khadi and Village Industries Commission. This revision has been taken up based
on experience gained with the use of this standard. In this revision the requirements regarding
discharge door and charging device have been simplified in addition to some other minor
mo’difications.
This standard has been prepared in two parts. Part 2 covers design and installation of kiln for
manufacture of lime from limeshell. Part 1 of this standard has been split into two sections,
Section 1 covering the masonry type shaft and Section 2 covering the reinforced cement concrete
type shaft.
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 1849 ( Part l/Set 1) : 1990
Indian Standurd
DESIGN AND INSTALLATION OF VERTICAL
MIXED FEED LIME KILN -GUIDE
PART 1 FOR LIMESTONE
Section 1 Masonry Type Shaft
Second Revision )
(
1 SCOPE 4.2 Height of the Kiln
1.1 This standard ( Part l/Set 1 ) ( second For efficient performance and low fuel
revision ) covers details for the design and consumption the height should vary 3 to 4 times
installation of vertical mixed feed masonry the internal diameter.
shaft type kilns for manufacture of lime from
limestone* by natural draft up to the capacity 5 INSTALLATION
of 5 tonnes per day.
5.0 A vertical mixed-feed masonry shaft kiln
2 REFERENCES should consist of the following:
2.1 The Indian Standards given below are a) Foundations;
necessary adjuncts to this standard:
b) Base;
IS A-0. Title c) The superstructure:
6 : 1983 Moderate heat duty fireclay i) Discharge place, and
refractories, Group ‘A’ (fourth
ii) The shaft of the kiln:
revision )
d) Platforms;
195 : 1963 Fireclay mortar for laying fireclay
refractory bricks ( second revision ) e) Stairways; and
2053 : 1974 Thermocouple pyrometers (Jirst f) Charging device.
revision )
5.1 Foundation of the Kiln
6508 : 1988 Glossary of terms relating to
building lime (Jirst revision ) A suitable foundation shall be provided
depending on the nature of the soil and expected
3 TERMINOLOGY loads.
3.1 For the purpose of this standard, definitions 5.2 Base of the Kiln
given in IS 6508 : 1988 shall apply.
The base of the kiln should be platform type
4 SIZE OF KILN ( see Fig. 2 ) .
4.0 The factors given in 4.1 and 4.2 should be 5.3 The Super structure
considered for the efficient designing of lime
kilns. The broad details and dimensions for 5.3.1 Discharge Place
commonly used three sizes of kiln using steam
coal as fuel are given in Fig. 1. The discharge doors should be of convenient
size and fitted with a damper. The floor of
4.1 .Output the discharge place should be hard and smooth
finished and sufficiently sloping for easy
The size of the kiln should be mainly decided removal of lime.
by the output required from it which in turn
depends upon the type of fuel and chemical 5.3.2 Shaft of the Kiln
composition of limestone.
The shaft may be cylindrical with constant
*The use of crystalline limestone is not recommended. internal diameter but the outer diameter may
1IS 1849 ( Part l/See 1) : 1990
r 4, DISCHARGINGH OLES
RED BRICKS
/
/FIRE BRICKS
INSULATION
- --- BANDS WllH
Capacity ABCDEFGHJKL M N
1 tonne/day 4600 4100 2750 1200 230 85 1250 1400 500 3000 300 200 400
3 tonnes/day 4800 4300 2800 1200 230 90 1250 900 500 3200 300 200 360
5 tonnes/day 6000 5400 3500 1500 230 70 1500 380 700 3900 600 200 540
All dimensions in millimetres,
FIG. 1 DIMENSIONSO F LIME KILNS
vary from top to bottom. The shaft of the kiln 5.3.2.2 The laying of the refractory bricks
should consist of: should be done with thin joints and fireclay
mortar (see IS 195 : 1963 ).
a) lining,
b) insulation, 5.3.2.3 To reduce the loss of heat by radiation,
the kiln should be insulated between the lining
c) outer wall or the shell, and and outer wall. The insulation should be done
by providing a gap of 100 mm and filling by
d) metal bands.
knmi;kbats in a dry state or thick burnt paddy
5.3.2.1 The lining of the kiln should be made of
refractory bricks (see IS 6 : 1983 ). The bricks
should preferably be tapered to suit the shaft 5.3.2.4 Outer wall or the shell should be
diameter. constructed with brick or stone masonry.
2IS 1849 ( Part l/Set 1) : 1990
5.3.2.5 Suitable metal bands should be used
around the periphery of the kiln to strengthen
the shaft and to reduce the tendency to crack.
5.3.2.6 Poke holes should be provided around
the periphery of the kiln starting from floor in
the calcination zone. The poke holes should be
spaced at every half metre to one metre and
spread around the circumference of the kiln.
The size of the poke hole should be 120 mm X 80
mm and the length shall correspond to the
thickness of the kiln wall including the lining. ,
5.4 A platform of suitable size should be
provided at the top for facilitating feeding of
raw materials.
5.5 Stairways
Suitable stairways should be provided to reach
the top of the platform.
5.6 Charging
Any convenient loading device may be
adopted.
5.7 For recording of temperature in the various
zones of the kiln, thermocouples fitted with
eRlCKWMR
PCATFDUY pyrometer (see IS 2053 : 1974) should be
inserted in the wall of the kiln through poke
FIG. 2 BASE OF KILN-PLATFORM TYPE holes.
3Standard 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 safe-
guard. Details of conditions under which a licence for the use of the Standard Mark may be granted
to manufacturers or producers may be obtained from the Bureau of Indian Standards.Bureau of Indian Standards
BIS is a statutory institution established under the Bureau of lndtan 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 ielating 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 4 ( 4739 )
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:
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
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BOMBAY 400093
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Printed at Arcee Press, New Delhi, India
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2720_29.pdf
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IS : 2720 ( Part XXIX ) - 1975
Indian Standard
METHODS OF TEST FOR SOILS
PART XXIX DETERMINATION OF DRY DENSITY OF
SOILS IN-PLACE BY THE CORE-CUTTER METHOD
First Revision )
(
Third Reprint MARCH 1996
UDC 624131-431-5
@ Cojyrighr 1976
BUREAU OF INDIAN STANDARDS
MANAK BHAVAN, 9 BAHADUR SHAH ZAFAR MARG
NEW DELHI 110002
Gr 3 March 1976Is:272O(PartxxIx)-1975
Indian Standard
METHODS OF TEST FOR SOILS
PART XXIX DETERMINATION OF DRY DENSITY OF
SOILS IN-PLACE BY THE CORE-CUTTER METHOD
( First Revision )
Soil Engiwerihg Sectional Committee, BDC 23
Chairman Representing
PROFD IN~~H MOHAN Cent;&rF.lding Research Institute ( CSIR ),
Members
SHRIG . R. S. JAIN ( Alternate to
Prof Dinesh Mohan )
PROF ALAMS IN~H University of Jodhpur, Jodhpur
DR A. BANERIEE Cementation Co Ltd, Bombay
SHRIS . GUFTA ( Alternate )
SHRI K. N. DADINA In personal capacity (P-820 New A&ore,
Calcutta 700053 )
SHRIA . G. DAS~DAR In personal capacity [Inter-State Equi ment (P) Ltd.
311 Lou&n Street, Calcutta 7tWOP 7 ]
SHRI R. L. DEWAN Irrigation Research Institute, Khagaul, Patna
DR G. S. DHILLON Indian Geotechnical Society, New Delhi
DIRECTOR Land Reclamation, Irrigation & Power Researqh
Institute, Amritsar
RESEARCH O.FFICER
( GE~TECHNICALS ECTION)
( Alternate )
DIRECTOR Indian Institute of Technology, New Delhi
DR SHASHIK . GULHATI( Alternate )
DIRECTOR( CSMRS ) Central Water Commission, New Delhi
DBPUTYD IRECIXX( CSMRS )
( Alternate )
SHRIA . H. DIVANJI Rodio Foundation Engineering Limited; and
Hazarat & Co, Bombay
SHRI A. N. JAN~LB ( Alternute )
SHRI V. G. HE~DB National Buildings Organisation, New Delhi
SHRIS . H. BALCHANDAN(I Alternate )
( Continued on page 2 )
@J Copyr[glrt 1976
BUREAU OF IWDIAN STANDARDS
This publication is protected under the Indian Copyrkht Act ( XIV of 1957 ) and
reproduction in whole or in part by any means exce t. with written permission of
the publisher shall be deemed to be an infringement o P copyright under the said Act_IS:2720(P art XXIX)- 1975
( Continuedfrom page 1 )
Members Representing
JO~;:;ECTOR RESEARCH( FE ), Railway Board ( Ministry of Railways)
DEPUTY DIRECTOR RESEARCH
( SOIL MECHANICS) , RDSO
( Alrernafe )
SHRI 0. P. MALHOTRA Public Works Department, Government of Punjab
SHRI J. S. MARYA Roads Wing, Ministry of Transport & Shipping
SHRI N. SEN ( Afternate )
SHR~G . D. MWHUR PublFrayeo;ks Department, Government of Uttar
.
SHRI D. C. CHATURVEDI( Alternare 1
SHRI M. A. MBH~A Concrete Association of India, Bombay
SHRI T. M. MENON ( Alternate )
SHRI T. K. NATARAJAN Central Road Research Institute (CSIR ),
New Delhi
REPRESENTATIVE Hindustan Construction Co Ltd, Bombay
’ MAJ K. M. S. SAHASI Engineer-in-Chief’s Branch, Army Headquarters
SHRI P. PUTHISIOAMANII Alternate j
SHRI K. R. SAXENA Engineering Research Laboratory, Hyderabad
SECRETARY Central Board of Irrigation & Power, New Delhi
DEPUTY SECRETARY( Alternate )
DR SHAMSHERP RAKASH University of Roorkee, Roorkee
SHRI H. D. SHARMA Irrigation Research Institute, Roorkee
SUPERINTENDINQ E N o I N E E R Concrete and Soil Research Laboratory, Public
( PLANN~NQ A N D D E s I a N Works Department, Government of Tamil Nadu
CIRCLE )
EXECUTIVE ENGINEER
INCHARGE ( Alrernate )
SHRI C. G. SWAMINATHAN Institution of Engineers ( India ), Calcutta
DR I. S. UPPAL Building and Roads Research Laboratory,
Chandigarh
SHRI H. C. ~ERMA All India Instruments Manufacturers and Dealers
Association, Bombay
SHRI V. K. VASUDEVAN ( Alternate )
SHRI D. AJITHA SIMHA, Director General, IS1 (Ex-officio Member )
Director (Civ Engg )
Secretary
SHRI G. RAMAN
Deputy Director (Civ Engg ), IS1
Soil Testing Procedures and Equipment Subcommittee, BDC 23 : 3
Convener
PROF ALAM SIN~H University of Jodhpur, Jodhpur
Members
SHRI N. K. BERRY Beas Dam Project, Talwara Township
SHR~ K. S. PREM ( Alternate )
( Continued on page 9 )Is : 2720 ( Part XXIX ) - X975
Indian Standard
METHODS OF TEST FOR SOILS
FART XXIX DETERMINATION QF DRY DENSITY OF
SOILS IN-PLACE BY THE CORE-CUTTER METHOD
( First Reuision )
0. FOREWORD
0.1 This Indian Standard ( Part XXIX ) ( First Revision ) was adopted by
the Indian Standards Institution on 22 September 1975, after the draft
finalized by the SoiI Engineering 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 and also for facilitating comparative studies
of the results, the Indian Standards Institution has brought out this
Indian Standard methods of test for soils (IS: 2720) which is published in
parts. This part [ IS:2720 (Part XXIX )-1975 ] deals with the determina-
tion of dry density of soil in-place by using a core-cutter. The in-place
density of soil is needed for stability analysis, for the determination of the
degree of compaction of compacted soil, etc. The core-cutter method
covered by this part is suitable for fine-grained soils free from aggregations.
It is less accurate than the sand-replacement method and is not
recommended, unless speed is essential or unless the soil is well compacted.
Other parts relating to in-place determination of density of soils are:
Part XXVIII Determination of dry density of soils in-place by the
sand replacement method
Part XXX111 Determination of the density in-place by the ring and
water replacement method
Part XXXEV Determination of density of soil in-place by the
rubber-baloon method
0.2.1 This standard was first published in 1966. In this revision, the test
has been made applicable to soil 90 percent of which passes the 4.75mm
IS Sieve. The dimensions and requirements of the core-cutter have been
modified. Detailed requirements for the steel rammer required for the test
have been spelt out.
3lib.__..___._ ____ . .~_ .
IS : 2720 ( Part XXIX) - 1975
0.3 In the fomulation 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 the
following publications:
BS 1377: 1974 Methods of testing soils for civil engineering purposes.
British Standards Institution.
INDIA. MINISTRY OF IRRIGATION AND POWER. CBIP Publication
No. 42. Standards for testing soils, 1963. Central Board of Irriga-
tion and Power, Delhi.
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 ( Part XXIX ) covers the method for the determination
of the in-place density of fine-grained natural or compacted soils free from
aggregates using a core-cutter.
1.1.1 For the purpose of the tests described in this standard, a soil
shall be termed as fine-grained soil if not less than 90 percent of it passes a
4.75~mm IS Sieve.
2. APPARATUS
2.1 Cylindrical Core-Cutter - of seamless steel tube, 130 mm long
( see Note 1 ) and IO cm internal diameter, with a wall thickness of 3 mm,
hevelled at one end, of the type illustrated in Fig. 1. The cutter shall be
kept properly greased or oiled.
NOTE 1 - Lengfh of Cutter - If the average density over a smaller depth is
required then the appropriate length of curter should be used.
NOTE 2 - Where situations permit, for quality control purposes smaller size
cutters have also been used.
2.2 Steel Dolley - 2.5 cm high and IO cm internal diameter with a wall
thickness of 7’5 mm with a lip to enable it to be fitted on top of the
core-cutter ( see Fig. 1 ).
*Rules for rounding off numerical values ( revised ).
4L-U-.“- _.. _.__.__. ._-..... .-
. IS : 2720 ( Part XXIX ) - 1975
P
m
25 mm 0 SOLID
&x MILD STEEL STAFF
f
rMlL0 STEEL FOOT
wt
t I I I
I---14;
RAMMER
I
CUTTER
NOTE1 - These designs have been found satisfactory, but alternative designs may
be employed provided that the essential requirements are fulfilled.
NOTE 2 - Essential dimensions are underlined. ( Tolerance on all essential dimen-
sions shall be kO.25 mm ).
All dimensions in millimetres.
FIG. 1 CORE-CUTTER APPARATUS FOR SOIL DENSITY DETERMINATION
5IS : 2720 ( Part XXIX ) - 1975
2.3 Steel Rammer -With solid mild steel foot 140 mm diameter and
75 mm height with a concentrically screwed 25 mm diameter solid mild
steel staff. The overall length of the rammer including the foot as well as
the staff should be approximately 900 mm. The rammer ( fdot and staff
together ) should weigh approximately 9 kg ( see Fig. 1 ).
2.4 Balance - Accurate to 1 g.
2.5 Palette Knife -A convenient size is one having a blade approximately
20 cm long and 3 cm wide.
2.6 Steel Rule
2.7 Grafting Tool or Spade or Pick Axe
2.8 Straight Edge - A steel strip about 30 cm long, 2.5 cm wide and 3
to 5 mm thick, with one bevelled edge will be suitable.
2.9 Apparatus for Extracting Samples from the Cutter - Optional.
2.10 Apparatus for Determination of Water Content - In accordance with
IS : 2720 ( Part II )-1973*.
3. PROCEDURE
3.1 The internal volume ( VC) of the core-cutter in cubic centimetres shall
.
be calculated from its dimensions which shall be measured to the nearest
0.25 mm.
3.2 The cutter shall be weighed to the nearest gram ( WC ).
3.3 A small area, approximately 30 cm square of the soil layer to be tested
shall be exposed and levelled. The steel dolly &all be placed on top of the
cutter and the latter shall be rammed down vertically into the soil layer
until only about 15 ‘mm of the dolly protrudes above the surface, care being
taken not to rock the cutter ( see Note ). The cutter shall then be dug
out of the surrounding soil, care being taken to allow some soil to project
from the lower end of the cutter. The ends of the soil core shall then be
trimmed flat to the ends of the cutter by means of the straight edge.
NOTE - The cutting edge should be kept sharp. The cutter should not be used
in stony soils.
3.4 The cutter containing the soil core shall be weighed to the nearest
gram ( WS ).
3.5 The soil core shall be removed from the cutter and a representative
sample shall be placed in an air-tight container and its water content ( w )
determined as in IS:2720 ( Part II j-1973*.
*Methods of test for soils: Part II Determination of water content (secondrevision ).
6IS : 2720 (Part XXIX ) - 1975
NOTE - It is necessary to make anumber of repeat determinations (at least three)
and to average results, since the dry density of the soil varies appreciably from point
to point. The number of determinations should be such that an additional one
would not alter the average significantly.
4. CALCULATIONS
4.1 The bulk density yb; that is, the weight of the wet soil per cubic
centimetre shall be calculated from the following formula:
ws -
WE
Ylc = , g/cm3
VC
where
Ws = weight of soil and core-cutter in g,
WC = weight of core-cutter in g, and
Vc = volume of core-cutter in cm3.
4.2 The dry density Yd, that is, the weight of the dry soil per cubic centi-
metre shall be calculated from the following formula:
loo yb , g/cm3
Yd= 1oo+w
where
YI, = bulk density ( see 4.1 ), and
w = water content of the soil ( percent ) to two significant
figures.
5. REPORTING OF RESULTS
5.1 The results of the test shall be recorded in a suitable form. A recom-
mended proforma for the record of the results of this test is given in
Appendix A.
5.2 The following values shall also be reported:
a) Dry density of the soil to second place of decimal in g/ems, and
b) Water content of the soil ( percent ) to two significant figures.
. 7IS : 2720 ( Part XXIX ) - 1975
APPENDIX A
( Clause 5.1 )
DETERMINATION OF DRY DENSITY OF SOIL IN-PLACE
( CORE-CUTTER METHOD )
A-l. The test results shall be tabulated as follows:
PROJECT: TESTED BY:
LOCATION: DATE:
1. Determination No. 1 2 3
2. Weight of core-cutter + wet soil
( WS1 , in g
---
3. Weight of core-cutter ( WC ), in g
4. Weight of wet soil ( WJ - WC ),
in g
5. Volume of core-cutter (
VC ),
in cm3
6. Bulk density
in g/cm3
(rb= ws V, wc ),
-___
7. Water. content container No.
8. Weight of container with lid
( WI 1, in i3
9. Weight of container with lid and
wet soil ( Wz ), in g
10. Weight of container with lid and
dry soil ( W3 ), in g
11. Water content ( w ), in percent
w!a --3 x100
w= w,-WI
12. Dry density
( yd= :XX +G ), in g/cm3
81
Is : 2720 ( Part XXIX ) - 1975
( Continued from page 2 )
Members Representing
DR R. K. BHANDARI Central Road Research Institute (CSIR), New Delhi
SHR~T . N. BHARGAWA Roads Wing, Ministry of’ Transport & Shipping
SHRIA . S. BISHNOI( Alternate )
DR A. K. CHATTERJEE Public Wokks Department, Government of Uttar
Pradesh
DR B. L. DHAWAN( A/tern&e )
SHRI R. L. DEWAN Irrigation Research Institute, Khagaul, Patna
DEPUTY DIRECTOR RESEARCH Railway Board ( Ministry of Railways)
( SOIL MECHANICS) -I, RDSO
ASSISTANT DIRECTOR
RESEARCH (SOIL
MECHANICS)-I, RDSO
( Alternate )
DIRECTOR(C SMRS ) Central Water Commission, New Delhi
DEPUTYD IRECTOR(C SMRS)
( Alternate )
SHRl H. K. GUHA Geologists’ Syndicate Private Ltd, Calcutta
SHRI N. N. BHATTACHARAYA
( Alternate )
DR SHASWK . GULHATI Indian Institute of Technology, New Delhi
SHRI G. R. S. JAIN Central Building Research Institute ( CSIR ),
Roorkee
SHRI AMAR SINGH ( Alternate )
SHRI R. K. JAIN Unit;tl$echnical Consultants Private Ltd, New
DR P. K. DE ( Alternate )
SHRI 0. P. MALHOTRA Building & Roads Research Laboratory, Punjab
DR I. S. UPPAL ( Alternate )
DR V. V. S. RAO In personal capacity ( F-24 Green Park, New
Delhi 110016 )
MAJ K. M. S. SAHASI Engineer-in-Chief’s Branch, Army Headquarters
SHRI P. PIJTH~SIGAMAN( IA lternate )
.$HRIH . C. VERMA Associated Instrument Manufacturers ( India )
Private Ltd, New Delhi
PROF T. S. NAGARAJ ( Alternate )
9BUREAU OF INDIAN STANDARDS1
Headquarters:
Manak Bhavan, 9 Bahadur Shah Zafar Marg, NEW DELHI 110002
Telephones: 331 01 31, 331 13 75 Telegrams: Manaksanstha
( Common to all Offices )
Regional Offices: Telephone
Central : Manak Bhavan, 9 Bahadur Shah Zafar Marg, 331 01 31
NEW DELHI 110002 331 13 75
I
*Eastern : l/l 4 C. I. T. Scheme VII M, V. I. P. Road. 36 24 99
Maniktola, CALCUTTA 700054
Nortnern : SC0 445-446, Sector 35-C, 21843
CHANDIGARH 160036 1 3 1641
41 24 42
Southern : C. I. T. Campus, MADRAS 600113 41 25 19
1 41 2916
tWe.stern : Manakalaya, E9 MIDC, Marol, Andheri ( East ), 6 32 92 95
BOMBAY 400093
Branch Offices:
IPushpak’. Nurmohamed Shaikh Marg, Khanpur, 2 63 48
AHMADABAD 380001 I 2 63 49
SPeenya Industrial Area 1st Stage, Bangalore Tumkur Road 38 49 55
BANGALORE 560058 38 49 56
I
Gangotri Complex, 5th Floor, Bhadbhada Road, T. T. Nagar, 667 16
BHOPAL 462003
Plot No. 82/83, Lewis Road, BHUBANESHWAR 751002 5 36 27
531’5. Ward No. 29, R.G. Barua Road, 5th Byelane, 3 31 77
GUWAHATI 781003
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 8 Sarvodaya Nagar, KANPUR 208005
I 21 82 92
Patliputra Industrial Estate, PATNA 800013 6 23 05
T.C. No. 14/1421. University P.O.. Palayam I6 21 04
TRlVANdRUM 695035 16 21 17
inspection Offices ( With Sale Point ):
Pushpanjali. First Floor, 205-A West High Court Road, 2 51 71
Shankar Nagar Square, NAGPUR 440010
Institution of Engineers ( India ) Building, 1332 Shivaji Nagar, 5 24 35
PUNE 411005
*Sales Office in Calcutta is at 5 Chowringhee Approach, P. 0. Princep 27 68 00
Street, Calcutta 700072
tSales Office in Bombay is at Novelty Chamberr, Grent Road, 89 66 28
Bombay 400007
fSales Office in Bangalore is at,Unity Building, Niresimharaje Square, 22 36 71
BangalOre 560002
Reprography Unit, BIS, New Delhi, India
|
4410_b_3.pdf
|
IS : 4410 ( Part XI/Set 3 ) - 1973
Indian Standard
GLOSSARY OF TERMS RELATING TO
RIVER VALLEY PROJECTS
PART XC HYDROLOGY
Section 3 Infiltration and Water Losses
*\ ( Second Reprint FEBRUARY 1989)
1
.’
WC 001.4:627.81:624.131.64
@ Copyright 1973
BUREAU OF INDIAN SlANDARDS
hlANAK BHAVAN. 9 BAHADUR SHAH ZAFAR MARQ
NEW DELHI 110002
Gr 3 July 1973IS : 4410 ( Part XI/Set 3 ) - 1973
Indian Standard
GLOSSARY OF TERMS RELATING TO
RIVER VALLEY PROJECTS
PART XI HYDROLOGY
Section 3 Infiltration and Water Losses
Terminology Relating to River Valley Projects Sectional
Committee, BDC 46
Chairman Repr8senting
SHRI I. P. KAPILA Power Development Department, Government of
Jammu and Kashmir
Members
SHRI B. S. BHALLA Beas Designs Organization ( Ministry of Irrigation &
Power )
CHIP.FE NGINEER Public Works Department, Government of Tamil
Nadu
SUPERINTENDING ENGINEER I Alternate 1
DIRECTOR Land Reclamation, Irrigation C Power Research
Institute, Amritsar
DIRECTOR( HYDROLOCAY) Central Water & Power Commission, New Delhi
SHRXN . K. DWIVEDI Irrigation Department, Government of Uttar Pradesh
SHRI K. C. GHOSAL Alok Udyog Cement Service, New Delhi
SHRI A. K. BISWAS ( Al#erna!e)
SHRI N. K. GHOSH Public Works Department, Government of West
Bengal
SHRI R. L. GUPT~ Publgra!gcs Department, Government of Madhya
SUPERINTENDIPIO ENGINEER
DR R ‘l$%!$W;’ ( Alfrrnafa )
. . In personal capacity ( M 18 .New Delhi Soufh Extension,
Part II, .New Delhi 16)
SHRI M. S. .JAIN Geological Survey of India, Calcutta
SHRI T. S. MKIRTHY National Projects Construction Corporation Ltd,
New Delhi
SHRI K. N. TANEJA ( Alternate)
SHRI M. VENKATA RAO Public LVorks Department, Govercment of Andhra
Pradesh
SHRI R. K. SAIUJ Irrigation & Power Department, Governmeni of
Orissa
( Continued on pagr 2 )
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.I9 t 4416( Part XI/kc 3 ) - 1973
( Conlinfudfrom pop 1 )
Mmnbere
Sniu E. C. SUDANHA Irrigation & Power Department, Government of
Maharashtra
SHRl v. S. GIJPTB (Alternate )
PRQP SARANJIT SINOH Indian Institute of Technology, New Delhi
DR P.P.SEHOAL University of Roorkee
COL N. K. SEN Survey of India, Dehra Dun
COL P. MISRA ( Ahnate )
SHRI G. s. SlDHU Irrigation Qepartment, Government of Punjab
SHRI M. M. ANAND( Alterm&)
SOIL CONSERVATION ADVIWR Ministry of Food, Agriculture, Community Develop-
ment & Co-operation
SHRI VIJENDRAS INQH Irrigation Department, Govrrnment of Uttar Pradesh
SHR~D . AJITHA SIMHA, Director General, ISI ( &oficio Member )
Director ( Civ Engg )
Ocrrlary
SHRI K. RAOHAVCNDRAN
Deputy Director ( Civ Engg ), ISI
Panel for Glossary of Terms Relating to Hydrology, IIDC 46 : I%
Cvnvenn
PROPS ARANJITS INOH Indian Institute of Technology, New Delhi
Mcmbcrs
SHRI S. BANERJI National Committee for International Hydrological
Decade, Nrw Delhi
DXRECTOR ( HYDROLOCY ) Central Water & Power Commissioll, New Delhi
D_E PUTY DIRECTOR ( HYDROLOOY)
( Alternate ) .
SHRIM . M. LAL KHANNA Irrigation Research Institute, Roorkre
DR K. V. RAO,HAVA RAO Central Ground Water Board, Faridabad
Da SUBHASH CHAND~R Indian Institute of Technology, New Delhi
2IS : 4410 ( Part XI/Set 3 ) - 1973
Indian Standard
GLOSSARY OF TERMS RELATING TO
RIVER VALLEY PROJECTS
PART XI HYDROLOGY
Section 3 Infiltration and Water Losses
0. FOREWORD
0.1 This Indian Standard ( Part XI/Set 3 ) was adopted by the Indian
Standards Institution on 28 March 1973, after the draft fina!ized by the
Terminology Relating to River Valley Projects Sectional Committee had
been approved by the Civil Engineering Division Council.
0.2 A number of Indian Standards have already been printed covering
various aspects of river valley projects and a large number of standards are
in the process of formulation. These standards include technical terms, the
precise definitions of which are required to avoid ambiguity in their inter-
pretation. To achieve this end, this Institution is bringing out IS : 4410
‘ Glossary of terms relating to river valley projects ‘, which is being published
in parts.
0.3 Part XI covers the important field of hydrology which is a separate
science by itself. In view ofthe vastness of this subject, it is proposed to cover
the subject in different sections. Other sections in the series will be the
following:
Section 1 General terms
Section 2 Precipitation and runoff
Section 4 Hydrographs
Section 5 Floods
Section 6 Ground water
Section 7 Discharge measurements
Section 8 Quality of waters
0.4 In the formulation of this standard due weightage has been given to
international co-ordination among the standards and practices prevailing
in different countries in addition to relating it to the practices in the field
in this country. This has been lnet by deriving assistance from the
following publications:
UNITED NATIONS. ECONOMICC OMMISSIONFO R ASIA AND THE FAR EAST.
Glossary of hydrologic terms used in Asia and the Far East. 1956.
Bangkok
3IS I 4410 ( Part XI/&c 3 ) - 1973
INDIA. INTERNATIONALC o~asrssro~ ON IRRITATION Arm DRAINAGE.
Multilingual technical dictionary on irrigation and drainage. 1967
INDIA. CENTRAL BOARD OF IRRIOATIONA NDP OWER. Glossary of irriga-
tion and hydro-electric terms and standard notations used in India.
1954. Manager of Publications, Delhi
Nomenclature for hydraulics. 1962. American Society of Civil
Engineers. New York.
0.4.1 All the definitions taken from ‘ Multilingual technical dictionary on
irrigation and drainage ’ are marked with asterisk ( * ) in the standard.
1. SCOTE
1.1 This standard ( Part XI/Section 3 ) covers the definitions of terms
relating to infiltration and water losses in hydrology.
2. DEFINITIONS
2.1 Adhesive Water -Water forming a film around soil particles over
adsorbed water and held by the forces of molecular attraction, but with less
strength than adsorption water and without perceptible emission of heat.
Adsorbed water is entirely fixed, whereas adhesive or pellicular water may
move from one particle to another.
2.2 Atmidometer - An instrument for measuring evaporation.
2.3 Atmometer - See2 .2.
z;tlcCapillary F&ye - Water in the zone immediately above the water-
. It may consist solely of capillary water ( called capillary fringe ) or
it may be combined with gravity water in transitto the water-table.
2.5 Capillary Water - Water held in soil above water-table by capillary
action.
2.6 Consumptive Use* - The quantity of water used by the vegetative
growth of a given area in transpiration or building of plant tissue and that
evaporated from the soil or from intercepted precipita.tion on the area in any
specified time. It is expressed in water-depth units or depth-area units oer
unit area and for specified periods, such as days, months and seasons.
2.7 Evaporation
a) The process by which the water is changed from the liquid state to
. a gaseous state below the boiling point through the transfer of heat energy.
b) The quantity of water that is evaporated; the rate is expressed in
depth of water, measured as liquid water, removed from a specified surface
per unit of time generally in millimetre per day, month or year.
4IS : 4410 ( Part xI/sec 3 ) - 1973
‘2.8 Evaporation Opportumity - Ratio of actual rate of evaporation
from land or water surface in contact with the atmospliere to the potential
rate of evaporation under existing atmospheric conditions.
2.9 Evaporation Pan* -An experimental tank used to determine the
amount of evaporation from the surface of water under measured or observed
climatic and cultural conditions.
2.10 Evaporation Station* -A station set up on the surface of body of
water or on land for making evaporation measurements.
2.11 Evaporation Tank* - See 2.9.
2.12 Evaporativity - The rate of evaporation under existing atmospheric
conditions from the surface of a body of water that is chemically pu?e and
that has the temperature of the atmosphere and the surface is exposed parallel
to the wind. It is generally expressed in terms of the depth of water removed
from such surface in a given unit of time.
2.13 Evaporimeter - See 2.2.
2.14 Evaporometer - See 2.2.
2.15 Evapo-transpiration* - See 2.6.
2.16 Field Capacity - The amount of water held in the soil after the excess
gravitational water has drained away and after the rate of downward move-
ment of water has materially decreased. Essentially the same as ‘ specific
retention ‘, a more general term used in studies of ground water which covers
all types of strata. Furthermore, field capacity is usually expressed as a
percentage of weight whilst specific retention is generally given as percentage
by volume.
2.17 Free Water - See2 .19 (b).
2.18 Fringe Water -See 2.4.
2.19 Gravitational Water
a) Water in excess of adsorption water and pellicular water seeping
towards water-table.
b) Water which drains ,through the soil under the influence of
gravity.
2.20 Gravity Suspended Water -See 2.19 (a).
2.21 Ground Water Recharge - Replenjsbment of a depleted aquifer
by injection or infiltration of water from surface.
2.22 Hygroscopic Moisture * - Water in the zone of aeration adsorbed
on ihe surface of soil particles in equilibrium with atmospheric water vapour.
5IS : 4410 ( Part XI/Set 3 ) - 1973
The water is not capable of movement through the action of gravity or capil-
lary forces and can only be driven by beat.
2.23 Hygroscopic Water - See 2.22.
2.24 Infiltration - The entrance of water into the -soil or other porous
material through the interstices or pores of a soil or other porous medium.
2.25 Infiltration Capacity - Maximum rate at which specified soil in
given condition can absorb water.
2.26 Infiltration Capacity Curve - Curve showing what the infiltration
rate would be at any period during a specific storm if the rainfall intensity
were to equal or exceed the capacity at that instant ( see Fig. 1 ).
lNFlLTRAtlON CAPACITY
INFILTRATION RATE
TIME ,
FIG. 1 TYPICAL INFILTRATIONR ATE AND INFILTRATION
CAPACITY CURVES
2.27 Infiltration Head - The head of water which causes infiltration.
2.28 Infiltration Indices - The following three types commonly used are
given in 2.28.1, 2.28.2 and 2.28.3.
228.1 q&Index - The average rainfall intensity above which the volume
of rainfall equals the volume of observed runoff and equals total basin dis-
charge divided by the duration of rainfall provided that the rainfall intensity
is continuously in excess of the index ( see Fig. 2 ).
2.28.2 W-Index- The average rate of infiltration during the time the
rainfall intensity exceeds the infiltration capacity.
6f8 t MO ( Part XI/See 3 ) 1973
l
MASS RUN OFF
Fm. 2 TYPICAL SKETCH SHOWING& INDEX
2.28.3 Wmin-Index - With very wet conditions, when the retention rate
is at minimum, the values of W-index and +-index are almost identical and
’ W-index ’ is termed as Wrr,la-index..
2.29 Infiltration Rate - The rate at which infiltration takes place expres-
sed in depth of water per unit of time usually in mm per hour.
2.39 Infiltration Rate Curve - Curve showing the actual rate of infiltra-
tion during a particular storm ( see Fig. 1 ).
2.31 hdiltrometer - A device by which the rate and amount of water
percolating into the soil is determined.
2.32 Initial Abstraction-Maximum amount of rainfall that can be
absorbed under specific conditions without producing runoff. Also referred
to as ‘ initial losses ’
2.33 Initial Retention - Total amount of rainfall that may fall without
causing a significant amount of direct runoff.
2.34 Lysimeter - A device used to measure the quantity or rate of down-
ward water movement through a block of soil usually undisturbe’d, or to’
collect such percolated water for analysis as to quality.
2.35 Mean Annual Evaporation* - The mean value in depth units of
evaporation, the period of observation being of adequate duration to secure
approximate constancy,
7I8:44lO(PartXI/Sec3)-1973
2.36 Pellicular Water-See 2.1.
2.37 Percolation - Flow through a porous substance.
2.38 Phytometer - Device for measuring transpiration, consisting of
vessel containing soil in which one or more plants are rooted and sealed so
that water can escape only by transpiration from plant.
2.39 Pending - Temporary holding of water by natural or artificial
means for various purposes, such as ground water recharge, flood control,
irrigation, etc.
2.49 Potential Evapo-transpiration - The amount of water utilized
by plant growth plus evaporation from the soil if the soil contained sufficient
moisture for plant growth at all times.
2.41 Potential Rate of Evaporation - Set 2.12.
2.42 Psychrometer * - A hygrometer, or instrument for measuring the
aqueous vapour in the atmosphere, consisting essentially of two similar
thermometers, the bulb of one being kept w.et.
2.43 Relative Evaporation - See 2.8.
2.44 Relative Humidity - The ratio expressed as percentage of the
actual quantity of water present in a given volume to the quantity of water
vapour required for saturation at the same temperature.
2.43 Retention* -That part of the precipitation falling on a drainage
area which does not escape as surface stream flow during a given period.
It is the difference between total precipitation and total runoff during
the period and represents evaporation, transpiration, subsurface leakage,
infiltration and when short periods are considered, temporary surface or
underground storage on an area. When periods of several years are consi-
dered, it approximates consumptive use.
2.46 Seepage - Slow percolation generally associated with flow in an
unsaturated medium. Seepage into a body is termed ‘ influent seepage ’ and
that away from a body as ’ effluent seepage ‘. The difference between percola-
tion and seepage is that the latter is through unsaturated material while the
former is through saturated material.
2.47 Soil Evaporation - Evaporation of water from moist soils.
2.48 Specific Retention - See 2.16.
2.49 Stream-Flow Depletion* - The amount of water that flows into a
valley, or into a particular land area, minus the amount that flows out of the
valley or off the particular land area.
2.36 Transpifation -The process by which plants dissipate water from
their leaf and body surfaces in the phenomena of growth.
8IS : 4410 ( Part XI/Sec’3 ) i 1973
2.51 Tram iration Ratio -The ratio of the weight of water passed
through a ,pP ant to the weight of dry plant substance produced.
2.52 Vadomc Water - See 2.19 (a).
2.53 Water Shed Leakage * - The geological formation under many
drainage basins is such that precipitation falling on,one basin finds~i ts Gay
underground through fissures and water bearing strata to an outlet either in
a nearby or a remote drainage basin, or directly to the sea. This is caged
‘ water shed leakage ‘.
2.54 Wilting Coefficient* -The moisture content of the soil, cxprqcd
as a percentage of the dry weight at the time when the leaves of a plant
growing in the soil first undergo a permanent reduction in their mouture
content, as the result of the deficiency in the soil moisture, supply.
2.55 Wilting Percentage* - See 2.54.
9BUREN OF INDIAN STANDARDS
Hpadquajfers :
Manak Bhavan. 9 Bahadur Shah &far Marg, NEW DELHI 410002
Teleohones : 3 31 01 31,3 31 13 75 Telegrams : Manaksanstha
( Common to all Offices )
Regional Ofjices : Telephone
*Western ; Manakalaya, E9 MIDC, Marol, Andheri ( East ) 6 32 92 95
BOMBAY 400093
tEastern : l/14 C. I. T. Scheme VII M. V. I. P. Road, 36 24 99
Maniktola, CALCUTTA 700054
Northern : SC0 445-446, Sector 35-C
CHANDIGARH 160036 { X
Southern : C. I. T. Campus, MADRAS 600113 41 24 42
41 25 19
{ 41 29 16
Branch Offices :
Pushpak,’ Nurmohamed Shaikh Marg, Khanpur, 2 63 48
AHMADABAD 380001 { 2 63 49
‘F’ Block, Unity Bldg, Narasimharaja Square, 22 48 05
BANGALORE 560002
Gangotri Complex, 5th Floor, Bhadbhada Road, T. T. Naoar, 6 27 16
BHOPAL 462003
Plot No. 82183, Lewis Road, BHUBANES#rVAR 751002 5 36 27
53/5 Ward No. 29, R. G. Barua Road,
*_
5th Byelane. GUWAHATI 781003
5-B-56C L. N, Gupta Marg, (Nampally Station Road), 221083
HYDERABAO 500001
R14 Yudhister Marg, C Scheme, JAIPUR 302005 6 3471
{ 6 98 32
1 l7/41 BB Sarvodeya Nagar, KANPUR 205005
{ ‘2: :s 3:
Patliputra Industrial Estate, PATNA 800013 6 23 05
Hantex Bldg ( 2nd Floor ), Rly Station Road, 52 2j
TRIVANDRUM 695001
inspection Office ( With Sale Point ):
Institution of Engineers ( India) Building, 1332 Shivaji Nagar, 624 35
PUNE 410005
*Sales Office in Bombay is a: Novelty Chambers, Grant Road, 99 66 20
Bombay 400007
tSa!es Office in Calcuna is at 6 Chowringher Approach. P. 0. Princrp n 66 00
Street. Calcutta 700072
Reprography Unit, BE, New Delhi, India
|
1626_2.pdf
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IS 1626 ( Part 2 ) : 1994
WT?i?S qFr5
Indian Standard
ASBESTOS CEMENTBUTLDINGPIPES
ANDPIPEFITTINGS,GUTTERSANDGUTTER
,FITTINGSAND ROOFING FITTINGS-
SPECIFICATION
PART 2 GUTTERS AND GUTTER FITTINGS
/ Second Revision /
First Reprint NOVEMBER 1996
UDC 696.121 : 666 961
Q BIS 1994
BUREAU OF INDIAN STANDARDS
MANAK BHAVAN, 9 BAHADUR SHAH ZAFAR MARG
NEW DELHI 110002
December 1994 Price Groop 4Cement and Concrete Sectional Committee, CED 2
FOREWORD
This Indian Standard ( Part 2 ) ( Second Revision ) was adopted by the Bureau of Indian Standards,
after the draft finalized by the Cement and Concrete Sectional Committee had been approved by the
Civil Engineering Division Council.
Asbestos cement gutters and gutter fittings are extensively used for disposal of rain water from roof of
buildings. The lightness of asbestos cement products and their durability make them suitable for all
normal building purposes.
This standard was first published in 1960 to cover requirements of asbestos cement building pipes,
sanitary pipes, pipe fittings, gutters and gutter fittings. The standard was first revised in 1980 by splitt-
ing into three parts based on the types of fittings for ease in the use of this standard. Part I of this
standard covers building pipes and pipe fittings: Part 2 covers gutters and gutter fittings and Part 3
covers roofing fittings.
This revision has been taken up on the basis of experience gained in the use of this standard and also
with a view to bringing it in line with current practices in the manufacture of asbestos cement gutter
and gutter fittings. In this revision, impermeability test has been included and water absorption test and
acid resistance test have been deleted. Reference to IS 5913 : 1989 ‘Asbestos cement products - Methods
of test (first revision )’ has been made to align the test methods with the latest practice.
The composition of the committee responsible for the formulation cf this standard is gilen in Annex B.
For the purpose of deciding whether a particular requirement of this standard is complied with, the final
value, observed or calculated, expressing the result of a test or analysis, shall be rounded off in accord-
ance with IS 2 : 1960 ‘Rules for rounding off numerical values ( revised)‘. The number of significant
places retained in the rounded off value should be the same as that of the specified value in this
Standard._ Is 1626 ( Part 2 ) : 1994
Indian Standard
ASBESTOS CEMENT BUILDING PIPES
AND PIPE FITTINGS, GUTTERS AND GUTTER
FITTINGS AND ROOFING FITTINGS -
SPECIFICATION
PART 2 GUTTERS AND GUTTER FITTINGS
( Second Revision )
1 SCOPE NOTE - In case of Portland pozzolana cement and
Portland slag cement, addition of pozzolanic mate-
This standard ( Part 2 ) covers the requirements rials shall not be permitted.
of asbestos cement gutters and gutter fittings
4 GENERAL QUALITY AND
used in buildings.
WORKMANSHIP
2 REFERENCES The material used in the manufacture of asbes-
The Indian Standards listed in Annex A are tos cement gutters and gutter fittings shall be
necessaiy adjuncts to this standard. intimately *mixed. The interior surface of the
gutters and their fittings shall be regular and
uniform.
3 COMPOSlTION
The material used in the manufacture of asbestos The manufacturer shall ensure that the gutter
cement gutters and gutter fittings shall be com- fittings reasonably match with the gutters of
posed of an inert aggregate consisting of clean respective sizes.
asbestos fibre including suitable other fibres
5 DIMENSIONAL AND PHYSlCAL
cemented together by ordinary Portland cement
REQUIREMENTS
conforming to IS 269 : 1989 or IS 8112 : 1989 or
IS 12269 : 1987 or Portland slag cement confor- 5.1 Dimensional Requirements
ming to IS 455 : 1989 or Portland pozzolana The dimensions for the various gutters shall be
cement conforming to IS 1489 ( Part 1 ) or
in accordance with Fig. 1 to 3 and Tables 1
IS 1489 ( Part 2) : 1991 or rapid hardening
to 4.
Portland cement conforming to IS 8041 : 1990.
Pozzolanic material. fillers and pigments which 5. I. 1 Tolerances
are compatible with asbestos cement may be 5.1.1.1 The tolerance on length of gutters and
added. gutter fittings shall be & 10 mm.
All dimensions in millimetres.
Fro. 1 VALLEY GUTTBR
1IS 1626 ( Part 2 ) : 1994
40 mm DIA HOLES
All dimensions in millimetres.
FIG. 2 BOUNDARY WALL GUTTER
CROSS SECTION
LONGITUDINAL SECTION
All dimensions in millimetres.
FIG. 3 HALF ROUND GUTTER
Table 1 Details of Figures and Tables for Various Asbestos Cement
Gutters and Gutter Fittings
( Clause 5.1 )
61 No. Description of Ite8g Code No. Figure No. Table No.
(1) (2) (3) (4) csi
i) Valley gutter V 1 2
ii) Boundary wall gutter BW 2 3
iii) Half round gutter H 3 4
2IS 1626 ( Part 2 ) : 1994
Table 2 Dimensions of Valley Gutter
( Clause 5.1, Table 1 and Fig. 1 )
All dimensions in milhmetres.
Nomlnal Size A B C D
915 x 205 x 230 915 205 230 12‘5
610 X 150 x 230 610 150 230 12’5
455 x 125 x 150 455 125 150 12’5
405 X 125 x 255 405 125 255 12’5
NOTE - Manufactured in 1 830 mm lengths.
Table 3 Dimensions of Boondary Wall Gutter
( Clause 5.1, Table 1 and Fig. 2 )
All dimensions in millimetres.
Nominal Size A a C D
510 x 150 X 255 510 150 255 12’5
455 X 150 x 305 455 150 305 12’5
305 X 150 x 230 305 150 230 12’5
280 x 125 x 180 280 125 180 12’5
NOTE - Manufactured in I 830 mm lengths.
Table 4 Dimensions of Half Round Gutter
( Clause 5.1, Table 1 and Fig. 3 )
All dimensions in millimetres.
Nominal Size A C S
305 305 95 100
230 230 9’5 100
150 150 9’5 70
5.1.1.2 The tolerance on profile of gutters and 6 SAMPLING AND NUMBER OF TESTS
and gutter fittings shall be &-IO mm.
6.1 Scale of Sampling
5.1.1.3 The tolerance on thickness of gutters 6-I-I Lot
and gutter fittings shall be &l-5 mm. In any consignment, all the gutters of the same
type and of the same thickness and manufac-
5.2 Shape tured under similar conditions of production
shall be grouped together to constitute a lot.
The shape of gutter fittings shall be as per 6.1.1.1 The conformity of a lot to the require-
Fig. 4 to 7. Dimensions of gutter fittings shall ments of &his specification shall be ascertained
be declared by the manufacturer. on the basis’of tests on the gutters selected from
it.
5.3 Impermeability Test 6.1.2 The number of gutters to be selected at
random from the lot shall be in accordance with
Table 5.
When tested for impermeability according to
Table 5 Sampling Size
the Method 1 described in IS 5913 : 1989, the
specimens shall not show during 24 h of Lot Size Sample Size
test any formation of drops of water, except VP to 500 3
traces of moisture on the lower surface. This
501 ro 1000 5
test on gutters may be done at any suitable 1001 to 1500 7
place on the gutter without cutting any separate
1 501 and above 10
test piece.
3IS 1626 ( Part 2 ) : 1994
I
I
7 I DROP END WITH SPIGOT
I I +
I 1
+
I
c
em---- - - ---__---- , -
I ] I
I I
I I
I
DROP END
OROP &ND WITH SOCKET
NOZZLE NOZZLE
FIG. 4 DROP END AND NOZZLE FOR BOUNDARY FIG. 5 DROP END AND NOZZLB FOR
WALL AND VALLBY GUTTBRS HALF ROUND GUTTBR
STOP END FOR SOCKET STOP END FOR SPIGOT UNION CLIP
FOR HALF ROUND GUTTERS
--_
m-s
,;
7m- e _-.
I I
STOP EN0 UNION CLIP
FOR BOUNDARY AND VALLEY GUTTERS
FIG. 6 STOP END AND UNION CLIP FOR GUTTERS
4IS 1626 ( Part 2 ) : 1994
EXTERNAL INTERNAL
7A Angle for Boundary Wall Gutters
Ii=====
78 Angle for Half Round Gutters
FIG. 7 ANGLE FOR GUTTERIS 1626 ( Part 2 ) : 1994
6.2 Number of Tests c) Date of manufacture, and
d) Pictorial warning signs as given in
6.2.1 All the gutters selected as in 6.1.2 shall IS 12081 ( Part 2 ) : 1987.
be examined for visual defects and impermeabi-
lity test. 8.2 BIS Certification Marking
Each pipe or pipe fittings may also be marked
7 MANUFACTURER’S CERTIFICATE
with the Standard Mark.
The manufacturer shall satisfy himself that his 8.2.1 The use of Standard Mark is governed by
asbestos cement gutters conform to the require- the provisions of Bureau of Indian Standards
ments of this standard, and if required shall Act, 1986 and the Rules and Regulations made
furnish a certificate to this effect to the pur- thereunder. The details of conditions under
chaser: or his representative. which the licence for the use of Standard Mark
may be granted to manufacturers or producers
8 MARKING may be obtained from the Bureau of Indian
Standards.
8.1 All gutters and gutter fittings shall be clearly
9 SAFETY RULES SHEET
and indelibly marked with the following infor-
mation: All delivery of asbestos cement gutters and
gutter fittings shall be accompanied by a safety
a) Indication of the source of manufacture,
rules sheets as given in IS 11769 ( Part 1 ) :
b) Code No. of the gutter or gutters, 1987.
ANNEX A
( Clause 2 )
LIST OF REFERRED INDIAN,STANDARDS
IS No. Title IS No. Title
269 : 1989 33 Grade ordinary Portland 8041 : 1989 Rapid hardening Portland
cement (fourth revision ) cement ( second revision )
455 : 1989 Portland slag cement (fourth 8112 : 1989 Specification for 43 grade
revision ) ordinary Portland cement
1489 Portland pozzolana cement: 11769 Guidelines for safe use of
( Fart 1 ) : 1991 Part 1 Flyash based ( third ( Part 1 ) : 1987 products containing asbestos:
revision ) Part 1 Asbestos cement pro-
ducts
1489 Portland pozzolana cement:
( Part 2 ) : 1991 Part 2 Calcined clay based 12081 Recommendations for picto-
( third revision ) ( Part 2 ) : 1987 rial warning signs and
precautionary notices for as-
5913 : 1989 Methodti’of test for asbestos bestos and products contain-
cement product ( first ing asbestos: Part 2 Asbestos
revision ) and its products
7639 : 1975 Methods of sampling of 12269 : 1987 Specification for 53 grade
asbestos cement products ordinary Portland cementIS 1626 ( Part 2 ) : 1994
ANNEX B
( Foretoord)
COMMITTEE COMPOSITION
Cement and Concrete Sectional Committee, CED 2
Chairman Refiresenting
Dn H. C. VISVESVARAYA In personal capacity ( Universityo f Roorkee, Roorkee 247 667 )
Members
SHR; H. BHATTACHARYA Orissa Cement Limited, New Delhi
SHRI G. R. BEARTIKAR B. G. Shirke aod Co, Pune
SHRI U. N. RATH ( Alternate i
DR A. K. CHATTERJEE The Associated Cement Companies Ltd, Bombay
SHKI S. H. SUBRAMANIAN( ALternote)
CHIEF ENQINEER( DESIGN I Central Public Works Department, New Delhi
SUPERINTERDJNEQN ~XNEER( S&S ) ( AlterMte )
CBIEF ENOINEER,N AVAQAM DAM Sardar Sarovar Narmada Nigam Ltd, Gaodhioagar
SUPERINTENDIXQEN QINEEEZQ, CC ( Alremet )
CHIEF EN~I~EF,R( REJEARCH-CAM-DIREOTOR) Irrigation and Power Research Institute, Amritrar
RESEARCHO FBICER( CONCRETE
.TECHNOLOOY) ( Alternate )
DEPUTY DIRECTOR( I ) National Buildings Organization, New Delhi
ASSISTANTD IRECTOR( EH ) ( Alternate )
DIRECTOH A. P. Engineering Research Laboratories, Hyderabad
JOINT D~ECTOR ( Alternate )
DIRECTOR( CMDD ) ( N&W ) Central Water Commission, New Delhi
DEPUTY DIRECTOR( CMDD ) ( NW&S )
( Alfernate )
SERI K. H. GANQWAL Hyderabad Industries Ltd, Hyderabad
SERI V. PATTABHI ( Alternate)
SHRI V. K. GHANEKAR Structural Engineering Research Ceotre ( CSIR ) , Ghaaiabad
SARI S. GOPINATH The India Cements Ltd, Madras
SHRI R. TAMILAKARAN ( Alternate )
SHRI S. K. GIJEA THAEURTA Ganooo Dunkerley and Co Ltd, Bombay
SHRI S. P. SANEARANARAYANAN( Alternate )
DR IRSRAD MASOOD Central Building Research Institute ( CSIR ), Roorkee
DR MOEAXMAD KHALID ( Alternate )
SHRI N. C. JAIN Cement Corporation of India, New Delhi
DR S. P. GEOSH ( Alternate )
JOINT DIRECTORS TANDAX~DS(B &S ) ( CB-I) Research, Designs and Standards Organization ( Ministry of
Railwavs ). Luckoow
JOINT DIRECTORS TANDARDS( B&S) (CB-II)
( Alternate )
SHRI N. G. JOSEI Indian Hume Pipes Co Ltd, Bombay
SHRI I’. D. KELKAR ( Alternate )
SHRI D.K. KANUNQO National Test House, Calcutta
SHRI B. R. MEENA ( Alternate)
SHRI P.KRISHNAMURTHY Larsen aod Toubro Limited, Bombay
SHBI S.CHAKRAVARTHY (Alternate I)
SBBI C.REDDY ( Altertite 11)
DRA. G. MADEAVARAO Structural Engineering Research Ceotre ( CSIR ), Madras
SHRIK. MANI ( Aliasnate)
SHRIG. K. MAJUMDAR Hospital Services Consultaocy Corporation ( India ) Ltd, New Delhi
SHBI S.O.RANQARI ( Alternate)
SHRIM.K.MUKHERJEE Ministry of Transport, Departmeat of Surface Transport ( Roads
Wing ), New Delhi
SHRI M.K. GHOSE (Alternate)
MEMBER SECRETARY Central Board of Irrigation and Power, New Delhi
DIRECTOR ( CIVIL ) (Alternate 1
SHRI NIRMAL SINQH Development Commissioner for Cement Iodustry ( Ministry of
Industry ), New Delhi
SEEI S. S. MIQLANI (Alternate )
SERIR. C. PARATE Engineer-in-Chief’s Branch, Army Headquarters, New Delhi
COL R. K.SINQE ( Alternate )
SHRIY.R.PHULL Central Road Research Institute ( CSIR ), New Delhi
SHRI S. S. SEEHBA ( Alternate)
SHRIY.R.PHULL Indian Roads Congress, New Delhi
SERI N. K.SINHA (Alternate )
DR C.RAJKUMAR National Council for Cement and Building Materials, New Delhi
DR S.C. AHLUWALIA (Alternate )
SHRIG.RAYDAS Directorate General of Supplies and Disposals, New Delhi
SHBI R. C. SHARMA ( Alternate )
( Continued on page 8 )
7IS 1626 ( Part 2 ) : l!XM
( C0nfinWdfiom &C 7 )
Membrrr
Saw S. A. REDDI Gammon India Ltd, Bombay
SHRI N. PRARHAKAH ( z,ltClMtC )
REPRESBNTATIVE Builder’8 Association of India, Bombay
SHRIJ. s. SANQANERIA Geological Survey of India, Calcutta
SHRI L. N. AQARWAL ( Alfernafc )
SERI S. B. SURI Central Soil and Materials Research Station, New Delhi
SHRI N. CHANURAIIEKARAN ( Alternole )
SUPBHINTYNDINO ENGINEER ( DESIGN ) Public Works Department, Government of Tamil Nadu. Madras
EXECUTIVE ENGINEER ( S. M. R. DIVISION )
( Altcrnatc )
SHRI TAHWINDER SINQR Hindustan Prefab Ltd, New Delhi
SHRI ALOK A~~ARWAL ( Alhrna# )
DR H. C. VISVESVARAYA The Institution of Engineers ( India ), Calcutta
SERI D. C. CIIATTURVEDI ( Allsmuts )
SHRI Y. R. TANEJA, Director General, BIS ( Ek-o&o Member )
Director ( Civ Engg )
Senrtary
SRRI J. K. PEASAD
Joint Director ( Civ Engg ), BIS
Fibre Reinforced Cement Products Subcommittee, CED 2 : 3
Conuenrr
DR C. RAJKUYAR National Council for Cement and Building Materials, New Delhi
Members
SHRI S. K. BANERJEE National Test House, Calcutta
SHRI N. G. BASAK Directorate General of Technical Development, New Delhi
SERI P. K. JAIN ( Altrrnatc )
SHRI S. N. BASU Directorate General of Supplies and Disposals, New Delhi
SHI?I T. N. UBOVEJA ( Altcrnafe )
SERI S. GANAPATEY Ramco Industries Limited, Madras
SIIRI K. P. GOENKA Sarbamangala Industries, Calcutta
SHM I. P. GOENRA ( Alfernnfc )
SHRI IM~TWANI GURBDX All India Small Scale A. C. Pressure Pipe Manufacturer’s Associa-
tion, Hyderabad
SRRI H. R. CZA ( Altcrnnfc )
SHRI SRINIVASAN N. IY~ER Eternit Everest Limited, Bombay
DR V. G. UPADHYAYA ( Alfernate )
JOINT DIRECTOK STANDARDS ( B&J ) Research Designs and Standards Organization, Lucknow
JOINT DIRECTOR STANDARDS ( B&S )
( Alfernafc )
DR KALYAN DAS Central Building Research Institute ( CSIR ), Roorkee
SERI P. S. KALANI Kalsni Asbestos Cement Pvt Ltd, Indore
SERI T. S. SU?dt.t~ ( Altcrna~c )
LT-CoL KAMLESH PRAKA~H Engineer-in-Chief’s Branch, Army Headquarters, New Delhi
LT.COL A. K. BANANA ( Alternate )
SURI A. K. LAL National Buildings Organization, New Delhi
SERI A. G. DH~NQADE ( Alternate )
SHRI P. N. Mttnr~ Geological Survey of India, Calcutta
SH~I V. K. KASLIWAL ( Alfern& )
SHRI V. PATTABEI The Hyderabad Industries Limited, Hyderabad
SBRI A. K. GDPTA ( dltcrnate )
SHRI S. PRAKASH Municipal Corporation, Delhi
DR N. RACUXAVENDRA National Council for Cement and Building Materials, New Delhi
SHRI RAJ KUMAR Development Commissioner, Small Scale Industries, New Delhi
SHRI S. C. KUMAR ( AlIcmatc )
REPRESENTATIVE Indian Institute of Science, Bangalore
SHBI S. B. SURI Central Soil and Materials Research Station, New Delhi
SIIRI N. CHANDRASEKARAN ( Alternate )
SUPERINTENDINO SURVEYOR OF WORKS ( CZ ) Central Public Works Department, New Delhi
SUBVEYOR OF WORIIS ( CZ ) ( Alternate )
SHRI Il. N. VENKATEBH Shree Digvijay Cement Company Limited, Bombay
Ssar K. S. RAXAKIUSHNAN ( Alternate )
8hreau of Indian Standards
of
BIS is a statutory institution established under the Burcnu Indian Stmdards Act, JY86 to promote
harmonious development of the activities of standardization, marking and quality certification of goods
and attending to connected matters in the country.
BlS 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 addrcsscd to the Director (Publications), BIS.
Review of Indian Standards
Amendments are issued to standards as the need arises on the basis of comments. Standards arc also
reviewed periodically; a standard alon 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 arc in possession of the latest amendments or edition by
referring to the latest issue of ‘BIS Handbook’ and ‘Standards Monthly Additions’.
This Indian Standard has been developed from Dot : No. CED 2 (4924)
Amendments Issued Since hhlication
Amend No. Date of Issue Text Affected
BUREAU OF :NDIAN STANDARDS
Headquarters:
Manak Bhavan, Y Bahadur Shah Zafar Marg, New Delhi 110002 Tclcgrums : Manaksanstha
Telephones : 323 01 3 1,323 83 75,323 94 02 (Common to all offices)
Regional Offices : Telephone
Central : Manak Bhavan, 9 Bahadur Shah Zafar Mat-g 32376 17
NEW DELHI 110002 323 3X41
Eastern : l/14 C. IT. Scheme VII M, V. I. P. Road, Maniktola 337 x4 09, 337 85 61
CALCUTTA 700054 337 X6 20,337 91 20
Northern : SC0 335336, Sector 34-A, CHANDIGARH 160022
Southern : C. I. T. Campus, IV Cross Road, MADRAS 600113 235 02 16, 235 04 42
235 15 19,235 23 15
Western : Manakalaya, EC) hllDC‘. Ma~ol, Andhcri (East) 832 92 95,832 78 58
MUMBAl 4OOO’)i x32 78 91,832 78 92
Branches : AHMADABAD. BANGALORE. BHOPAL. BHUBANESHWAR.
COIMBATORE. FARIDABAD. GHAZIABAD. GUWAHATI. HYDERABAD.
JAIPUR. KANPUR. LUCKNOW. PATNA. THIRUVANANTHAPURAM.
Printed at Dee Kay Printers, New Delhi- I 100 15. Irrdu
|
12830.pdf
|
IS 12830 : 1989
Indian Standard
RUBBER BASED ADHESIVES FOR
c_
i FIXING PVC TILES TO CEMENT -
L -r’
SPECIFICATION
UDC 665’939 : 678’061
@ RIS 1990
BUREAU OF INDIAN Sl’Ah’D.ARDs
MANAK BHAVAN, 9 DAHADUR SHAII Z41-AR MARG
NEW DELHI 110002
May 1990 Price Group 2Adhesives Sectional Committee, PCD 15
FOREWORD
This Indian Standard was adopted by the Bureau of Indian Standards on 6 November 1989, after
the draft finalized by the Adhesives Sectional Committee had been approved by the Petroleum,
Coal and Related Products Division Council.
These types of adhesives are used for bonding PVC tiles to cement on the floors and walls of
buildings.
This standard contains requirements for colour ( 3.1 ), consistency ( 3.2 ) and open assembly time
( 3.4 ) which call for agreement between the purchaser and the supplier.
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 12830:1989
Indian Standard
RUBBER BASED ADHESIVES FOR
FIXING PVC TILES TO CEMENT -
SPECIFICATION
1 SCOPE 8 kg/cm2 after conditioning in standard atmos-
pheric condition ( A-4 ) and not less than
6 kg/cm2 after heat ageing ( Annex B ) and
1.1T his standard prescribes the requirements
immersion in water ( Annex C ).
and methods of sampling and test for rubber
based adhesives used for bonding PVC tiles to
cement, floors and walls of buildings. 3.5 Keeping Quality
2 REFERENCES The material shall comply with the requirements
specified in 3.1 to 3.4 when it has been stored
2.1 The following Indian Standards are neces-
in the original closed containers according to
sary adjuncts to this standard:
the manufacturer’s instructions for a minimum
period of one year from the date of manufac-
IS No. Title
ture.
r
IS 715 ( Part 2 ) : Specification for coated abra-
4 PACKING AND MARKING
1976 sive: Part 2 Special and mech-
anized application ( third
revision ) 4.1 Packing
The material shall be securely packed in
3 REQUIREMENTS
airtight containers as agreed to between the
purchaser and the supplier.
3.1 Description
The material shall be manufactured from rub- 4.2 Marking
ber, compounding ingredients, resins and appro-
The packages shall be marked legibly and indeli-
priate solvents. The colour of the material
bly with the following information:
shall be compatible with the application of the
material as may be agreed to between the pur- a) Name of the material;
chaser and the supplier.
b) Indication of the source of manufacture;
3.2 Consistency c) Date by which the material becomes
unusable;
The material shall be of a consistency suitable d) Mass or volume of the material in the
for its mode of application. package;
3.3 Open Assembly Time e) Direction for storage, if any;
f) Batch number or month and year of
The open assembly time shall be as agreed to manufacture; and
between the purchaser and the supplier depend-
g) Time taken, if any, for attaining the full
ing upon the application and shall not vary
bond strength.
from batch to batch.
4.2.11 The manufacturer shall also furnish writ-
3.4 Adhesion Strength
ten instructions on the lines as given below:
The adhesion strength shall be as follows.
a) Preparation of cement surface;
3.41 Strength of Joint in Shear b) Method of application of adhesive; and
When tested as prescribed in Annex A, the c) Maximum and minimum open and closed
material shall have shear strength not less than assembly times.IS 12830:1 989
ANNEX A
( Clause 3.4.1 )
TEST FOR SHEAR STRENGTH OF JOINT
A-l APPARATUS A-2 NUMBER OF TEST SPECIMENS
A-2.1 The test shall be carried out on three test
A-l.1T ensile Testing Machine
specimens.
Any suitable motor driven, tensile strength test- A-3 PREPARATION OF TEST SPECIMENS
ing machine may be used. The czpacity of the
mzchine shall be such that any reading taken A-3.1 Take strips of asbestos sheet of 5 mm
during or on completion of the test shall fall thickness measuring 150 X 25 mm. Make
within the loading range ( loading range being strips of PVC tiles measuring 150 X 25 mm.
the range within which the indicated lozd shown Buff the surface of PVC tiles and asbestos sheet
by calibraticn is correct within 1’5 percent ). with an emery coated abrasive paper No. 50
The speed of the moving head of the tensometer [ see IS 715 ( Part 2 ) : 1976 ] and then dust
when running free shall be 250 =t 50 am per off with a flat 2’5 cm brush. Over an area mea-
minute. suring 25 X 2’5 mm at one end of surface of
asbestos sheet and buffed tile, apply sufficient
quantity of adhesive so that a uniform layer of
A-l.2R oller
adhesive is formed on both asbestos sheet and
A steel roller of 135 & 2 mm diameter and tile surfaces. Allow to remain in open air for 10
90 & 1 mm width covered with rubber approxi- to 15 minutes. At this time when the adhesive film
mately 6 mm thick having a hardness of 80 zt 1 is dry to a point and there is still an aggressive
RHD sball be used. The weight of the roller, tzckiness but not sticking to the finger when
which applies pressure to the specimen shall be touched, align the coated surfaces of asbestos
10 kg. It shall be so constructed that the weight and tile face to face carefully, without entrap-
of the handle is not added to the weight of the ping air, in such a way that the free ends of the
roller during use ( see Fig. 1 ). strips lie in opposite directions. Press the joint in
a suitable press at a pressure of 8 to 10 kg/cm2.
Allow the bonded specimen to dry under pre-
vailing conditions of temperature and humidity
for 24 hours.
A-4 CONDITIONING
A-4.1 Condition the test specimens for 48 hours
at a temperature of 27 f 2°C and 65 & 5 per-
cent relative humidity.
A-5 PROCEDURE
A-5.1 Fix the two free ends of the test specimen
in the two jaws of the testing machine which shall
be 125 mm apart. Use shims ( see Note ) in the
grips so that the test specimen is properly cen-
tred and is held straight in the grips and the
applied force is in the plane of the bonded area.
Record the load required to separate or break
the joint.
NOTE - The shims may be blocks of metal, wood
or similar material. The thickness of the shim shall
be such that the sum of its thickness and that of
the free end of the strip shall be equal to the total
thickness at the sandwich area.
A-6 REPORT
A-6.1 Report the shear strength in kg/cm2, cal-
culated from the load required to separate or
break the joint and the area of the joint, for
FIG. 1 ROLLER FOR ADHESION STRENGTH each test specimen and the mean of the three
TEST values.IS 12830 : 1989
ANNEX B
( Clause 3.4.1 )
SHEAR STRENGTH AFTER HEAT AGEING
B-l The test specimen prepared as prescribed and then tested for shear strength as prescribed
in Annex A shall be kept in an air oven main- in Annex A.
tained at a temperature of 70 f 2°C for 100 h
ANNEX C
( Clause 3.4.1 )
SHEAR STRENGH AFTER WATER IMMERSION
C-l The test specimen prepared as prescribed in 27 9120°C for 24 hours and then tested for shear
Annex A shall be immersed in water at strength as prescribed in Annex A.
3Standard Mark
The use of the Standard Mark is governed by the provisions of the Bureau of Indian
Standards Act, 1986 and the Rules and Regulations made thereunder. The Standard Mark on
products covered by an Indian Standard conveys the assurance that they have been produced
to comply with the requirements of that standard under a well defined system of inspection,
testing and quality control which is devised and supervised by BIS and operated by the pro-
ducer. Standard marked products are also continuously checked by BIS for conformity to
that standard as a further safeguard. Details of conditions under which a licence for the use
of the Standard Mark may be granted to manufacturers or producers may be obtained from
the Bureau of Indian Standards.Bureau of Indian Standards
BIS is a statutory institution established under the Bureau of Indian Standards Act, 2986 to
promote harmonious development of the activities of standardization, marking and quality
certification of goods and attending to connected matters in the country.
Copyright
BIS has the copyright of all its publications. No part of these publications may be reproduced in
any form without the prior permission in writing of BIS. This does not preclude the free use, in
the course of implementing the standard, of necessary details, such as symbols and sizes, type or
grade designations. Enquiries relating to copyright be addressed to the Director ( Publications ), BIS
Revision of Indian Standards
Indian Standards are reviewed periodically and revised, when necessary and amendments, if any,
are issued from time to time. Users of Indian Standards should ascertain that they are in possession
of the latest amendments or edition. Comments on this Indian Standard may be sent to BIS
giving the following reference:
Dot : No. PCDC 15 ( 697 1
Amendments Issued Since Publication
Amend No. Date of Issue Text Affected
BUREAU OF INDIAN STANDARDS
Headquarters :
Manak Bhavan, 9 Bahadur Shah Zafar Marg, New Delhi 110002
Telephones : 331 01 31, 331 13 75 Telegrams : Manaksaastha
( Common to all Offices )
Regional Offices : Telephone
Central : Manak Bhavaa, 9 Bahadur Shah Zafar Marg,
t 333311 0113 3715
NEW DELHI 110002
Eastern : l/14 C. I. T. Scheme VII M, V. I. P. Road, Maaiktola 37 86 62
CALCUTTA 700054
Northern : SC0 445-446, Sector 35-C, CHANDIGARH 160036 2 18 43
Southern : C. I. Ta Campus, IV Cross Road, MADRAS 600113 41 29 16
Western : Manakalaya, E9 MIDC, Marol, Andheri ( East ) 6 32 92 95
BOMBAY 400093
Branches : AHMADABAD. BANGAT.ORE. Ri{OPAL. DlTlJRANESHWAR
COIMBATORE. FARIDARAD. GHA%l,iBAD C;IJWAHJ’~T~.
HYDERABAD. JAIPUK. KANPIJK. P/27‘~.~\. ‘TI~I\‘AUDRI!‘rL1.
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11590.pdf
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Indian Standard
GUIDELINES FOR WORKING OUT
UNIT RATE COST OF THE
CONSTRUCTION EQUIPMENT USED FOR
RIVER VALLEY PROJECTS
( First Revision )
ICS 93.160; 27.140
0 BIS 199.5
BUREAU OF INDIAN STANDARDS
MANAK BHAVAN, 9 BAHADUR SHAH ZAFAR MARG
NEW DELHI 110002
Lkcmmher 1995 Price Group 4Cost Analysis and Cost Estimates Sectional Committee, RVD 19
FOREWORD
This Indian Standard (First Revision) was adopted by the Bureau of Indian Standards, after the draft finalized
by the Cost Analysis and Cost Estimates Sectional Committee had been approved by the River Valley
Division Council.
River valley projects require large quantities of work to be executed. To complete these in reasonable
time, construction machinery of various types and sizes is deployed according to the particular needs of
the projects.
The capital cost of the machinery is very high. It is important therefore to work out the unit rate cost
of deployment of different types of machines so that the optimum size, type and units of construction machinery
are selected for the project, keeping in view the resources of the project, economics of operation, the time
frame. etc.
The correctness of working out unit rate cost of deployment of machinery is very important in a river valley
project and needs to be standardized. This standard deals with the procedure for working out the unit rate
cost of owning and operating machinery deployed on river valley projects.
This standard was first published in 1986. This revision has been taken up in light of experience gained
in the use of this standard and prevalent practices. The major changes relate to calculation of annual cost
and depreciation of machinery and to the life and repair provisions in respect of various equipment as given
in Table 2.
For the purpose of deciding whether a particular requirement of this standard is covplied 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 11590 : 1995
Indian Standard
GUIDELINES FOR WORKING OUT
UNIT RATE COST OF THE
CONSTRUCTION EQUIPMENT USED FOR
RIVER VALLEY PROJECTS
( First Revision )
1 SCOPE NOTE - Rook value of equipment will be purchase price plus
freight, insurance, nil taxes and duties, post clearance charges,
erection and commissioning expenses and other incidental
1.1 This standard lays down guidelines for working
charges.
out hourly owning and operating cost of different
types of construction equipment used on river valley The rate of interest per annum may be taken at
projects. prevalent rates.
1.2 This standard does not cover hire charges for In case of construction equipment owned by
deployment of machinery. Government departments and deployed for their own
works, the interest charges should not normally be
2 OWNING AND OPERATING COST OF included in the hourly owning and operating cost of
EQUIPMENT the equipment.
2.1 In case of construction equipment, the owning 2.2.2 Insurance Cost
and operating cost is estimated per hour of operation
These may be taken as per actual annual charges.
of equipment, while in case of inspection vehicles
and highway transport vehicles it is usually expressed
2.2.3 Depreciation Cost
as cost per kilometre. These rates are computed for
a period of one year and are reassessed thereafter. There are several methods of calculation of
depreciation cost. However, the simplest of all the
2.2 The hourly owning and operating cost of methods is the straight line method which may be
equipment comprises the following elements: adopted.
a) Ownership Cost The straight line method depreciates the book value
of equipment over its life at a uniform rate till its
i) Interest on capital investment
residual/scrap value which is taken as 10 percent of
ii) Insurance cost the book value. Annual depreciation should be
calculated with reference to scheduled life in hours
iii) Depreciation cost.
and also with reference to scheduled life in years
and the actual depreciation should be taken as the
b) Operational Cost
average of these two.
i) Fuel/energy and lubri&nts charges.
2.2.4 FueUEnergy and Lubricants Charges
ii) Operation and maintenance crew charges.
The fuel/energy and lubricant charges should be taken
iii) Repair charges. as per actuals. However, for the purpose of estimating
iv) Miscellaneous supplies. fuel/energy charges, the following method may be
adopted:
The various elements as mentioned above may be
i) For electrically powered equipment
evaluated as described in 2.2.1 to 2.2.7
In case of such equipment the energy charges can
2.2.1 Interest un Cupitnl Investment bc obtained by estimating the energy consumed in
kilowatt per hour and multiplying it by the cncrgy
The interest charges are to he related to the average rate.
annual cost of equipment based on the lil’e of BHP x 746
equipment in number of years (see Annex A). The Energy consumed = --- -- x C, x Cz
1 000
annual cost of equipment is determined as f~~llo~s:
where
Avcraye annual cost -
BHP = Brake Horse Power,
rl+l
Book value of equipment x -- c, = factor for category of equipment
2 n
(Table l), and
where, n is number in years of life of the equipment. c, = duty factor (Table 1).IS 11590 : 1995
Table 1 Type and Duty Factors
( Clause 2.2.4 )
SI. Category of Cl C, (Duty Factor)
No. Equipment (Type Factor) Y
rLight Medium Heavy
Duty Duty Duty
(1) (2) (3) (4) (5) (6)
0 Dump truck 0.30 0.70 1. oo 1.40
ii) Motor grader 0.40 0.67 1. oo I .33
iii) Hydrnulic excavator 0.50 0.80 1 .oo 1.20
iv) Wheel loader 0.58 0.70 1 .oo 1. I30
v) Motorized scraper :
a) Single engine 0.62 0.70 1. oo 1.30
b) Twin engine 0.57 0.70 I .oo 1.30
vi) Bulldozer 0.57 0.75 1. oo 1.25
vii) Dozer shovel 0.61 0.75 I .oo 1.25
viii) Diesel generator 1 .oo 0.75 I .oo I .2s
and air compressors
ii) For Diesel Powered Equipment The wages may be equally divided amongst the group
of construction machines to which the crew is
Fuel consumed per hour may be estimated
attending.
from the following relationship:
Fuel consumption in litres To obtain hourly charges, the annual charges may
per hour = 0.22 x BHP x C, x C, be divided by the number of scheduled hours for
which the equipment is expected to work during the
year.
BHP = Brake Horse Power,
Apart from the salaries of operating and maintenance
Cl = factor for the category of equipment crew the owner of the equipment has to spend on
(Table l), and their housing, reserve leave salary, terminal benefits,
medical facilities etc. Therefore, for purpose of hourly
c2 = factor for type of duty (Table 1).
charges, the annual cost of operation and maintenance
crew distributed over the operational hours during
iii) For Pneumatically Operated Equipment
the year can be suitably increased by estimating these
The cost of compressed air in Rupees per benefits.
cubic metre per minute can be estimated by
first analysing owning and operating cost of 2.2.6 Repair Charges
air compressor which can then be used. Rated
capacity of equipment may be used for The provision of repair charges is taken as a percentage
obtaining energy charges. of the book value of machine. This provision includes
cost of spare parts and wages for all major repairs
The cost of lubricants can be taken as 25
but does not include normal/routine maintenance. The
percent to 30 percent of the cost of fuel/
total repair provision over the scheduled life is given
energy depending upon the type of equipment.
in Annex A (Table 2). This may be scaled into 5
equal stages of the life of machine as under:
2.2.5 Operatiun and Maintenance Crew Charges
Stage Percentage of
Number of crews to be considered while calculating
Total Repair Provision
operation and maintenance crew charges may be as
per actual deployment. Operation crew charges would
First IO
include the wages of operators, helpers and share of
supervisory staff like chargeman and/or foreman, Second 15
watch and wardman, etc. Maintenance crew charges Third 25
would include wages of mechanics, electricians,
Fourth 30
greasers, helpers, welders, fitters and share of
Fifth 20
supervisory staff like chargeman and/or foreman, etc.
2
IIS 11590 : 1995 L
The repair provision could vary to the extent of about this escalated book value to arrive at the repair
20 percent over and above the indicated provision provision for the stage under consideration.
if severity of job conditions so demand.
2.2.7 Miscellaneous Supplies
The escalation of prices of spares could be provided The hourly miscellaneous supplies provision may be
by increasing the book value nationally on the basis kept as 10 percent of the hourly repair provision.
of price index for the machinery issued by Reserve This could be suitably increased for machines using
Bank of India or any other authorized agency. Scaled wire ropes, cutting edges, etc, and working in adverse
percentage repair provision can then be applied over job conditions.
ANNEX A
( Clauses 2.2.1 and 2.2.6 )
LIFE AND REPAIR PROVISION OF EQUIPMENT
A-l The scheduled operational life of different Number of Shifts Annunl Scheduled
equipment as years and hours are given in Table 2. per Day Production, Hours
One 1 200
A-2 The number of hours a machine is expected to
work in a year dewends on the number of shifts of Two 2 200
operation per day-and number of days available in Three 3 000
a year. Based on 200 working days in a year the
NOTE - Where 200 working days are not available hecause
number of hours available will be as under:
of peculiar situarion existing on account of location of sites
of work, climatic conditions, the scheduled hours may be reduced
proportionnely. Similarly. if more than 200 days are available,
the number of hours may be increased proportionately.
Table 2 Life and Repair Provision of Equipment
( Foreword and Clauses A-l and 2.2.6 ) I
SI No. Equipment Life of Equipment Repair Provision
r- (Percentage of Cost
Calegory v XT--T of Equipment)
(1) (2) (3) (4) (5) (6)
i) Excavators
A) Shovels and draglines :
a) Diesel I) Upto 1.5m’ IO 12 000 IS0
2) Above I .S In* and I2 IS 000 IS0
up fo 2.50 m’
3) Above 2.50 mi I5 25 000 I50
b) Electric I) I.5 to 3.0 m” I5 25 000 IS0
2) Above 3 m’ 20 40 000 150
R) Walkiog draglines 20 30 000 IS0
C) Hydraulic excavator
1) Below I m” (Diesel)
i) Wheeled IO IS 000
ii) Crawler IO 12 000
2) I IO 3 m’ (Diesel)
i) Wheeled I? I7 500 I25
ii) Crawler 12 I5 000 125-I
IS 11590 : 1995
Table 2 (Continued)
SI No. Equipment Life of Equipment Repair Provision
/ A I (Percentage of Cost
Category Capacity -- Hours of Equipment)
(1) (2) (3) (4) G) (6)
3) Over 3 m’:
i) Diesel 12 20 000 IS0
ii) Electric 1.5 2s 000 , 12s
D) Bucket wheeled 20 40 000 150
excavators
E) Dredger in fresh water Hull 25 - 60
Machine IO - 60
F) Barges Hull 16 - 60
Machine 10 60
G) Tugs Hull 16 60
Machine 10 - 60
ii) Dumpers
A) Bottom dumpers I) Up to 20 MT 8 10 000 17.5
2) Above 20 MT and 10 16 000 175
up to 50 MT
3) Above 50 MT 12 20 000 17s
B) Rear dumpers I) Upto 15MT 8 10 000 17s
2) Above 15 MT and IO 12 000 175
up 10 35 MT
3) Above 35 MT and 12 1s 000 17.5
up to 50 MT
4) Ahove 50 MT IS 20 000 175
C) Highway dumpers 8 10 000 175
iii) Scrapers
A) Motorised
a) Push loaded I) Up to 8 m’ struck 8 9 000 200
2) Above 8 m” struck 10 10 000 200
b) Elevating and 10 IO 000 200
self-loading
B) Towed 12 15 000 100
iv) Tractors
A) Crawler I) Up to 100 hp 8 9 noo 200
2) Ahove 100 to 300 hp 10 12 000 240
3) Ahove 300 hp 12 I6 000 240
B) Wheeled I) Upto hp 8 I2 000 200
2) Above 75 hp IO I5 000 200
v) Graders IO 12 000 200
vi) Loaders
A) Crawlc~ 10 12 000 200
B) Wheeled I 0 IS 000 200
C) Belt loaders I6 20 000 IO0
D) Reclaimers and stackers 20 30 000 IO0
4IS 11590 : 1995
Table 2 (Continued)
SI No. Equipment Life of Equipment Repair Provision
/ A .-----+F (Percentage of Cost
’ Category Capacity ’ ’ Years Hours of Equipment)
(I) (2) (3 (4) (5) (6)
vii) Compactors
A) Self-propelled 10 12 000 100
sheepsfoot roller
B) Drawn sheepsfoot rollers IO 000 70
C) Vibratory rollers 8000 200
D) Smooth drum rollers IO 000 80
E) Smooth drum vibratory 8 000 200
r0lltX
F) Pneumatic tyred rollers 8 IO 000 100
G) High speed compactors 10 16 000 100
viii) Water Sprinklers IO 16 000 120
ix) Canal Trimmer and 16 20 000
Lining Equipment
x) Drilling Equipment
A) Drilling jumbo :
a) Pneumatic 8 I2 000 100
b) Hydraulic 10 15 000 120
B) Rock bolting jumbo:
a) Pneumatic 8 12 000 100
b) Hydraulic 10 I5 000 120
C) Air Tracks/Drilling equipment 8 8 000 80
D) Drills :
n) Blast hole drills IO 10 000 80
b) Core drills 8 8 000 80
c) Wagon drills 8 8 000 80
d) Tricnne rotary drills IO IO 000 80
xi) Compressors
A) Diesel I) Portable up to 8 IO 000 100
8.5 m’/min
2) Portable above IO I2 000 100
8.5 m’/min
B) Electric I) Portable up to IO 16 000 80
8.5 m”/min
2) Portable above I2 20 000 80
8.5 m%nin
3) Stationary 20 30 000 X0
xii) Blowers 12 - 80
xiii) Cooling Plants
A) Aggregate cooling plant
20 40 000 75
B) Ice plant
I
xiv) Batching and Mixing Plant
A) Cement handlmg and 18 30 000 15
batching and mixing plant
B) Transit mixers
IO 10 000 120
C) Agitating cars
5As in the Original Standard, this Page is Intentionally Left BlankIS 11590 : 1995
Table 2 (Concluded)
S1 No. Equipment Lie oP Equipment Repair Provision
I A k v- (Percentage of Cost
Cntegory Capacity Years Hours ’ of Equipment)
(1) (2) (3) (4) (3 (6)
C) A&d transport :
a) Ropeways
20 40 000 70
b) Cableways
I
D) Rail transpon :
n) Locomotives
i) Diesel 10 16 000 120
ii) Electrical 22 40 000 100
b) Wagons
20 30 000 70
c) Rail cars
I
xix) Diesel Generating Sets
1) Up to 50 kVA 10 20 000 100
2) Above 50 kVA I.5 30 000 120
xx) Welding Sets
A) Diesel Engine Driven 10 100
B) Motor generator (M-G) set 12 70
C) Transformer type 5 SO
xxi) Machine Tools 15 SO
xxii) Mobile Workshop Van IS 70
xxiii) Mobile Service Van 15 70
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7598.pdf
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IS 7598 : 1990
Indian Standard
CLASSIFICATION OF STEELS
( First Revision >
First Reprint AUGUST 1996
UDC 669.14.001.3
QBIS 1990
BUREAU OF INDIAN STANDARDS
MANAK BHAVAN, 9 BAHADUR SHAH ZAFAR MARG
NEW DELHI 110002
Price Group 2General Metallurgical Standards Sectional Committee, MTD 1
FOREWORD
This Indian Standard was adopted by the Bureau of Indian Standards on 22 January 1990, after the
draft finalized by the General Metallurgical Standards Sectional Committee had been approved by
the Metallurgical Engineering Division Council.
This standard was first published in 1974. This revision has been done keeping in view the manu-
facturing and trade practices followed in this field.
In the preparation of this standard assistance has been derived from:
IS0 4948/l : 1982 Steels - Classification - Part 1 : Classification of steels into unalloyed and
alloy steels based on chemical composition
IS0 4948/2 : 1981 Steels - Classification - Part 2 : Classification of unalloyed and alloy steels
according to main quality classes and main property or application characteristics.
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 7598 : w90
Indian Standard
CLASSIFICATIONO F STEELS
( First Revision )
1 SCOPE NOTE - Limits specified in the table for the following
elements shall not be considered for custom tariff pur-
poses for demarcating unalloyed and alloy steels,
1.1 This standard covers the classification of unless otherwise agreed to:
steels on the basis of chemical composition but
provision is also made for subdivision according a) bismuth;
to specific characteristics or use.
b) lead;
c) selenium;
2 DEFINlTION OP STEEL
d) tellurium; and
2.1 For the purpose of classification, steel is an e) lanthanides and other specified elements ( except
iron base alloy generally suitable for working to S, P, C and N ).
the required shape in the solid state having a
carbon content generally less than 1’5 percent and
3.2.1 For determining whether the steel is unalloy-
containing v;rymi amounts of other elements. A
ed or alloyed, the composition given in the stand-
limited number of high alloyed steels may have
ard or specification or order shall be considered.
more than 2 percent carbon but 2 percent is the
This usually refers to ladle analysis. In the
usual dividing line between steel and qast iron.
absence of a standard or specification or ordered
composition, the classification shall be based on
3 CLASSIFICATiON ON THE BASIS OF the ladle analysis reported by the manufacturer.
CHEMICAL COMPOSITION
It may be necessary to certify the chemical com-
3.1 Steel shall be classified as follows:
position of the material being supplied by analysis
a) Unalloyed steels, and of the product. In such cases, the number of
samples taken, the location of such samples, the
b) Alloy steels. meThods of analysis used and the permissible
deviation from the specified range of chemical
3.2 Unalloyed Steels composition shall be in accordance with the
product specification to which material is being
Unalloyed steels are those steels in which specified supplied.
content of any element is less than that indicated
below: Where the elements are defined by a range or by
a minimum value, the minimum value of that
Constitueiit Percentage range or the minimum specified shall determine
Aluminiurn 0’10 the class of the steel.
Boron 0’000 8
Bismuth 0’10 Where the elements are defined only by maximum
Chromium 0’30 values, 70 percent of these maximum values shall
Cobalt 0’10 determine the class of the steel.
Copper 0’40
Manganese l-65* 3.3 Alloy Steels
Molybdenum 0’08
Nickel 0’30 Alloy steels are those steels where specified content
Niobium 0’06 of any element is equal to or greater than that
Lead 0’40 indicated in 3.1.
Selenium 0’ 10
Silicon 0’50 Depending on the alloy content ( exclusive of
Tellurium 0’10 S, P, C and N ), alloy steels shall be subdivided
Titanium 0’05 as follows:
Tungsten 0’10
Vanadium 0’ 10 Subdivision Total Alloying Elements,
Zirconium 0’05 Percent
Lanthanides ( each ) 0’05
Low alloy steels Up to and including 5
Other specified elements
( except S, P, C and N) 0’05 Medium alloy steels More than 5 but up to
and including 10
*If only a maximum is specitied for the manganese
content of the steel the boundary shall be at 1’80 percent. High alloy steels -More than 10IS 7598: I990
4 MAIN CLASSES OF UNALLOYED STEELS 4.2.3 Unulloyed Quality Steel
4.2.3.1 General description
4.1 The main classes of unalloyed steels are
characterized by: The term ‘unalloyed quality steel’, applies to those
unalloyed steels which require special care during
a) the main quality class ( see 4.2 ), and
production ( for example, by grain size control,
b) the main characteristic ( see 4.3 ) of the decrease of sulphur and phosphorus content, im-
steel. provement of surface finish or increased production
control, etc ) to achieve, in comparison with base
4.2 Main Quality Classes steels, special quality characteristics such as improv-
ed resistance against brittle fracture, improved
4.2.1 Subdivision cold-forming properties, etc. However, require-
ments concerning careful production of these
Unalloyed steels are subdivided into the following
steels are less stringent than those for classical
main quality classes:
unalloyed special steels, that is, steels with con-
a) Base steel ( see 4.2.2 ), trolled hardcnability.
b) Unalloyed quality steel ( see 4.2.3 ), and
4.2.3.2 Dejinition
c) Unalloyed special steel ( see 4.2.4 ).
Unalloyed quality steels are those steels
4.2.2 Buse* Steel which are covered neither by the definition given
in, 4.2.2 for base steels nor by that given in 4.2.4
4.2.2.1 General description
for unalloyed special steels.
The term ‘base steel’ applies to all steels for which
no quality requirement, which would necessitate 4.2.4 Unalloyed Special Steel
special care during steel production, is specified.
4.2.4.1 General description
4.2.2.2 Definition
The term ‘unalloyed special steel’ applies to those
Base steels are steels which simultaneously meet steels the production of which requires special
the following four conditions: care comparable in extent with the care necessary
for the production of the classical special steels,
4 The steel is unalloyed. that is, unalloyed steels with controlled ( special )
b) No heat treatment? is specified. hardenability requirements.
4 The characteristics, if specified in product
In view of their special manufacturing conditions,
standards or specifications, are as follows:
special steels are generally cleaner-especially from
Minimum tensile strength <690 N/mm2 the point of view of inclusions-than quality steels.
Minimum yield strength < 360 N/mm2
Minimum elongation on < 26 percent
4.2.4.2 Dejinition
( Lo = 5 do )
Minimum diameter of > 1 x thickness The following unalloyed steels are special steels:
bending mandrel of test piece
a) All unalloyed steels ( including unalloyed
Minimum energy absorb-
free-cutting steels and tool steels ) destined
ed at 20°C ( on V-
for heat treatment for which specific
notch test piece taken
requirements for at least one of the follow-
longitudinally ) <2l,J
” ing characteristics are to be o_bserved:
Maximum Rockwell
Hardness HRB ~60 1) Requirements concerning the impact
Maximum carbon content > 0’ 10 percent properties in the quenched and tempered
Maximum phosphorus or simulated case-hardened condition.
content > 0’050 percent 2) Requirements concerning the hardening
Maximum sulphur depth or surface hardness after hardening
content > 0’050 percent or hardening and tempering.
Maximum nitrogen
content > 0’007 percent 3) Requirements concerning limitation of
surface discontinuities.
NOTE - The indicated mechanical characteristics
4) Requirements concerning limitation of
correspond to the range of thicknesses from 3 to 16 mm
and apply to test pieces taken in the longitudinal or the non-metallic inclusion content and/
transverse direction in accordance with the require- or the internal homogeneity.
;nents of the relevant standard or specification.
b) All unalloyed steels not destined for heat
d) No other quality requirement is specified. treatment for which at least one of the
following requirements is to be observed:
*Other terms used until now are regular steels, com-
1) Requirements concering limitation of
mercial or merchant steel.
the non-metallic inclusion content and/or
tAnnealing ( for example, stress-relieving treatment,
the internal homogeneity, for example,
softening, annealing or normalizing ) is not to be con-
sidered as heat treatment. plates resistant to lamellar tearing.IS 7598 : 1990
2) The maximum phosphorus and/or 4 Unalloyed free cutting steels ( percent
sulphur content is limited as follows: sulphur minimum, cast > 0’070 percent
and/or additions of Pb, Bi, Te, Se or P).
i) For ladle analysis : <0’020 percent
4 Unalloyed tool steels.
ii) For product analysis : X0.025 percent
f) Unalloyed steels with particular specifica-
Examples: tions for magnetic or electrical properties
Certain steels for welding wire, steel ( Examples: Magnetic sheet and strip, steel
for wire for tyres. with permeability requirements for trans-
mitters, telephone wire, etc. ).
3) The contents of the following residual
elements are simultaneously restricted d Other unalloyed steels.
as follows:
Cu Max, cast <O’lO percent 5 -MAIN CLASSES OF ALLOY STEELS
Co Max, cast LO’05 percent 5.1T he main classes of alloy steels are charac-
terized by:
V Max, cast <O-O5 percent
a) the main quality class ( see 5.2 ), and
4) The requirements for the surface quality
are more stringent than those specified b) the main characteristic (see 5.3) of the
in IS0 4954 for cold-heading and. cold-
steel.
extruding steels.
* Examples: 5.2 Main Quality Classes
Certain cold-forging, cold-drawing
and plating qualities. 5.2.1 Alloyed Quality Steel
c) Steels with a specified electrical con- 5.2.1.1 General description
ductivity > 9 S/m or with specified magnetic
properties, e_xcepting magnetic sheet and The term ‘alloyed quality steel’ applies to steels
strip for which only the maximum magnetie with low alloy contents which are manufactured
losses and the minimum magnetic induction, in relatively large quantities and according to
and not, for example, the permeability, is quality requirements which are, in comparison
specified. with those for alloyed special steels, relatively
easy to fulfil.
4.3 Main Characteristics
5.2.1.2 Definition
For the purpose of this standard. main charac-
teristics are considered to be those characteristics The following alloy steels are quality steels.
which are applied with a certain priority, for
example, in designation systems or for classifica- 5.2.1.2.1 Structural weldable fine grain steels with
tion of steels. high yield strength, which simultaneoulsy meet
the following conditions:
4.3.1 For unalloyed steels, the classification 4 The specified minimum yield strength is
according to main characteristics used is as
less than 420 N/mm2 (for thicknesses
follows: < 16 mm ).
a) Unalloyed steels with Re maximum, Rm
b) The alloy contents, defined by a minimum
maximum, or HB maximum (or maximum
value or the lower value of a range, are
diameter of bending mandrel, etc) as the
less than the values given in Table 1.
main characteristic. ( Example : Soft sheet
for cold-forming ).
If the alloying elements is defined by a maximum
b) Unalloyed steels with Re minimum or Rm value only the class to which it belongs is given
minimum, as the main characteristic. by the value corresponding to 70 percent of this
(Examples : Structural steels including maximum value.
steels for ships, pipelines, pressure purposes
and unalloyed steels with improved weather 5.2.1.2.2 Steels which are only alloyed with
resistance ). *copper and having a specified minimum capper
c) Unalloyed steels with the carbon content content greater than or equal to 0’40 percent but
as the main characteristic, with the excep less than 0’50 percent, or, if no minimum value si
tion of the steels indicated under (d) and specified, a specified maximum copper content
(e). (Examples: Steels for wire rod, steel greater than or equal to 0’57 percent but less
for quenching and tempering, etc. ). than 0’70 percent.IS 7598:1990
Table 1 High Yield Strengh Alloyed 5.2.1.2.3 Alloys steels for rails
steels - Limiting Contents of Alloying
Elements for Alloyed Quality Steels 5.2.1,2.4 Silica-manganese steels for springs or
[ CIuu.w 5.2.1.2.1 (b) I parts resistant to abrasion with P and S > 0’035
percent. h
Alloying Element Limiting Contents,
Percent
5.2.1.2.5 Steels for sheets and strips containing
Chromium* 0’50 only Si and/or Al as alloying element and with
Copper’ 0’50 requirements for magnetic losses and for the
minimum values for magnetic induction only
Lanthanides 0’06
(which means, for example, no requirements for
Manganese 1’80
permeability ).
Molybdenum+ 0’10
Nickel* 0’50
5.2.2 AIfoyed Special Steel
Niobium? 0’08
Titanium+ 0’12
All alloy steels, excluding those indicated in 5.2.1
Vanadium? 0’12
are special steels.
Zirconium* 0’12
Other elements not mentioned -
5.3 Main Characteristics
*When two, three or four of these elements are
specified together in the steel under consideration, it
The general description given in 4.3.1, for the
is necessary to consider simultaneously:
main characteristics of unalloyed steels applies
-the limiting contents for each one of these elements;
also for alloy steels.
-the limiting content for mall these elements which
should be taken as equal to 70 percent of the sum
of the limiting contents indicated for each one of
the two, three or four-elements in question. . 5.3.1 The criteria used f&r the main characteri-
stics of alloy steels are characteristic applications,
tThe rule in for (+) is also applicable in these elements. properties andfor alloy contents.Bureau of Indian Standards
BIS is a statutory institution established under the Bureau oflndian Standards Act, 1986 to promote harmonious
development of the activities of standardization, marking and quality certification of goods and attending to
connected matters in the country.
Copyright
BIS has the copyright of all its publications. No part of these publications may be reproduced in any form without
the prior permission in writing of BIS. This does not preclude the free use, in the course of implementing the
standard, of necessary details, such as symbols and sizes, type or grade designations. Enquiries relating to
copyright be addressed to the Director (Publications), BIS.
Review of Indian Standards
Amendments are issued to standards as the need arises on the basis of comments. Standards are also reviewed
periodically; a standard along with amendments is reaffirmed when such review indicates that no changes are
needed; if the review indicates that changes are needed, it is taken up-for revision. Users of Indian Standards
should ascertain that they are inpossession of the latest amendments or edition by referring to the latest issue
of ‘BIS Handbook’ and ‘Standards : Monthly Additions’.
This Indian Standard has been developed from Dot : No. MTD 1 ( 3479 ).
Amendments Issued Since Publication
Amend No. Date of Issue Text Affected
BUREAU OF INDIAN STANDARDS
Headquarters:
Manak Bhavan, 9 Bahadur Shah Zafar Marg, New Delhi 110002 Telegrams: Manaksanstha
Telephones : 323 01 31, 323 94 02, 323 83 75 ( Common to
all offices )
Regional Offices: Telephone
Central : Manak Bhavan, 9 Bahadur Shah Zafar Marg I 323 76 17
NEW DELHI 110002 323 3841
Eastern : l/14 C. I. T. Scheme VII M, V. I. P. Road, Maniktola C 337 84 99, 337 85 61
CALCUTTA 700054 337 86 26, 33i 86 62
Northern : SC0 335-336, Sector 34-A, CHANDIGARH 160022 C 603843
60 20 25
Southern : C. I. T. Campus, IV Cross Road, MADRAS 600113 I 235 02 16,235 04 42
235 15 19,235 23 15
Western : Manakalaya, E9 MIDC, Marol, Andheri (East) 8329295,8327858
MUMBAI 400093 C 8327891,8327892
Branches : AHMADABAD. BANGALORE. BHOPAL. BHUBANESHWAR.
COIMBATORE. FARIDABAD. GHAZIABAD. GUWAHATI. HYDERABAD.
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|
4031_6.pdf
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IS : 4031 (Part 6) - 1988
(Reaffirmed 2000)
Edition 2.3
(2003-02)
Indian Standard
METHODS OF PHYSICAL TESTS FOR
HYDRAULIC CEMENT
PART 6 DETERMINATION OF COMPRESSIVE STRENGTH OF HYDRAULIC
CEMENT OTHER THAN MASONRY CEMENT
( First Revision )
(Incorporating Amendment Nos. 1, 2 & 3)
UDC 666.94:539.411
©BIS2003
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 : 4031 (Part 6) - 1988
Indian Standard
METHODS OF PHYSICAL TESTS FOR
HYDRAULIC CEMENT
PART 6 DETERMINATION OF COMPRESSIVE STRENGTH OF HYDRAULIC
CEMENT OTHER THAN MASONRY CEMENT
( First Revision )
0. F O R E W O R D
0.1This Indian Standard (Part 6) (First revision, therefore, reference is given to
Revision) was adopted by the Bureau of Indian different instrument specifications deleting the
Standards on 10 March 1988, after the draft description of the instruments, as it has been
finalized by the Cement and Concrete Sectional recognized that reproducible and repeatable
Committee had been approved by the Civil test results can be obtained only with standard
Engineering Division Council. testing equipment capable of giving desired
0.2Standard methods of testing cement are level of accuracy. This part covers the method
for determining the compressive strength of
essential adjunct to the cement specifications.
hydraulic cement other than masonry cement
This standard in different parts lays down the
which is covered in Part 7 of this standard. The
procedure for the tests to evaluate the physical
criteria for accepting compressive strength
properties of different types of hydraulic
values has been incorporated and the use of
cements. The procedure for conducting
single graded sand has been deleted in this
chemical tests of hydraulic cement is covered in
revision.
IS : 4032-1985*.
0.3Originally all the tests to evaluate the 0.4This edition 2.3 incorporates Amendment
No. 1 (March 1993), Amendment No. 2 (March
physical properties of hydraulic cements were
2002) and Amendment No. 3 (Feburary 2003).
covered in one standard but for facilitating the
Side bar indicates modification of the text as
use of this standard and future revisions, it has
the result of incorporation of the amendments.
been decided to print the different tests as
different parts of the standard and, accordingly 0.5For the purpose of deciding whether a
this revised standard has been brought out in particular requirement of this standard is
thirteen parts. This will also facilitate updating complied with, the final value, observed or
of individual tests. Further, since publication of calculated, expressing the result of a test or
the original standard in 1968, a number of analysis, shall be rounded off in accordance
standards covering the requirements of with IS : 2-1960*. The number of significant
different equipment used for testing of cement, places retained in the rounded off value should
a brief description of which was also covered in be the same as that of the specified value in
the standard, had been published. In this this standard.
*Method of chemical analysis of hydraulic cement (first
revision). *Rules for rounding off numerical values (revised).
1. SCOPE 3. TEMPERATURE AND HUMIDITY
1.1This standard (Part 6) covers the procedure 3.1The temperature of moulding room, dry
for determining the strength of cement as materials and water shall be maintained at
represented by compressive strength tests on 27±2°C. The relative humidity of the
mortar cubes compacted by means of standard laboratory shall be 65±5 percent.
vibration machine. 3.2The moist closet or moist room shall be
maintained at 27±2°C and at a relative
2. SAMPLING AND SELECTION OF TEST
humidity of not less than 90 percent.
SPECIMEN
4. GENERAL
2.1The samples of the cement shall be taken in
4.1Standard Sand — The standard sand to be
accordance with the requirements of
used in the test shall conform to IS:650-1966*.
IS:3535-1986* and the relevant standard
specification for the type of cement being 5. APPARATUS
tested. The representative sample of the
5.1Vibration Machine — Vibration machine
cement selected as above shall be thoroughly
mixed before testing.
*Specification for standard sand for testing of cement
*Methods of sampling hydraulic cement (first revision). (first revision).
1IS : 4031 (Part 6) - 1988
conforming to IS : 10080-1982*. and the temperature of water and that of the
5.2Poking Rod — Poking rod conforming to test room at the time when the above
operations are being performed shall be
IS : 10080-1982*.
27±2°C. Potable/distilled water shall be used
5.3Cube Mould — The mould shall be of
in preparing the cubes.
70.6mm size conforming to IS : 10080-1982*.
6.1.2The material for each cube shall be mixed
5.4Gauging Trowel — Gauging trowel
separately and the quantity of cement,
conforming to IS:10086-1982†.
standard sand and water shall be as follows:
5.5Balance — The balance shall conform to
Cement 200g
the following requirements:
Standard 600g
On balance in use, the permissible variation
Sand
at a load of 1000g shall be ±1.0g. The
permissible variation on new balance shall P
Water ----+3.0 percent of combined
be one-half of this value. The sensibility 4
reciprocal shall be not greater than twice the
mass of cement and sand,
permissible variation.
whereP is the percentage of
NOTE1 — The sensibility reciprocal is generally defined water required to produce a
as the change in load required to change the position of paste of standard consistency
rest of the indicating element or elements at a determined as described in
non-automatic indicating scale a definite amount of any
IS:4031 (Part 4)-1988*.
load.
NOTE2 — Self-indicating balance with equivalent 6.1.3Place on a nonporous plate, a mixture of
accuracy may also be used. cement and standard sand. Mix it dry with a
5.6Standard Weights — The permissible trowel for one minute and then with water
variation on weights in use in weighing the until the mixture is of uniform colour. The
cement shall be as prescribed in Table 1. quantity of water to be used shall be as
specified in 6.1.2. The time of mixing shall in
TABLE 1 PERMISSIBLE VARIATIONS any event be not less than 3min and should the
ON WEIGHTS
time taken to obtain a uniform colour exceed
WEIGHT PERMISSIBLE VARIATION ON 4min, the mixture shall be rejected and the
WEIGHTS IN USE operation repeated with a fresh quantity of
(1) (2) cement, sand and water.
(g) (g) 6.2 Moulding Specimens
500 ±0.35
6.2.1In assembling the moulds ready for use,
300 ±0.30
cover the joints between the halves of the
250 ±0.25
mould with a thin film of petroleum jelly and
200 ±0.20
apply a similar coating of petroleum jelly
100 ±0.15
between the contact surfaces of the bottom of
50 ±0.10
the mould and its base plate in order to ensure
20 ±0.05
10 ±0.04 that no water escapes during vibration. Treat
5 ±0.03 the interior faces of the mould with a thin
2 ±0.02 coating of mould oil.
1 ±0.01 6.2.2Place the assembled mould on the table of
5.7Graduated Glass Cylinders — the vibration machine and hold it firmly in
Graduated glass cylinders of 150 to 200ml position by means of a suitable clamp. Attach a
capacity. The permissible variation on these hopper of suitable size and shape securely at
cylinders shall be ±1ml. The main graduation the top of the mould to facilitate filling and this
lines of the cylinders shall be in circles and hopper shall not be removed until the
shall be numbered. The least graduations shall completion of the vibration period.
extend at least one-seventh of the way around, 6.2.3Immediately after mixing the mortar in
and intermediate graduations shall extend at accordance with 6.1, place the mortar in the
least one-fifth of the way around the cylinder. cube mould and prod with the rod specified
The graduation lines may be omitted for the in5.2. The mortar shall be prodded 20 times in
lowest 5ml. about 8s to ensure elimination of entrained air
and honey-combing. Place the remaining
6. PREPARATION OF TEST SPECIMENS
quantity of mortar in the hopper of the cube
6.1 Mix Proportions and Mixing mould and prod again as specified for the first
6.1.1Clean appliances shall be used for mixing layer and then compact the mortar by
vibration.
*Specification for vibration machine for casting
standard cement mortar cubes. *Methods of physical tests for hydraulic cement: Part 4
†Specification for moulds for use in tests of cement and Determination of consistency of standard cement paste
concrete. (first revision).
2IS : 4031 (Part 6) - 1988
6.2.4The period of vibration shall be two cements, the periods being reckoned from the
minutes at the specified speed of 12000±400 completion of vibration.
vibration per minute.
7.1.1The cubes shall be tested on their sides
6.2.5 At the end of vibration, remove the mould without any packing between the cube and the
together with the base plate from the machine steel plattens of the testing machine. One of the
and finish the top surface of the cube in the plattens shall be carried on a base and shall be
mould by smoothing the surface with the blade self-adjusting, and the load shall be steadily
of a trowel. and uniformly applied, starting from zero at a
6.3Curing Specimens — Keep the filled rate of 35N/mm2/min.
moulds in moist closet or moist room for 24±1
8. CALCULATION
hours after completion of vibration. At the end
of that period, remove them from the moulds 8.1The measured compressive strength of the
and immediately submerge in clean fresh water cubes shall be calculated by dividing the
and keep there until taken out just prior to maximum load applied to the cubes during the
breaking. The water in which the cubes are test by the cross-sectional area, calculated from
submerged shall be renewed every 7 days and the mean dimensions of the section and shall be
shall be maintained at a temperature of expressed to the nearest 0.5N/mm2. In
27±2°C. After they have been taken out and determining the compressive strength, do not
until they are broken, the cubes shall not be consider specimens that are manifestly faulty,
allowed to become dry. or that give strengths differing by more than 10
percent from the average value of all the test
7. TESTING
specimens. After discarding specimens or
7.1Test three cubes for compressive strength strength values, if less than two strength
for each period of curing mentioned under the values are left for determining the compressive
relevant specifications for different hydraulic strength at any given period, a retest shall be
made.
3Bureau of Indian Standards
BIS is a statutory institution established under the Bureau of Indian Standards Act, 1986 to promote
harmonious development of the activities of standardization, marking and quality certification of goods and
attending to connected matters in the country.
Copyright
BIS has the copyright of all its publications. No part of these publications may be reproduced in any form
without the prior permission in writing of BIS. This does not preclude the free use, in the course of
implementing the standard, of necessary details, such as symbols and sizes, type or grade designations.
Enquiries relating to copyright be addressed to the Director (Publications), BIS.
Review of Indian Standards
Amendments are issued to standards as the need arises on the basis of comments. Standards are also
reviewed periodically; a standard along with amendments is reaffirmed when such review indicates that no
changes are needed; if the review indicates that changes are needed, it is taken up for revision. Users of
Indian Standards should ascertain that they are in possession of the latest amendments or edition by
referring to the latest issue of ‘BIS Catalogue’ and ‘Standards:Monthly Additions’.
This Indian Standard has been developed from Doc:No. BDC 2 (4142)
Amendments Issued Since Publication
Amend No. Date of Issue
Amd. No. 1 March 1993
Amd. No. 2 March 2002
Amd. No. 3 Feburary 2003
BUREAU OF INDIAN STANDARDS
Headquarters:
Manak Bhavan, 9 Bahadur Shah Zafar Marg, New Delhi 110002. Telegrams:Manaksanstha
Telephones:323 01 31, 323 33 75, 323 94 02 (Common to all offices)
Regional Offices: Telephone
Central :Manak Bhavan, 9 Bahadur Shah Zafar Marg 323 76 17
NEW DELHI 110002 323 38 41
Eastern : 1/14 C. I. T. Scheme VII M, V. I. P. Road, Kankurgachi 3378499, 33785 61
KOLKATA700054 3378626, 3379120
Northern : SCO 335-336, Sector 34-A, CHANDIGARH 160022 603843
602025
Southern : C. I. T. Campus, IV Cross Road, CHENNAI 600113 2350216, 2350442
2351519, 2352315
Western :Manakalaya, E9 MIDC, Marol, Andheri (East) 8329295, 8327858
MUMBAI 400093 8327891, 8327892
Branches : AHMEDABAD. BANGALORE. BHOPAL. BHUBANESHWAR. COIMBATORE.
FARIDABAD. GHAZIABAD. GUWAHATI. HYDERABAD. JAIPUR. KANPUR.
LUCKNOW. NAGPUR. NALAGARH. PATNA. PUNE. RAJKOT. THIRUVANANTHAPURAM.
VISHAKHAPATNAM.
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