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1s I 8062( Part IV ) - 1979
Indian Standard
CODEO F PRACTICE FOR CATHODIC
PROTECTION OF STEEL STRUCTURES
PART IV GALVANIC PROfECtlON OF DOCKGATES,
CAISSONS, PIERS AND JETTIES
_’ i
Corrosion Protection Sectional Committee, SMDC 29
Chairman Representing
SHRI c. P. Dk Naval Chemical & Metallurgical Laboratory,
Bombay
DR S, N. PANDkY (Aftornate to
Shri C. P. De )
SHXI A. K. BHATTACHARYYA National Test House, Calcutta
SHRI P. K. PAIN ( Alternate)
SHRI S. BHA~ACBARYYA The Alkali & Chemical Corporation of ( India )
Ltd, Calcutta
SHRI V, R. KRISHNAN (Alternate)
SHRI D. D. BHUPTANI Indian Tube Co Ltd, Jamshedpur
SHRI B. N, DAM Tube Products of India, Avadi
SHRI H. R. THILKAN ( Alternate )
SHRI A. D. GUPTA The Fertilizer Corpotation of India Ltd, Sindri
SHRI A. N. SINDHI ( Alternate )
SHRI V. K. JAIN Oil & Natural Gas Commission, Dehra Duu
SHR~K . S. BHATiA ( Al&ma& )
JOINT DIRECTOR STANDARDS Ministry of Railways
( CARRIAOE-1 )
DEPWTY DIRECTOR(CHEMICALS)
(Alternate j
SHRI K. K. KHANNA National Buildings Organizatiou, New Delhi
SHRI SHASHI KANT ( Albmutc )
DR A. K. LAHIRI . ’ Engineers India Ltd, New Delhi
SHRI R. C. MISHRA Heavy Electric& ( India ) Ltd, Bhopal
SHRI A. K. BAS~I( Al&mats )
SHRI K. P. MUKHERJEE National Metallurgical Lab, Jamshedpur
DR INDER SINGX( Altcmuts)
SHRI R. N. MUKHERJEE Steel Authority of India ( Bokaro Steel Ltd ),
Bokaro Steel City
SHRI K. ANNAIAH ( Altemats )
( Continued on page 2 )
@ myright 1979
INDIAN STANDARDS INSTITUT$$l
Tbii ublication is rotected under the Indian CopVright Act ( XIV of 1957 ) and
repr OBu ction in who Pe or in part by any means except with written permission of tbe
publisher shall be deemed to be au infringement of copyright under the said Astc b ”IS : 8062( Part IV ) - 1979
( Continuedfrom page 1 )
Members Representing
SHRI R. P. NAGAR Tata Consulting Engineers, Bombay
%RIL.PUGAZHENTHY Indian Lead/Zinc Information Centre, New Delh
DR K. S. RAJAGOPALAN Central Electra-chemical Research Institute,
Karaikudi
DR N. SU~RAMANYAN( Alternate )
&IRIS. RAMAJAYAY Indian Telephone Industries Ltd, Bangalore
SHRI M. S. NANJUNDA RAO ( Altctnatc )
SHR~G . RAMAWRTHY Tata Engineering & Locomotive Co Ltd,
Jamshedpur
DRN. P.Rao Ministry of Defence ( R & D)
SHRIJ . BANERJEE( Alternate)
SHRI G. H. RODRICKS Fibreglass Pilkington, Bombay
SHRI S. G. PITRE ( Alternate )
SHRI M.B.SATYANARAYANA Addisons Paints & Chemicals Ltd, Madras
SHRIB.N.SEN Hindustan Steel Ltd, Rourkela
SHRI P. C. PRADA (Alternate)
Da R. SWA KUMAR Pyrene-Rai Metal Treatments Ltd, Bombay
SHRI M. BALAKRXSHN~ ( Alternate )
SHRI Y.C. SUBRU~ANYA DirectorateG eneral, Ordnance Factories, Calcutta
Srmr D. SEN ( Alternab?)
SHRI C. R. RAMA RAO, Director General, IS1 ( EC@& Member)
Director (Strut & Met 1
&RI B. MUKEERJI
Deputy Director (Metals ), IS1
.J’!
*
-LA.. ”
2IS : 8062 ( Part IV ) -1979
Indian Standard
CODE OF PRACTICE FOR CATHODIC
PROTECTION OF STEEL STRUCTURES
PART IV GALVANIC PROTECTION OF DOCKGATES,
CAISSONS, PIERS AND JETTIES
0. FOREWORD
0.1 This Indian Standard (Part IV ) was adopted by the Indian Standards
Institution on 15 February 1979, after the draft finalized by the Corrosion
Protection Sectional Committee had been approved by the Structural and
Metals Division Council.
0.2 The increasing activity of the navy and the mercantile shipping has
led to the expansion of harbour installations like dockgates, caissons, piers,
jetties, etc. Steel used in such structures are subjected to severe corrosive
environment and requires protection to supplement the existing paint
systems. With proper cathodic protection systems, such structures are
expected to have much longer life.
0.3 The dockgates which open and close the entry to dry docks are
usually made of steel and require cathodic protection only on external
surfaces. Caissons are buoyant steel structures for closing the entrace of wet
basins, dry docks and locks and are built with buoyancy chambers and
ballast tanks containing water which may be adjusted for sinking or
floating as required. The design of the cathodic protection sysem is,
therefore, provided on the basis of: (a) internal area under cotmplete
immersion, (b) external area, and (c) inter tidal area. Similarly jetties
and piers which remain under sea or river water require cathodic
protection.
0.4 This code is being issued in parts. The other parts of this code are as
follows:
Part I General principles
Part II Underground pipelines
Part III Ship’s hulls
_,i’
3IS : 8062 ( Part IV ) - 1979
1. SCOPE
1.1 This standard ( Part IV ) deals with the requirements of cathodic
protection of dockgates, caissons, piers and jetties using galvanic type of
anodes.
1.2 This standard should be read in conjunction with IS : 8062 ( Part I )-
1976* and IS: 8062 ( Part III )-1977t.
2. CHOICE OF CATHODIC PROTECTION METHOD
2.1 Of the two methods, namely, the galvanic and the impressed current
system, the galvanic method is preferable to the impressed current system
for such structures. The caisson requires additional protection by galvanic
anodes of the inside tanks/chambers.
3. APPLICATION OF GALVANIC ANODE SYSTEM
3.1 Anode Material -The galvanic anode material may be made of
alloys based on magnesium, zinc or aluminium. The aluminium alloy
anode is preferable to other types of anodes for cathodic protection in view
of cost, indigenous availability and ease of fabrication. This may be used
in various’ sizes and shapes depending on the requirement so as to deliver
adequate protective current to the specific structure.
3.2 Design and Installation of Anodes
3.2.1 Galvanic anodes shall be provided with steel inserts suitable for
welding orfitting by means of studs.
3.2.2 With weld-on type anodes, the projecting steel insert ends shall be
welded to the structures to be protected cathodically.
3.2.3 For studs-on type anodes, studs shall be securely welded to the
steel plates. Nuts are used to lock the anodes. Tack welding of the nut
to the insert is desirable. The cavity around the stud and the nut should
be filled with putty. The studs used should be made of mild steel.
3.2.4 Adequate safety precautions for hot-work shall be taken prior to
welding of anodes or studs on such structures.
3.23 Protective coatings may preferably be applied to the structures
only after fitting of anodes.
*Code of practice for cathodic protection of steel JtFJCtures: Part I General principles.
tCode of practice for cathodic protection of steel stnictures: Part III Ship’s hulla.IS : 8062 ( Part IV ) - 1979
3.2.6 Protection of Anodes During Painting - Anodes shall be suitably
masked during painting of the structures and in no case, anode surface
shall be painted. If any paint/coating material is found to adhere to the
anode surface, it shall be cleaned by any suitable solvent or scraped off.
3.3 Mass of Anode Material
3.3.1 The mass of anode material required to cathodically protect a
water-front structure from corrosion depends on: (a) current density
required per unit area of wetted surface which shall take into account
areas remaining permanently immersed and alternately/periodically
immersed, (b) current capacity of the anode, and (c) period for which
cathodic protection is necessary.
3.3.2 Knowing the current capacity of the anode in terms of ampere
year per unit mass, the total mass of anode which is necessary for such struc-
tures may be calculated for the immersed area for one year or its multiple
till the lifting out of the structure for maintenance/repair. Normally,
cathodic protection is required to be provided for a period of 3-4 years.
3.4 Namber and Distribution of Anodes
3.4.1 The number of anodes depends upon the mass and dimension of
individual anodes as well as ease of handling. The following factors also
influence the number of anodes, namely: (a) quality and condition of paint
coating, (b) ‘area under full immersion, and (c) area subjected to inter-
mittent immersion. Dilution of sea water by fresh water due to heavy
rains? etc, may cause wide fluctuation in the requirement of current
density.
3.4.2 The distribution of anodes depends upon the complexity of
structure and efforts shall be made to position the anodes in such a way
that all parts of the structure receives the required amount of average
current density. Usually, a distance of 3-5 m between the anodes is
considered adequate.
4. CURRENT DENSITY
4.1 The current density required to protect the wetted area of such
structures is a variable quantity and may range between 10 mA and
50 mA per square metre of painted surface to be protected. This depends
also upon the: (a) condition of the paint applied, (b) salinity of water,
and (c) temperature. It should be recognized that a paint coating may
deteriorate with time and the structure woul&be in need for greater
amount of cathodic current progressively.IS : 8062 ( Fart IV ) - 1979
5. LOCATION OF ANODES
5.1 Anodes shall not be fitted in a chamber of a caisson ( internal ) at a
height greater than 27/M metre, where M is the gross mass ( kg ) of the
anode including inserts, the height being measured from the base of the
particular chamber.
5.2 Location of anodes for external surfaces shall be selected in such a way
that adequate protection is obtained over the whole surface.
6. RENEWAL OF ANODES
6.1 Galvanic anodes shall be replaced when wastage has occurred to the
extent of about 70 percent of the total mass of the anode.
7. PROTECTIVE COATING SCHEDULE
7.1 The bitumen or bitumen based compositions may be used as a satis-
factory protective coating system for static water front structures. The
following compositions are recommended for this purpose:
a) Bitumen Solution - 3 coats conforming to IS : 158-1968*, or
b) Hot Melting Bitumen Enamel - 1 coat over a priming coat con-
forming to IS : 158-1968*.
7.2 Other heavy duty paint coatings may be used provided due attention
is paid to the surface preparation.
8. STRUCTURE-TO-ELECTROLYTE POTENTIAL
8.1 When the external surfaces of the structures are satisfactorily protected,
the structure/water potential shall remain within the range shown in
Table 3 of IS : 8062 ( Part I )-1976t.
9. PRECAUTIONARY MEASURES
9.1 Potential measurements should be made with reference electrodes
located in water in close proximity to the structure to be protected, to
minimize IR drops.
9.2 Steel coupons having simiIar composition to the structural materials
may be placed with structure to determine the effectiveness of the
*Specification for ready mixed paint, brushing, bitu,minous, black, lead-free, acid,
alkali, water and heat resisting for general purposes ( scu?nd re&oa ).
tCode of practice for cathodic protection of steelbhictures: Part I General principles.IS : 8062 ( Part IV ) - 1979
corrosion preventive measures, specially for areas suspected of being
comparatively inaccessible to cathodic protection.
9.3 The eEcacy of some aluminium alloy anodes is adversely affected when
covered with mud; attaching such anodes to structural members located
at or below the mud-line should be avoided.
S’!INDIAN STANDARDS
ON
CORROSION
IS:
3531-1968 Glossary of terms relating to corrosion of metals
3618-1966 Phosphate treatment of iron and steel for protection against corrosion
4180-1967 Code of practice for corrosion protection of light gauge steel sections used
in building
4777-1968 Performance tests for protective schemes used in the protection of light
gauge steel against corrosion
5555-1970 Code of procedure for conducting field studies on atmospheric corrosion of
metals
6005-1970 Code of practice for phosphating of iron and steel
7808-1975 Code of procedure for conducting studies on underground corrosion of
metals
9062 ( Part I )-1976 Code of practice for cathodic protection of steel structures: Part II
General principles
8062 ( Part II )-1976 Code of practice for cathodic protection of steel structures: Part II
Underground pipelines
8062 ( Part III)-1977 Code of practice for cathodic protection of steel structures:
Part III Ship’s hulls
8221-1976 Code of practice for corrosion prevention of metal components in packages
8629 ( Parts I to III )-1977 Code of practice for protection of iron and steel structures
from atmospheric corrosion
.
.4.. -
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3809.pdf
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IS : 3809 - 1979
( Reaffirmed 1992 )
Indian Standard
FIRE RESISTANCE TEST OF STRUCTLLRES
( First Revision )
First Reprint MARCH 1997
UDC 69.02 : 699.81 : 620.193.5
BUREAU OF INDIAN STANDARDS
MANAK BHAVAN. 9 BAHADIJR SHAH ZAFAR MARG
NEW DELHI 110002
Gr 4 February 1980IS: 3809 - 1979
Indian Standard
FIRE RESISTANCE TEST OF STRUCTURES
( First Revision )
Fire Safety Sectional Committee, BDC 36
Chairman Rsprcrcnting
SHBI P. N. GEOSH Ministry of Defence ( R & D )
Members
SERI A. CEA~RRJI Tariff Advisory Committee, Bombay
SHRI S. V. MARFATIA ( Altrrnatc )
SHRI S. C CEATTERJEE West Bengal Fire Services, Calcutta
SERI K. C. BA~ERJEE ( Alfcrnafc )
CHIEB ENQINEER ( ELECTRI- Central Public Works Department, New Delhi
CAL ) 11
SHRI R.K. AQOARWAL (Alfcmatc) I
SHRI R. R. DHOBLEY Atomic Energy Establishment, Trombay, Bombay
SHBI G. N. GIDWANI Directorate General of Supplies & Disposals,
New Delhi
SHRI S. C. ANAND ( Albrnatr )
SHRI R. S. GUPTA Coal India Ltd, Calcutta
JOINT DIRECTOR STANDARDS Railway Board ( Ministry of Railways )
( ARCHITECTURE) , RDSO
SHRI M. L. KAURA Engineers India Ltd, New Delhi
SERI A. R. TEAKKER ( Altrrnate )
PROF S. P. KELLOQ~ Institution of Engineers ( India ), Calcutta
SHRI A. S, KULKARNI Bombay Fire Brigade, Bombay
SHRI V. B. NIKAM ( Alternate )
SERI A. LAMSDELL Mather & Platt Limited, Calcutta
FHRI M. R. KAMATH ( Alfcrnats )
SHRI P. N. MEHROTRA Ministry of Home Affairs
SHRI G. B. MANON ( Altcrnatc)
SHRI BALRAJ MEHTA Central Industrial Security Force, New Delhi
SHRI S. P~JRUSEOTHAMA Loss Prevention Association of India Ltd, Bombay
SHRI T.P. SHARMA Central Building Research Institute ( CSIR ),
Roorkce
SR~I GOPAL KRISHAN ( Alicrnatc )
SHRI D. K. SIRKAR Synthetics & Chemicals Ltd, Bareilly
SHRI R. S. SUNDARAM Delhi Fire Service. Delhi
SHRI M. K. THADANI Engineer-in-Chief’s Branch, Army Headquarters
SHRI S. R. DORIASWAMP ( Alfernats )
( Coalinucd on page 2 )
@ Copyright 1980
BUREAU OF INDIAN STANDARDS /
This publication is protected under the 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.( Continued _from page 1 )
Members Rsprcsenting
SERI B. T. UNWALLA Concrete Association of India, Bombay
SERI T. M. MENON ( Altrrnatc )
SHRI VIJAY KUMAR Ministry of Labour & Employment
SHRI R. K. GUPTA ( Alternate )
SHRI D. AJITEA SIMHA, Director General, ISI ( Ex-o&io Mrmbcr )
Director ( Civ Engg )
SCCrClO?y
SHRI J. VENEATARAMAN
Deputy Director ( Civ Engg ), IS1IS: 3809 - 1979
Indian Standard
FIRE RESISTANCE TEST OF STRUCTURES
( First Revision )
0. FOREWORD
0.1 This Indian Standard ( First Revision ) was adopted by the Indian
Standards Institution on 25 September 1979, after the draft finalized
by the Fire Safety Sectional Committee had been approved by the Civil
Engineering Division Council.
0.2 This stpndard has been prepared with a view to determining the
extent of resistance, in terms of fire, which the built-up elements of a
building structure would offer to fire. This standard was first published
in 1966. The present revision has been based on IS0 834-1975 ‘ Fire
resistance tests-elements of building construction ’ issued by the Inter-
national Organization for Standardization.
0.3 In reporting the results of a test or analysis made in accordance with
this standard, 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 specifies standard heating and pressure conditions, a
test method and criteria for the determination of the fire resistance of
elements of building construction of various categories, such as walls
and partitions, columns, beams, floors, roofs, etc.
NOTE - The list is not exhaustive. Elements which fall into none of these
categories may be tested by analogy with a similar element.
1.2 The test provides for the determination of fire resistance of elements
of building construction on the basis of the length of time for which . he
test specimens of specified dimensions, satisfy the criteria laid down
under the prescribed test conditions during the period of fire exposure.
*Rules for rounding off numerical valucP ( rcoircd ) .
3,IS I 3809 - 1979
2. APPARATUS
2.1 Furnace - It shall be capable of subjecting a specimen element to
the staudard heating and pressure conditions speciiled in 3.
2.2 Loading Equipment - If necessary, this may preferably be of
hydraulic loading system.
2.3 Thermocouples - For measuring the internal gas space temperature
of the furnace and the unexposed surface and internal temperatures of
the test specimens in conformity with the requirements of 3.1.2, 3.1.3
and 3.1.4.
?.4 Equipment for Measuring Overpressure in Furnaces - For
testing walls and floors.
3. STANDARD HEATING AND PRESSURE CONDITIONS
3.1 Standard Heating Conditions
3.1.1 Temperature Rise - The temperature-rise within the furnace shall
be controlled so as to vary with time within the limits specified in 3.1.3
according to the following relationship:
T - To = 345 log,0 ( 8 t + 1)
where
T - furnace temperature at time t, expressed in degrees
Celsius;
TO = initial furnace temperature, expressed in degrees Celsius;
and
t - time, expressed in minutes.
The curve representing this function, known as the ‘Standard time-
temperature rise curve’ is shown in Fig. 1. The relationship expressed
gives the values shown in Table 1.
3.1.2 Measurement of Furnace Temperature
3.1.2.1 The furnace temperature is deemed to be the average of
the temperatures recorded by thermocouples arranged within the furnace
to give an approximation to its average temperature.
3.1.2.2 These thermocouples shall not be fewer than:
one to each 1’5 m* of surface for walls and floors,
two to each 1 m of length for beams, and
two to each 1 m of height for columns.
In any case, the number of thermocouples shall be not less than
five.
40 60 120 160 240 300 360
TIME. I, m,n
FIG. 1 STANDARD TIME-TEMPERATURE RISE CURVE
TABLE 1 TEMPERATURE RISE AS A FUNCTION OF TIME
TIME, L ELEVATION OF FURNACE
TEMPERATURE, I- TO
min ‘C
5 556
10 659
15 718
30 821
60 925
90 986
120 1 029
180 1 090
240 1 133
360 1 193IS : 3809 - 1979
3.1.2.3 Bare wire thermocouples of wire diameter not less than
0.75 mm and not more than 1.5 mm shall be arranged so that the hot
junction is 100 mm from the nearest point of the test specimen. This
distance shall be kept as constant as possible during the test.
3.1.2.4 Sheathed thermocouples may be used provided that they
have a sensitivity not less than and time-constant not greater than those
of bare wire thermocouples.
3.1.2.5 The wires of the thermocouples shall be placed in open tubes
of heat-resistant material, for example, porcelain, within approximately
25 mm from the hot junction.
3.1.3 Tolerances
3.1.3.1 For mean deviation of furnace temperature rise - The mean
deviation of the furnace temperature rise is given as a percentage by the
following expression:
A-Bx
100
B
where
A = integral value of the average furnace temperature as a
function of time, and
B = integral value of T - To from the equation defined
in 3.1.1.
The tolerances on the mean deviations shall satisfy the following
conditions:
a) &15 percent during the first 10 minutes of test,
b) &lo percent during the first 30 minutes of test, and
c) f 5 percent after the first 30 minutes of test.
3.1.3.2 For temperature distribution within the furnace - At any time
after the first 10 minutes of test, the temperature, recorded by any ther-
mocouple, shall not differ from the corresponding temperature of the
standard time-temperature curve by more than f 100°C. For specimens
incorporating a significant amount of combustible material, the deviation
of any one thermocouple shall not exceed 200°C.
3.1.4 Measurement of Temperature of Test Specimens - Surface tempera-
tures of test specimens shall be measured by means of thermocouples
with a wire diameter of not more than 0.7 mm.
3.1.4.1 Each thermocouple junction shall be attached to the centre
of the face of a copper disk 12 mm in diameter and 0’2 mm thick, which
is secured to the surface of the specimen at the required position.
6IS : 3809 - 1979
3.1.4.2 The disks shall be covered with oven-dry square asbestos
pads 30 x 30 mm and 2 mm thick. The asbestos material shall have
a density of 100 kg/ma.
3.1.4.3 The disk and the pad may be fixed to the surface of the
specimen by pins, tape or a suitable adhesive, depending on the nature
of the material forming the side of the specimen.
3.1.4.4 For thermocouples for measuring the temperature in the
interior of the test specimen, the wires shall, if possible, follow the iso-
therm through the hot junction as closely as possible along a distance of
at least 30 mm from this junction.
3.2 Pressure Conditions - An over-pressure of 10 f 5 Pa ( 1 .O & 0.5
mmHs0 or 0’04 & 0.02 in I&O) shall exist in the furnace during the
whole heating period of fire-resistance tests on separating elements of
building construction. For vertical separating elements, this over-
pressure shall exist over at least the bottom two-thirds of the height of
the test specimen. When doors, windows or ventilators ( of fire check
types ) are present, it shall be ensured that these are wholly situated in
the over-pressure region. This over-pressure shall be measured and
monitored as follows:
a) For horizontal elements - 100 mm from the underneath surface
of the specimen, and
b) For vertical elements - at a point located approximately at
three-quarters of the height of the element under test.
NOTE 1 - The pressure difference may also be achieved by lowering the pressure
on the unexposed face.
NOTE 2 - The condition of over-pressure is not mandatory for the first 10 minuter
of the test.
NOTE 3 - 1 Pa = 1 N/m*.
4. TEST SPECIMENS
4.1 Dimensions
4.1.1 The test specimens shall be full size.
4.1.2 Where this is not possible, the following shall be the minimum
dimensions of the parts of a test specimen exposed in the furnace:
/Height 3 m
a) Walls and partitions
J-Width 3 m
Span 4 m
b) Floors and roofs: Supported on two sides
Width 2 m
/Span 4 m
c) Floors and roofs: Supported on four sides
I 1 Width 3 m
d) Beams Span 4 m
e) Columns Height 3 m
7IS t 3809 - 1979
4.2 Construction
4.2.1 The test shall be made on a test specimen representative of the
complete element of construction on which information is required.
Each type of element requires a different approach and an attempt shall
be made to reproduce the boundary conditions and the method of fixing
or support representative of that used in practice.
4.2.1.1 A tes,t specimen shall include at least one of each represent-
ative type ofjoint. A specimen wall may include a beam or columns
which form an integral part of the element to establish the performance
of the composite assembly. A specimen may also include a door or
glazing to establish the performance of the whole assembly.
4.2.1.2 When a ceiling treatment or a suspended ceiling is designed
to contribute to the fire-resistance of a floor or a flat roof, the specimen
shall incorporate the ceiling installed as in service.
4.2.1.3 When a specimen represents a column forming the side of
an opening in a wall, it shall be suitably shielded on the unexposed
face or faces to represent the protection provided by the wall.
4.2.2 The materials and standard of workmanship of the test specimen
shall be representative of those applying in good practice, as defined by
existing Indian Standards.
4.3 Conditioning - The test specimen shall be conditioned in such a
way that it corresponds as closely as possible in temperature, moisture
content and mechanical strength, to the expected state of a similar
element in service.
4.3.1 Moisture Content - The test specimen shall not be tested until its
moisture content is in dynamic equilibrium with an ambient atmosphere
approximating to that expected in service. This dynamic equilibrium
may be checked either on the test specimen itself or on a representative
sample.
4.3.1.1 The drying of the test specimen may be by natural or
artificial means but a temperature shall not be reached which could
impair the fire-resisting properties of the element. It is recommended
that a temperature of 60°C should not be exceeded.
4.3.1.2 When possible the moisture content of the principal material
of the element shall be measured at the time of the test and the values
shall be stated in the test report.
4.3.2 Mechanical Strength - For load-bearing elements, the constituent
materials of the specimen shall have attained a mechanical strength
close to that expected for a similar element in service.
8IS : 3809 - 1979
5. TEST PROCEDURE
5.1 Test Conditions
5.1.1 Restraint end Loading
5.1.1.1 The role of the element in service shall be analyzed so that
the methods adopted for supporting or restraining the ends or sides of a
test specimen during a test are, as far as possible, similar in nature to
those which would be applied to a similar element in service. If
restraint is applied in the test, then the restraint conditions shall be
specified with regard to free movements of the element and so far as
possible, those external forces and moments which are transmitted to
the element by restraint during the test.
5.1.1.2 For floors and beams with uncertain or variable boundary
service conditions, the test specimen shall be simply supported all round
the edges or at the ends. For columns and walls with complete or
partial restraint to longitudinal elongation, for a full evaluation of the
structural behaviour, it may be necessary to conduct a complementary
test under longitudinal restraint conditions which are as close as possible
to conditions in practice.
5.1.1.3 At least 30 minutes before heating, the load-bearing test
specimen shall be subjected to a loading which, in the critical regions of
the elemrnt, produces stresses of the same magnitude as wbuld be
produced normally in the full-size element when subjected to the design
load ( see 2.2 for load equipment ). When it seems appropriate, a
preloading shall be applied to the test element to guarantee a
stabilization of the deformation and of the support and load equipment.
The load application may be repeated a number of times for this
stabilization.
5.1.1.4 The level and distribution of the applied loading shall be
maintained constant during the test period.
5.1.1.5 Test specimens of non-load-bearing elements shall not be
subjected to any external loading in the fire-resistance test.
NOTE - Where a specimen is cast in a frame it shall not be taken as providing
restraint.
5.1.2 Exposure to Heat
5.1.2.1 Free-standing columns shall be tested by applying heat on
all sides over their whole height. Beams shall be tested by applying
heat to three sides of the beam.
5.1.2.2 Separating elements represented by test specimens of
elements which have the function of separating spaces shall be heated
9IS I 3809 - 1979
over the whole or one face only. Those which may be required to
resist fire in one direction only shall be tested in that direction. Those
which may be required to resist fire in either direction shall be tested in
the direction considered to possess the lower resistance by the testing
authority. When this cannot be prejudged, each face shall be tested on
separate test specimens.
5.2 Observations During Test - The fire resistance of a load-bearing
structure or structural element shall be judged by the criterion of load-
bearing capacity, that of a separating element by the criteria of insulation
and integrity, and that of a load-bearing and separating element by the
criteria of load-bearing capacity, insulation and integrity whichever
occurs or manifest itself first. In most cases, only a small loss of integrity
( initial integrity failure ) can be accepted, in other cases, a larger loss
of integrity ( ultimate integrity failure ) can be accepted. In all cases of
separating structural elements, the initial integrity failure shall be
determined.
5.2.1 Load-Bearing Cupacity and Deformation
5.2.1.1 For a load-bearing test specimen, the time at which the
specimen can no longer support the test load shall be measured and used
to assess the performance.
5.2.1.2 Where possible, the following properties and characteristics
shall also be noted during the whole test period:
a) Deformations which can facilitate an analysis of the structural
behaviour of the element and an application of the test results;
b) Free movements of the element;
c) Forces and moments transmitted to the element by restraint,
according to 5.1.1.1; and
d) Other phenomena which are of importance for the load-bearing
capacity of the element, such as cracking, splitting and structural
transformations of materials.
When needed for an application of the test results, the temperature
distribution in the interior of the test specimen shall be determined by
means of thermocouples placed in such a manner that they provide a
satisfactory basis for estimating the function and the behaviour of the
specimen during the test.
5.2.1.3 For a separating element, such deformations as may have
substantial effects on the function of the element shall be measured and
noted during the whole test period. Note shall be made of the time
when the test specimen no longer fulfils its functional requirements.
10IS:3809m l979
5.2.2 Insulation
5.2.2.1 Average temperature of unexposed face - In the case of elements
with an unheated surface, the temperature of the unexposed face shall be
measured by means of not fewer than five thermocouples, one placed
approximately at the centre of the face and the others approximately at
the centres of the straight lines joimng the centre and corners. Any
additional thermocouples shall be disposed as uniformly as possible over
the unexposed face of the specimen. None of these thermocouples
intended for measurement of mean temperature rise shall be fixed in
position with through-metal connections or closer than 100 mm to edge
of the test specimen. In the case of structures comprising composits
elements, the arrangement of the test specimen shall ensure that the
j,)ints do not coincide with the points of measurement specified above.
The average of the temperatures measured at the points specified above,
omittine; temperatures measured at joints, is deemed to be the temperature
of the unexposed face.
5.2.2.2 Maximum temperature of unexposed face - In addition, the
temperature shall be measured at the point that appears to be the hottest
at any time during the test. This temperature shall not be used in the
calculation of average temperature, unless the point at which this
temperature occurs corresponds to one of the locations specified in 5.2.2.1,
but shall be taken into account in determining whether the maximum
temperature criterion has been complied with.
5.2.3 Integrity
5.2.3.1 For the determination of the time of initial integrity
failure, pressure differences according to 3.2 shall exist between
the exposed and unexposed sides of the test element. Observations shall
be made of any sustained flaming on the unexposed face and of the
ignition of a cotton pad held for not less than 10 seconds and not more
than 30 seconds at a distance of between 20 and 30 mm from any
opening on the unexposed side, indicating the ignition by hot gases. The
pad shall not be re-used if it has absorbed any moisture or become
charred during a previous application.
The cotton pad, measuring approximately 100 mm square X 20 mm
thick, shall consist of new undyed soft cotton fibres, without any
admixture of artificial fibres, and shall have a mass between 3 and 4 g.
The pad shall be conditioned by drying in an oven at 100°C for at least
0.5 hour. The pad shall be attached by wire clips to a 100 X 100 mm
frame of 1 mm diameter wire to which a wire handle approximately
750 mm long is fixed. Note shall be made of the time when the first
ignition of the cotton pad occurs and the position where this takes
place.
11.IS : 3969 - 1979
5.2.3.2 To obtain the time of ultimate integrity failure, the test
shall be continued beyond the initial integrity failure and further
observations and measurements made of enlargement of cracks, holes or
other openings through which flames or gases could pass. The full or
partial collapse of non-load-bearing separating elements shall be noted
as this will constitute ultimate integrity failure ( see 6.2.3.2 ).
5.2.4 Additional Observations - Throughout the test, observations shall
be made of all changes and occurrences which are not criteria of
performance but which could create hazards in a building, including,
for emission of smoke or noxious vapours from the unexposed face of a
separating element.
5.3 Duration of Test
5.3.1 Normally, the test specimen shall be heated in the prescribed
manner until failure occurs under any one of the relevant test
requirements, namely:
load-bearing capacity ( see 5.2.1 ),
insulation ( see 5.2.2 ), and
integrity ( see 5.2.3 ).
5.3.2 In tests other than those on test specimens judged only by the
criterion of load-bearing capacity ( see 5.2.1 ) the testing may be
continued after failure under either of the other two conditions
( see 5.2.2 and 5.2.3 ) by prior agreement between the sponsor of the
test and the testing authority; until failure occurs under the other
conditions, provided that collapse of the specimen has not already
occurred.
5.3.3 Alternatively, the test may be concluded after a period deter-
mined by prior agreement between the sponsor and the testing authority,
even if no failure under any of the conditions has occurred at the end
of that time.
5.3.4 The length of time from the commencement of heating for which
the test specimen complies witb the relevant requirement(s) shall be
expressed in minutes.
6. PERFORMANCE CRITERIA
6.1 Fire Resistance - The fire resistance of test specimens shall be
the time, expressed in minutes, of the duration of the heating in
accordance with 3.1.1 until failure occurs, under the conditions - load-
bearing capacity, insulation, integrity - appropriate to the specimen.
12IS t 3809 - 1979
6.2 Criteria for Fire Resistance - The functional criteria of fire
resistance comprise requirements with regard to load-bearing capacity
for a load-bearing structural element, insulation and integrity for a
separating element, and load-bearing capacity as well as insulation and
integrity for a load-bearing and separating element.
6.2.1 Load-Bearing Capacity - For load-bearing elements of structure,
the test specimen shall not collapse in such a way that it is no longer
performs the load-bearing function for which it was constructed.
6.2.2 Insulation - For elements of structure such as walls and floors
which have the function of separating two parts of a building:
a) the average temperature of the unexposed face of the specimen
shall not increase above the initial temperature by more than
140°C.
b) the maximum temperature at any point of this face:
shall not exceed the initial temperature by more than 180X, and
shall not exceed 220°C irrespective of the initial temperature.
6.2.3 Integrity
6.2.3.1 For elements of structure such as walls and floors which
have the function of separating two parts of a building, the presence and
formation in the test specimen of cracks, holes or other openings through
which flames or hot gases can pass SO as to cause initial integrity failure,
shall not occur.
6.2.3.2 Initial integrity failure shall be ‘deemed to have occurred
when the cotton pad referred to in 5.2.3.1 is ignited or when sustained
flaming, having a duration of at least 10 seconds, appears on the
unexposed face of the test element.
6.2.3.3 Ultimate integrity failure shall be deemed to have occurred
when collapse of the specimen takes place.
NOTE- The words ‘ insulation ‘, ‘ integrity’ nr ‘ load-bearing capacity ’ shall
follow the time, expressed in minutes, denoting the period of successful compliance
under each of these headings.
7. TEST REPORT
7.1 The test report shall include the following information:
a) Name of the testing laboratory;
b) Name of the sponsor;
c) Date of the test,
13IS : 3809 - 1979
d) Name of the manufacturer and the trade-name ( if any ) of the
product;
e) Moisture content of the specimen;
f) Details of construction and conditioning of the test specimens,
including detailed information on the relevant physical and
mechanical properties of the materials used, together with
drawings illustrating the essential features;
g) Methods of fixing, support and restraint as appropriate for the
type of specimen;
h) For load-bearing specimens, the methods used for calculating the
test load and its relationship to the maximum permissible load;
j ) For asymmetrical separating elements, the direction in which the
specimen was tested and the reason for adopting this procedure;
k) Observations made durin, 0 the test according to 5.2; and
m) Test results as required by 6.1. %Vhere the test is terminated
before the occurrence of failure under the relevant criteria, this
shall be reported.
19BUREAU OF INDIAN STANDARDS
Headquarters:
Manak Bhavan, 9 Bahadur Shah Zafar Marg, NEW DELHI 110002
Telephones: 323 0131, 323 3375, 323 9402
Fax :91113234062, 91113239399, 91113239382
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(Common to all Offices)
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Regional Offices:
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Printed at New India Printing Press, Khurja, India
|
1905.pdf
|
) 2OEcmS
18:1909-1987
Indian Standard
_
CODE OFPRACTICE FOR
STRUCTURAL USE OF UNREINFORCED
MASONRY
( Third Revision)
First Reprint NOVEMBER 1995
UDC 624-046.5 : 692*231.2/3 : 006.76
@ Copyright 1989
BUREAU OF INDIAN STANDARDS
MANAK BHAVAN, 9 BAHADUR SHAH ZAFAR MARG
NEW DELHI 110002
Gr 9 February 1989
-
--IS : 1905- 1987 ,,,
Indian Standard
CODE OF PRACTICE FOR
STRUCTURAL USEOF UNREINFORCED
MASONRY
( Third Revision ) /
0. FOR EWORD
0.1 This Indian Standard ( Third Revision ) was wind pressures, based upon requirements
adopted by the Bureau of Indian Standards on for stability;
30 August 1987, after the draft finalized by the
h) Basic compressive stresses for masonry
Structural Safety Sectional Committee had been
members were modified so that strength
approved by the Civil Engineering Division
of masonry units correspond to revised
Council.
values of brick crushing strength specified
0.2 Structural adequacy of masonry walls de- in IS : 1077-1986*;
pends upon a number of factors, among which
j) Formula for calculating area reduction
mention may be made of quality and stiength of
factor was modified;
masoniy units and mortars, workmanship,
methods of bonding, unsupported height of walls, k) Angle of dispersion of concentrated loads,
eccentricity in the loading, position and size of from the direction of such loads was
openings in walls: location of cross walls and the changed from 45 to 30”;
combination of various external loads to which
m) Provisions relating to shape modification
walls are subjected.
factors for masonry units other than
0.3 This code was first published in 1961. In its common bricks were amplified;
revision in 1969, basic compressive stresses and
n) Values of permissible shear stress was
stress factors for slenderness were modified
related to the actual compressive stresses
resulting in increased permissible stresses in load
in masonry due to dead loads; and
bearing brick and block walls. The second
revision was published in 1980. The following P) Provisions on ‘corbelling’ were amplified.
major changes were made in its second revision:
6.4 The present revision is intended to further
a) Use of stones ( in regular sized units ), modify certain provisions as a result of experi-
concrete blocks, lime based blocks and ence gained with the use of the second revision of
hollow blocks were included as masonry the standard. The following major changes have
units; been made in this revision:
b) Mix proportions and compressive strengths a>T de requirements of a masonry element
of mortars used in masonry were revised; for stability have been modified.
C> Optimum mortar mixes for maximum b) In the design of a free standing wall,
strength of masonry for units of various provision has been made for taking
strengths were indicated; advantage of the tensile resistance in
masonry under certain conditions.
4 Provisions for lateral supports to walls had
been amplified so as to include stability C>P rovision regarding effective height of a
requirements; masonry wall between openings has been
modified.
e>C onditions of support for calculation of
effective height of masonry walls and 4 Method of working out effective height of
columns, and effective length of masonry a wall with a membrane type DPC has
walls were spelt out more clearly; been modified,
f) Maximum allowable slenderness ratio for e) Criteria for working out effective length of
wall having openings has been modified.
load bearing walls was increased;
g> In case of free-standing walls, height to
*Specification for corn mon burnt clay building bricks
thickness ratios were indicated for different ( /ourrh revision ).
1
-.Is : 1905 - 1987
f) Some general guidelines have been given amendments up to 1976. British Stand-
for dealing with concentrated loads for ards Institution.
design of walls.
BS 5628 : Part 1 : 1978 Code of practice
g) Provisions regarding cutting and chases in for structural use of masonry, Part 1
walls have been amplified. Unreinforced masonry. British Standards
Institution.
h) The title of the standard has been changed
0 CP 12 1 : Part 1 : 1973 Code of practice
for the sake of greater clarity.
for walling, Part 1 Brick and block
0.5 The Sectional Committee responsible for masonry. British Standards Institution.
preparation of this standard has taken into g) Recommended practice for engineered
consideration views of all who are interested in brick masonry. Brick Institute of
this field and has related the standard to the America, 1969.
prevailing practices in the country. Due weight-
age has also been given to the need for inter- 0.6 It is assumed in this code that design of
national coordination among the standards and masonry work is done by qualified engineer and
practices prevailing in different countries of the that execution is carried out ( according to the
world. In the preparation of this code, assistance recommendations of this code read with other
has been derived from the following publications: relevant codes ) under the directions of an
experienced supervisor.
a) AS 1640-1974 - SAA Brickwork Code.
0.7 For the purpose of deciding whether a
Standards Association of Australia.
particular requirement of this standard is com-
b) National Building Code of Canada, 1977. plied with, the final value, observed or calculated,
National Research Council of Canada. expressing the. result of a test or analysis, shall be
rounded off in accordance with IS : 2-1960*.
c) DIN 1053/l Code on brick calculation and
The number of significant places retained in the
performance. Deutsches Institut fiir
rounded off value should be the same as that of
Normung.
the specified value in this standard.
d) CPlll:Part2: 1970 Structural recom-
mendations for load bearing walls with *Rules for rounding off numerical values ( revised ).
1. SCOPE 2.3 Column, Pier and Buttress
1.1 This code gives recommendations for struc- 2.3.1 Column - An isolated vertical load
tural design aspect of unreinforced load bearing bearing member, width of which does not exceed
and non-load bearing walls, constructed with four times the thickness.
solid or perforated burnt clay bricks, sand-lime
bricks, stones, concrete blocks, lime based blocks 2.3.2 Pier - A thickened. section forming
or burnt clay hollow blocks in regard to the integral part of a wall placed at intervals along
materials to be used, maximum permissible the wall, to increase the stiffness of the wall or to
stresses and the methods of design. carry a vertical concentrated load. Thickness of
a pier is the overall thickness including the
1.2 The recommendations of the code do not thickness of the wall or when bonded into a leaf
apply to walls constructed in mud mortars. of a Cavity wall, the thickness obtained by
treating that leaf as an independent wall ( see
2. TERMINOLOGY Fig. 1 ).
2.0 For the purpose of this code, the definitions 2.3.3 Buttress-A pier of masonry built as an
given in IS : 2212-1962* and the following shall integral part of wall and projecting from either
apply. or both surfaces, decreasing in cross-sectional
area from base to top.
2.1 Bed Block - A block) bedded on a wall,
column or pier to disperse a concentrated load 2.4 Cross-Sectional Area of Masonry Unit - Net
on a masonry element. cross-sectional area of a masonry unit shall be
taken as the gross cross-sectional area minus the f
2.2 Bond - Arrangement of masonry units in
area of cellular space. Gross cross-sectional
successive courses to tie the masonry together
area of cored units shall be determined to the
both longitudinally and transversely; the arrange-
outside of the coring but cross-sectional area of
ment is usually worked out to ensure that no
grooves shall not be deducted from the gross
vertical joint of one course is exactly over the
cross-sectional area to obtain the net cross-
one in the next course above or below it, and
sectional area.
there is maximum possible amount of lap.
2.5 Curtain Wall - A non-load bearing wall
;Code of practice for brickwork. subject to lateral loads. It may be laterally
2Is : 1905 - 1987
4
ThlCKNESS OF PIER, tP
L--4-
WlOlW
OF l?IER.W~ &--j
FIG. 1 DEFINITIONO F PIER
2.11.2 Cross Joint - A vertical joint, normal
supported by vertical or horizontal structural
to the face of the wall.
members, where necessary ( see Fig. 2 ).,
2.11.3 Wall Joint - A vertical joint parallel to
2.6 Effective Height - The height of a wall or
the face of the wall.
column to be considered for calculating slender-
ness ratio. 2.12 Leaf - Inner or outer section of a cavity
2.7 Effective Length - The length of a wall to be wall.
considered for calculating slenderness ratio.
2.13 Lateral Support - A support which enables
2.8 Effective Thickness - The thickness of a wall a masonry element to resist lateral load and/or
or column to be considered for calculating restrains lateral deflection of a masonry element
slenderness ratio. at the point of support.
2.9 Hollow Unit - A masonry unit of which net 2.14 Load Bearing Wall - A wall designed to
cross-sectional area in any plane parallel to the carry an imposed vertical load in addition to its
bearing surface is less than 75 percent of its own weight, together with any lateral load.
gross cross-sectional area measured in the same
plane ( see 2.4 and 2.16 ). 2.15 Masonry - An assemblage of masonry
units properly bonded together with mortar.
2.10 Grout - Mortar of pourable consistency.
2.16 Masonry Unit - Individual units which are
2.11 Joint - A junction of masonry units. bonded together with the help of mortar to form
2.11.1 Bed Joint - A horizontal mortar joint a masonry element, such as wall, column, pier
and buttress.
upon which masonry units are laid.
.!
RCCS LAB
FIG. 2 MASONRYC URTAINW ALLIS : 1905 - 1987
2.17 Partition Wall - An interior non-load backing shall be provided by toothing, bonding or
bearing wall, one storey or part storey in height. other means.
2.18 Panel Wall - An exterior non-load bearing 2.21.3 Veneered Wall - A wall in which the
wall in framed construction, wholly supported facing is attached to the backing but not so
at each storey but subjected to lateral loads. bonded as to result in a common action under
load.
2.19 Shear Wall - A wall designed to carry
horizontal forces acting in its plane with or 3. MATERIALS
without vertical imposed loads.
3.1 Masonry Units - Masonry units used in
2.20 Slenderness Ratio - Ratio of effective height construction shall comply with the following
or effective length to effective thickness of a standards:
masonry element.
Bbuf:ctk;lay building IS : 1077-19864
2.21 Types of Walls or IS : 2180-1985T
or IS : 2222-1979:
2.21.1 Cavity Wall - A wall comprising two
leaves, each leaf being built of masonry units and Stones ( in regular IS : 3316-1874s
separated by a cavity and tied together with sized units ) or IS : 3620-19791
metal ties or bonding units to ensure that the Sand lime bricks IS : 4139-19767
two leaves act as one structural unit, the space
between the leaves being either left as continuous
*Specification for common burnt clay building bricks
cavity or filled with a non-load bearing insulating (fourth revision1 .
and waterproofing material. +Specification for heavy-duty burnt clay building
2.21.2 Faced Wall .-_ A wall in which facing bricks ( second revision ).
$Specification for burnt clay perforated building bricks
and backing of two different materials are bonded
( second revision ).
together to ensure common action under load
gspecification for structural granite (first revision ).
( see Fig. 3 ).
/ISpecification for laterite stone block for masonry
NOTE -To ensure monolithic action in faced (first revision ).
walls, shear strength between the facing and the $Specification for sandlime bricks (first revision).
[STONE FACING
CONGfElE BLOCK
SACKING
BRICU
FACING
FIG. 3 TYPICAL FACED WALLIS : 1905 - 1987 <-
Concrete blocks ( solid IS : 2185 (Part I)-1979* 4.2 Lateral Supports and Stability
and hollow ) or IS : 2185 (Part 2)-
4.2.1 Lateral Supports - Lateral supports for
19837
a masonry element such as load bearing wall or
Lime based blocks IS : 31151978; column are intended to:
Burnt clay hollow blocks IS : 3952-19785 a) limit slenderness of a masonry element so
Gypsum partition blocks IS : 2849-198311 as to prevent or reduce possibility of
buckling of the member due to vertical
Autoclaved cellular IS : 2 185 (Part 3)- loads; and
concrete blocks 19847
b) resist horizontal components of forces so
NOTE 1 -Gypsum partition blocks are used as to ensure stability of a structure against
only for construction of non-load bearing partition overturning.
walls.
4.2.1.1 Lateral support may bein the vertical
NOTE 2 - Use of other masonry units, such as or horizontal direction, the former consisting of
precast stone blocks, not covered by the above speci-
floor/roof bearing on the wall ‘or properly
fications, can also be permitted based on test results.
anchored to the same and latter consisting of
3.1.1 Masonry units that have been previously cross walls, piers or buttresses.
used shall not be reused in brickwork or block-
4.2.1.2 Requirements of 4.2.1 (a) from con-
work construction, unless they have been
sideration of slendreness may be deemed to have
thoroughly cleaned and conform to the cede for
been met with if:
similar new masonry units.
3.2 Mortar - Mortar for masonry shall comply a) In case of a wall, where slenderness ratio
with the requirements of IS : 2250-1981**. is based on effective height, any of the
following constructions are provided:
3.2.1 Mix proportions and compressive stren-
gths of some of the commonly used mortars are 1) RCC floor/roof slab ( or beams and
given in Table 1. slab), irrespective of the direction of
span, bears on the supported wall as
well as cross walls to the extent of at
4. DESIGN CONSIDERATIONS
least 9 cm;
4.1 General - Masonry structures gain stability
2) RCC floor/roof slab not bearing on the
from the support offered by cross walls, floors,
supported wall or cross wall is anchored
roof and other elements such as piers and
to it with non-corrodible metal ties of
buttresses Load bearing walls are structurally
60 cm length and of section not less
more efficient when the load is uniformly distri-
than 6 x 30 mm, and at intervals not
butcd and the structure is so planned that
exceeding 2 m as shown in Fig. 4; and
eccentricity of loading on the members is as
small as possible. Avoidance of eccentric loading 3) Timber floor/roof, anchored by non-
by providing adcquatc bearing of floor/roof on corrodible metal ties of length 60 cm
the walls pt oviding adequate stiffness in slabs and and of minimum section 6 x 30 mm,
avoiding lixity at the supports, etc, is especially securely fastened to joists and built
important in load bearing walls in multistorey into walls as shown in Fig. 5 and 6.
structures. These matters should receive careful The anchors shall be provided in the
consideration during the planning stage of direction of span of timberjoists as well
masonry structures. as in its perpendicular direction, at
.
-__ ~~~_ __ ~_. intervals of not more than 2 m in
*Specificntion for concrete masonry units: Part 1 buildings up to two storeys and 1.25 m
Hollow and solid concrete blocks ( s‘?cond revision ). for buildings more than two storeys in
height;
. +Specification for concrete masonry units : Part 2
Hollow and solid lightweight concrete blocks (first
revision ). NOTE 1 - In case, precast RCC units are used for
floors and roofs, it is necessary to interconnect them
SSpecification for lime based blocks (first revision ).
and suitably anchor them to the cross walls so that
@pecification for burnt clay hollow blocks for walls they can transfer lateral forces to the cross-walls.
and partit ions ( firsr revision ).
NOTE 2 - In case of small houses of conventional
llSpecitication for non-load bearing gypsum partition designs, not exceeding two storeys in height, stiffening
blocks ( solid and hollow types) (first revision ). effect of partitions and cross walls is such that metal
Wpecilication for concrete masonry units : Part 3 anchors are normally not necessary in case of timber
Autoclaved cellular ( aerated ) concrete blocks (first floor/roof and precast RCC floor/roof units.
revision ).
**Code of practice for praparation and use of masonry b) In case of a wall, when slenderness ratio
mortars (first revision ). is based on its effective length; a crossTABLE 1 MIX PROPORTION AND STRENGTH OF MORTARS FOR MASONRY
( Clause 3.2.1 )
GRADE 0~ MIX PROPORTIONS( BY Loose VOLUME) MINIMUM
MORTAR r- _-_I_- \ COMPRESSWE
Cement Lime Lime Pozzolana Sand STRENGTHA T
Pozzolana 28 DAYS IN
Mixture N/mm*
(2) (3) (4) (5) (6) (7) (8)
10
:; : ffCCoorrBB 8 00 34 7.5
1 tCorB 0 0 4) 6.0
Ml 1 0 0 5 5.0
: 01 CorB 01 (LP-40) 0” Z:o”
M2 0 0 0 . ;:;
2B 0 0
1A 0 0 2.0
1B E 1 2.0
c 0IC orB 1 (LP-40) 0” 22:;
M3 : 0
3B 8 0” 1; :::
1.5
7 00” :1g C.orB 00 02 31
:*:
10 0. Y( LP-40) : Y 1:5
Ll 0 0
x:;
1B : I ;
1 CorB 0.7
1”( LP-40) 0” :,
;:;
0” 1 (LP-20) 0 1)
L2 0 1B 0 0 3 0.5
0’5
: 0IC orB 01 (LP-7) t! 0’5
NOTE 1 - Sand for making mortar should be well graded. In case sand is not well graded, its proportion
shall be reduced in order to achieve the minimum specified strength.
NOTE 2 - For mixes in SI No. I and 2, use of lime is not essential from consideration of strength as it
does not result in increase in strength. However, its use is highly recommended since it improves workability.
NOTJJ~- For mixes in SI No. 3(a), 4(a). 5(a) and 6(a), either lime C or B to the extent of l/4 part of
cement (by volume) or some plasticizer should be added for improving workability.
NOTE 4- For mixes in Sl No. 4(b) and 5(b), lime and sand should first be ground in mortar mill and then
cement added to coarse stuff.
NoTE 5 - It is essential that mixes in Sl No. 4(c), 4(d), 4(e), 5(d), 5(e), 6(b), 6(c), 7(a) and 7(b) are prepared
by grinding in a mortar mill.
NOTE 6 - Mix in Sl No. 2(b) has been classified to be of same grade as that of Sl No. 2(a), mixes in SI No.
3(b) and 3(c) same as that in Sl No. 3(a) and mixes in SI No. 4(b) to 4(f) same as that in SI No. 4(a), even though
their compressive strength is less. This is from consideration of strength of masonry using different mix
proportions.
NOTE 7 - A, B and C denote eminently hydraulic lime, semi-hydraulic lime and fat lime respectively as
soecified in relevant Indian Standards.
wall/pier/buttress of thickness equal to or d) in case of a column, an RCC beam form-
more than half the thickness nf the support- ing a part of beam and slab construction
ed wall or 90 mm, whichever is more, and is supported on the column, and slab
length equal to or mqre than one-fifth of the adequately bears on stiffening walls. This
height of wall is built at right angle to the construction will provide lateral support to
wall (see Fig. 7 ) and bonded to it accord- the column in the direction of both
ing to provision of 4.2.2.2 (d); horizontal axes.
c) in case of a column, an RCC or timber
beam/R S joist/roof truss is supported on 4.2.2 Srability - A wall or column subjected
the column. In this case, the column will to vertical and lateral loads may be considered
not be deemed to be laterally supported to be provided with adequate lateral support
in the direction right angle to it; and from consideration of stability, if the construction
6lS:190!5-1987
FIG. 4 ANCHORING OF RCC SLAB WITH.MASONRYW ALL
( WHEN SLAB DOESN OT BEAR ON WALL )
ETAL ANCHOR60 cm
ONG. FIXED 10 ‘JOIST
MET CONCRETE, min
LON
5 A Joists at Right Angle to Wall 56 joists Parallel to Wall
/’
FIG. 5 TYPICALD ETAILSF OR ANCHORAGEO F SOLID WALLS
providing the support is capable of resisting the
b) cross walls acting as stiffening walls con-
following forces:
tinuous from outer wall to outer wall or
a) Simple static reactions at the point of outer wall to a load bearing inner wall, and
lateral support to all the lateral loads; plus of thickness and spacings as given in
Table 2 are provided. If stiffening wall or
b) 2.5 percent of the total \,ertical load that
walls that are in a line, are interrupted
the wall or column is designed to carry by openings, length of solid wall or
at the point of lateral support.
walls in the zone of the wall that is to
4.2.2.1 For the purpose specified in 4.2.2, if be stiffened shall be at least one-fifth
the lateral supports are in the vertical direction, of height of the opening as shown in
these should meet the requirements given in Fig. 8;
4.2.1.2 (a) and should also be capable of acting
as horizontal girders duly anchored to the cross 4 floors and roof either bear on cross walls
wall so as to transmit the lateral loads to the or are anchored to those walls as in
foundations without exceeding the permissible 4.2.1.2 such that all lateral loads are
lsresses in the cross walls. safely transmitted to those walls and
through them to the foundation; and
4.2.2.2 In case of load bearing buildings up
to four storeys, stability requirements of 4.2.2
4 cross walls are built jointly with the bear-
may be deemed to have been met with if:
ing walls and are jointly mortared, or the
a) height to width ratio of building does not two interconnected by toothing. Alterna-
exceed 2; tively, cross walls may be anchored to walls
7
,’Is : 1905- 1987
CONCRETE, mln LENGTH
METAL ANCHOR FIXED
6A Timber Joists at Right Angles to Wall
CONCRETE PAD 10
SUIT BRICK COURSES-,
METAL ANCHOR
FIXED TO JOIST
STEEL DOWEL
6B Timber Joists Parallel to Wall
CONCRETE PAD TO
SUIT BRICK COUR
METAL ANCHOR
TURNED DOWN
BETWEEN CONCRETE
UNITS
(i) (ii 1
6C Precast Concrete Floor Units Parallel to Wall
FIG. 6 TYPICALD ETAILSFO R ANCHORAGEO F CAVITY WALLS
to be supported by ties of non-corrodible 4.2.2.4 A trussed roofing may not‘ provide
metal of minimum section 6 x 35 mm and lateral support, unless special measures are
length 60 cm with ends bent up at least adopted to brace and anchor the roofing.
5 cm; maximum vertical spacing of ties However, in case of residential and similar
being 1.2 m ( see Fig. 9). buildings of conventional design with trussed
roofing-having cross walls, it may be assumed
4.2.2.3 In case of halls exceeding 8-O m in that stability requirements are met with by the
length. safety and adequacy of lateral supports cross walls and structural analysis for stability
shall always be checked by structural analysis. may be dispensed with.
8
/I!3:1905-1987
r
e
t-3_
OR 90mm
*WHICHEVER IS GREATER
FIG. 7 MINIMUMD IMENSJONFSO R MASONRYW ALL OR BUTTRESSP ROVIDINGE PFECTIJE
LATERALS UPPORT
WALL TO BE
$fIffEMED~
FIG. 8 OPENINGI N STJFPENINGW ALL
FIG. 9 ANCHORJNGO F STIFFENINGW ALL WITHS UPPORTEDW ALL
4.2.2.5 Capacity of a cross wall, also called
wall. Maximum overhanging length of bearing
shear wall, sometimes to take horizontal loads
wall which could effectively function as a flange
and consequent bending moments, increases when
should be taken as 12 t or H/6, whichever is less,
parts of bearing walls act as flanges to the cross
in case of T/I shaped walls and 6 t or H/16,
9
C’I!3:1905-1987
TABLE 2 THICKNESS AND SPACING OF
STIFFENING WALLS
[ Cfuuse 4.2.2.2 (b)]
SL THICKNESS HEIGIIT* STIFFENING WALL*
No. OF LOAD OP STOREY C----h--7
BEARING NOT TO Thickness not Maximum
WALL TO EXCEED Less Than Spacing
BE STIF- -- ---I
FENED 1 to 3 4
Storeys Storeys
(1) (2) (3) (4) (5) (6)
cm cm cm
3’2 10 :5
: ;: 3.2 20
f:;
3 3’4 I’: 20
4 Above :i 5’0 10 20 8.0
*Storey height and maximum spacings as given are
centre-to-centre dimensions.
b!
EFFECTIVE OVEdHANGlNG
WIDTH OF FcANGE,BOTH SIDES
whichever is less, in case of I/U shaped walls,
where t is the thickness of bearing wall and H is Effective overhanging width of flange = 12 t or
the total height of wall above the level being H/6 whichever is less, H being the total height of wall
considered as shown in Fig. 10. above the level being consid&ed.
4.2.2.6 External walls of basement and plinth -
In case of external walls of basement and plinth
stability requirements of 4.2.2 may be deemed to
have been met with if:
a) bricks used in basement and plinth have
a minimum crushing strength of 5 N/mm2
and mortar used in masonry is of Grade
Ml or better;
b) clear height of ceiling in basement does
not exceed 2.6 m;
C) walls are stiffened according to provisions
of 4.2.2.1;
d) in the zone of action of soil pressure on
basement walls, traffic load excluding any
surcharge due to adjoining buildings does
not exceed 5 kN/mz and terrain does not
rise; and
e) minimum thickness of basement walls is in ’ EFFECTIVE OVERHANGING
WIOTH OF FLANGE
accordance with Table 3.
Effective overhanging width of flange = 6 f or If/6
NOTE - Tn case there is surcharge on basement
whichever is less? H being the total height ofwall
walls from adjoiniq buildings, thickness of basement
above the level being considered
walls shall be based on structural analysis.
FIG. 10 EFFECTIVEO VERHANGING WIDTH OF
TABLE 3 MINIMUM T$II;lESS OF BASEMENT FLANGES FOR
i%hM INIMUM THICKNEIS HEIGHT OF THE GROUND 4.2.2.7 Walls mainly subjected to lateral loads
OF BASEMENWTA LL ABOVE BASEMENT FLCJOR
( NOMINAL ) LEVELW ITH WALL LQADING a) Free-standing wall - A free-standing wall
(PERMANENTL OAD)
such as compound wall or parapet wall is
r----h---?
More than Less than acted upon by wind force which tends to
50 kN/m 50 kN/m overturn it. This tendency to overturning
is resisted by gravity force due to self-
(1) (2) (3) (4)
weight of wall, andalso by flexural moment
cm m m of resistance on account of tensile strength
of masonry. Free-standing walls shall thus
be designed as in 5.5.2.1. If mortar used
10IS : 1905 - 1987 (
for masonry can not be relied upon for
TABLE 4 EFFECTIVE HEIGHT OF WALLS
taking flexural tension ( see 5.4.2 ), stability
of free-standing wall shall be ensured such ( CIUUX 4.3.1 )
that stability moment of wall due to self- Z-6. CONDITION OF SUPPORT EFFECTIVE
weight equals or exceeds 1.5 times the HEIQHT
overturning moment.
(1) (2) (3)
b) Retaininp wall - Stability for retaining 1. Lateral as well as rotational restraint 0’75 zi
walls shall normally be achieved through (that is, full restraint) at top and
gravity action but flexural moment of bottom. For example, when the
resistance could also be taken advantage floor/roof spans on the walls so that
reaction to load of floor/roof is pro-
of under special circumstances at the
vided by the walls, or when an RCC
discretion of the designer ( see 5.4.2 ). floor/roof has bearing on the wall
(minimum 9 cm ), irrespective of
the direction of the span ( founda-
4.3 Effective Height tion footings of a wall give lateral as
well as rotational restraint)
4.3.1 Wall - Effective height of a wall shall
be taken as shown in Table 4 (see Fig. 11). 2. Lateral as well as rotational restraint ’ 0.85 H
( that is, full restraint ) at one end
NOTE - A roof truss or beam supported on a and only lateral restraint ( that is,
column meeting the requirements of 4.2.2.1 is deemed partial restraint) at the other. For
to provide lateral support to the column only in the example, RCC floor/roof at one end
direction of the beam/truss. spanning or adequately bearing on
the wall and timber floor/roof not
spanning on wall, but adequately
4.3.2 Column - In case of a column, effective anchored to it, on fhe other end
height shall be taken as actual height for the
3. Lateral restraint, without rotational 1’00 H
direction it is laterally supported and as twice
restraint ( that is, partial restraint )
the actual height for the direction it is not on both ends. For example, timber
laterally supported ( see Fig. 12 ). floor/roof, not spanning on the wall
but adequately anchored to it on
NOTK 1 -A roof truss or beam supported on a both ends of the wall, that is, top
column meeting the requirements of 4.2.2.1 is deemed and bottom
to provide lateral support to the column only in the
direction of the beam/truss. 4. Lateral restraint as well as rotational 1.50 H
restraint ( that is, full restraint ) at
NOTE 2 - When floor or roof consisting of RCC bottom but have no restraint at the
beams and slabs is supported on columns, the columns top. For example, parapet walls
would be deemed to be laterally supported in both with RCC roof having adequate
directions. bearing on the lower wall, or a com-
pound wall with proper foundation
4.3.3 Openings in Walls - When openings on the soil
occur in a wall such that masonry between the
NOTE 1 -- His the height of wall between centres
openings is by definition a column, effective of support in case of RCC slabs and timber floors. In
height of masonry between the openings shall be case of footings or foundation block, height (H) is
reckoned as follows: measured from top of footing or foundation block.
In case of roof truss, height (H) is measured up to
a) When wall has full restraint at the top: bottom of the tie beam. In case of. beam and slab
construction, height should be measured from centre
1) Effective height for the direction of bottom slab to centre of top beam. All these cases
are illustrated by means of examples shown in Fig. 11.
perpendicular to the plane of the wall
equals 0.75 H plus 0.25 HI, where H is NOTE 2 - For working out effective height, it is
assumed that concrete DPC, when properly bonded
the distance between supports and Hi is
with masonry, does not cause discontinuity in the
the height of the taller opening; and
wall.
2) Effective height for the direction NOTE 3 - Where memberane type damp-proof
parallel to the wall equals H, that is, course or termite shield causes a discontinuity in
bond, the effective height of wall may be taken to be
the distance between the supports.
greater of the two values calculated as follows:
b) When wall has partial restraint at the top: a) consider H from top offooting ignoring DPCand
take effective height as 0’75 H.
1) Effective height for the direction b) consider H from top of DPC and take effective
perpendicular to plane of wall equals height as 0.85 H.
H when height of neither opening
exceeds 0.5 H and it is equal to 2 H NOTE 4 - When assessing effective height of walls,
floors not adequately anchored to walls ;::a11 not be
when height of any opening exceeds
considered as providing lateral support to such walls.
O-5 H, and
NOTE 5 - When thickness of a wall bonded to a
2) Effective height for the direction pier is at least two-thirds the thickness of the pier
measured in the same direction, the wall and pier may
parallel to the plane of the wall equals
be deemed to act as one structural element.
2H.IS:
NOT SPANNING ---) SPANNING -c
SPANNING-w NOT SPANNING-
11 A R CC FLOOR/ROOF 118 TIMBER FLOOR/ROOF 11 C TIMBER FLOOR AN0 I1 0 FREE STANDING
BElNG ON WALL
TRUSSED ROOF
IRRESPECTIVE OF
DIRECTION OF SPAN
FIG. 11 EFFECTIVEH EIGHT OF WALL
4.4 Effective Length - Effective length of a wall TABLE 5 EFFECTIVE LENGTH OF WALLS-Conrd
shall be as given in Table 5.
Z. CONDITIONSO F SUPPORT
(see Fro. 13) ~~~
TABLE 5 EFFECTIVE LENGTH OF WALLS (1) (2) (3)
4. Where a wall is free at one end and 1.5 L
SL CONDITIONSO F SUPPORT EFFPJXVE continuous with a cross wall at the
No. ( see FIQ. 13 ) LENGTH other end
(1) (2) (3) or
1. Where ‘a wall is continuous and is 0.8 i Where a wall is free at one end and
supported by cross wall_, and there is continuous with a pier/buttress at the
no opening within a drstance of H/g other end conforming to 4.2.1.2 (b)
from the face of cross wall
5. Where a wall is free at one end and 2’0 L
or supported at the other end by a cross
Where a wall is continuous and is wall
supported by piers/buttressesconform-
ing to 4.2.1.2 (b) or
2. Where a wall is supported by a cross 0'9L Where a wall is free at one end and
wall at one end and continuous with supported at the other end by a pier/
cross wall at other end buttress conforming to 4.2.1.2 (b)
where
Where a wall is rupp%ed by a pier/
buttress at one end and continuous AY- actual height of wall bet-
with pier/buttress at other end ween centres of adequate
conforming to 4.2.1.2 (b) lateral support; and
3. Where a wall is supported at each end 1’0 L L= length of wall from or bet-
by cross wall
ween centres of cross wall,
or piers or buttresses.
Where a wall is supported at each
en& by a pier/buttress conforming to -In ca8e there is an opening taller than
4.2.1.2 (b) (_ c- onf hued ) Q be5 cE or na s ideredw a all s ’fe ren ed .s of the wall at the opening shall
12
<Is:1905-1987
Y x
-e+
Y
.Y X X
X
Y
EFFECTIVE HEIGHT EFFECTIVE HElGHT
ABOUT AXIS ABOUT AXIS
x-x = I-OH = ~-OH
Y-Y = 1-o H = l.oH
X Y
ONLV
HI
I
FIG. 12 EXAMPLESO F EFFBCTI~BH KIGHT OF COLUMNS
4.5 Effective Thickness - Effective thickness to shah be made when slenderness ratio is to be
be used for calculating slenderness ratio of a wall based on effective length of walls.
or column shall be obtained as in 4.5.1 to 4.5.4.
4.5.3 For solid walls or faced walls stiffened
4.5.1 For solid walls, faced walls or columns,
by cross walls, appropriate stiffening coefficient
effective thickness shall be the actual thickness.
may be determined from Table 6 on the assump-
tion that the c oss walls are equivalent to piers of
4.5.2 For solid walls adequately bonded into
width equal t d the thickness of the cross wall and
piers/buttresses, effective thickness for determin-
of thickness equal to three times the thickness of
ing slenderness ratio based on effective height stiffened wall.
shall be the actual thickness of wall multiplied
by stiffening coefficient as given in Table 6. No 4.5.4 For cavity walls with both leaves of
modification in effective thickness, however, uniform thickness throughout, effective thickness
13
uI .O.SL
13A 13B
I .1.5 I.
13D
.<I. ,,g
I.
1.5L2
13E 13F
TABLE 6 STIFFENING COEFFICIENT FOR WALLS
STIFFENED BY PIERS, BUTTRESSES OR
CROSS WALLS
( Clauses 4.5.2 and 4.5.3 )
SL SP STIFFENINGC OEFFICIENT
r_-__h__-__-_7
No. wp
RATIO !E=l fYL2 ‘p=3
SIsndern*ss Is dcl*rminod tr ta la
by hdghl or more
13G (1) (2) (3) (4) (5)
6 1.0 1.4 2.0
Frc,. 13 EFFECTIVE LENGTH OF WALL : 8 I.0 1.3
;:4’
;:;
: :: I.2
de taken as two-thirds the sum of the actual 5 20 or more i:H 1.0 1.0
thickness of the two leaves.
where
4.5.5 For cavity walls with one or both leaves Sp = centre-to-centre spacing of the pier or
adequately bonded into piers, buttresses or cross cross wall,
walls at intervals, the effective thickness of the rp - the thickness of pier as defined in
cavity wall shall be two-thirds the sum of the 2.3.2 ( see Fig. 1 ),
effective thickness of each of the two leaves; the tr - actual thickness of the wall proper
effective thickness of each leaf being calculated ( see Fig. 1 ), and
using 4.5.1 or 4.5.2 as appropriate. wp = width of the pier in the direction of the
wall or the actual thickness of the cross
wall.
4.6 Slenderness Ratio
NOTE - Linear interpolation between the values
given in this table is permissible but not extrapolation
4.6.1 Walls - For a wall,’ slenderness ratio
outside the limits given.
shall be effective height divided by effective
14
/thickness or effective length divided by the 5.2.1 Dead Loads - Dead loads shall be calcu-
effective thickness, whichever is less. In case of a lated on the basis of unit weights taken in
load bearing wall, slenderness ratio shall not accordance with IS : 1911-1967*.
exceed that given in Table 7.
5.2.2 Live Loaa!s and Wind Loads - Design
loads shall be in accordance with the recommenda-
TABLE 7 MAXIMUM SLENDERNESS RATIO FOR tions of IS : 875-1964t or such other loads and
A LOAD BEARING WALL forces as may reasonably be expected to be
imposed on the structure either during or after
No. OF STOREYS MAXIMUMS LENDERNESRS ATIO
c---~_-_-_ construction.
Using Portland Using Lime NOTE - During construction, suitable measures
Cement or Portland Mortar shall be taken to ensure that masonry is not liable to
Pozzolana Cement damage of failure due to action of wind forces,
in Mortar back filling behind walls or temporary construction
loads.
(1) (2) (3)
5.2.3 Seismic Loads - For buildings to be
Not exceeding 2 27 20
constructed in seismic zones I and II ( see IS :
Exceeding 2 27 13
1893-1984: ), it is not necessary to consider
seismic forces in design calculations. In seismic
zones III, IV and V, strengthening measures
4.6.2 Columns - For a column, slenderness
suggested in IS : 4326-1976s shall be adopted.
ratio shall be taken to be the greater of the
ratios of effective heights to the respective
5.3 Load Dispersion
effective thickness in the two principal directions.
Slenderness ratio for a load bearing column shall 5.3.1 General - The angle of dispersion of
not exceed 12. vertical load on walls shall be taken as not more
than 30” from the vertical.
4.7 Eccentricity - Eccentricity of vertical loading
at a particular junction in a masotiry wall shall 5.3.2 Arching Action - Account may also be
d.epends on factors, such as extent of bearing, taken of the arching action of well-bonded
magnitude of loads, stiffness of slab or beam, masonry walls supported on lintels and beams,
fixity at the support and constructional details at in accordance with established practice. Increased
junctions. No exact calculations are possible to axial stresses in the masonry associated with
make accurate assessment of eccentricity. Extent arching action in this way, shall not exceed the
of eccentricity under any particular circumstances permissible stresses given in 5.4.
has, therefore, to be decided according to the
5.3.3 Lintels - Lintels, that support masonry
best judgement of the designer. Some guidelines
construction, shall be designed to carry loads
for assessment of eccentricity are given in
fro? masonry ( allowing for arching and dispersion,
Appendix A.
where applicable) and loads received from any
other part of the structure. Length of bearing
5. STRUCTURAL DESIGN of lintel at each end shall not be less than 9 cm
or one-tenth of the span, whichever is more, and
5.1 General - The building as a whole shall. be
area of the bearing shall be sufficient to ensure
analyzed by accepted principles of mechanics to
that stresses in the masonry ( combination of
ensure safe and proper functioning in service of
wall stresses, stresses due to arching action and
its component parts in relation to the whole
bearing stresses from the lintel ) do not exceed the
building. All component parts of the structure
stresses permitted in 5.4 ( see Appendix C).
shall be capable of sustaining the most adverse
combinations of loads, which the building may be
reasonably expected to be subjected to during 5.4 Permissible Stresses
and after construction. 5.4.1 Permissible Compressive Stress - Per-
missible compressive stress in masonry shall be
5.2 Design Loads - Loads to be taken into
based on the value of basic compressive stress (fb)
consideration for designing masonry components
as given in Table 8 and multiplying this value by
of a structure are:
factor known as stress reduction factor (k,).
Area reduction factor (k,) and shape modification
a) dead loads of walls, columns, floors and
factor (kp) as detailed in 5.4.1.1 to 5.4.1.3.
roofs;
b) live loads of floors and roof; *Schedule of unit weights of building materials
(firs? revision ).
C> wind loads on walls and sloping root and
tCode of practice for structural safety of buildings :
d) seismic forces. Loading standards ( revised ).
tCriteria for earthquake resistant design of structures
NOTE -When a building is subjected to other
loads, such as vibration from railways and machinary, (fourth revision ).
these should be taken into consideration according gCode of practice for earthquake resistant design and
to the best judgement of the designer. construction of buildings (first revision ).
15L’
IS:l905-l987
TABLE 8 BASIC COMPRESSIVB STRESSES FOR MASONRY ( AFTER 28 DAYS )
( ckzuse 5.4.1 )
SL MORTAR TYPE B&KCC o MpReaurv&B RJ%.%ISN N/mm’ cC3RRRSPoNDlNo ?o MASONRY UN~ OF
No. (REFTABLE~) WHICEI iExoHT1 0 WIDTH RATIOD OES NOT Exumo 0.75 AND ~USHlNo
STRENOTH IN N/mm* ISN O?L ESS T HAN
t ,
3’5 5’0 7’5 10 125 15 17’5 20 25 30 35 40
(1) (2) (3) (4) (5) (6) (7) (8) (9) (10) (11) (12) (13) (14)
8’35 0’50 0’75 * 1’16 1’31 1’45 1’59 1’91 2’21 3.05
1 z 8-35 0’50 0’74 :*z 1.0s 1.19 1’30 1’41 1’62 l-85 h: 2’5
: :: 8’35 %h 0’74 x’: iti 1’13 1.20 1’27 1’47
0’35 0’59 - 1’03 1’10 1’17 1’34 11’.561g l1e’g6 5 f.-9 ”
! E3 X*’ Z p; izi 00’’7657 00.’7867 095 1’02 1.10 I -41 1’55 1.78
:::: 1’26
L2 0’25 * 0’42 0’53 0’58 “6* 86: 009’605 x:z 0.73 0’78 tz5 A$
NOTE1 - The table is valid for slenderness ratio up to 6 and loading with zero eccentricity.
Nol~ 2 - The values given fat basic compressive stress are applicable only when the masonry is properly cured.
NOTB~- Linear interpolation is permissible for units having crushing strengths between those given in the table.
NUTS4 - The permissible stress for random rubble masonry may be taken as 75 percent of the corresponding
stress for coaraed walling of similar materials.
N-5 - The strength of ashlar masonry (natural stone masonry of massive type with thin joints) is closely
related to intrinsic strength of the stone and allowable working stress in excess of those given in the table
may be allowed for such masonry at the discretion of the designer.
Values of basic compressive stress given in
Table 8 .take into consideration crushing strength TABLE 9 STRESS REDUCTION FACTOR FOR
of masonry unit and grades of mortar, and hold SLENDERNESS RATIO AND ECCENTRICITY
(Ciuuse 5.4.1.1 )
good for values of S R not exceeding 6, zero
eccentricity and masonry unit having height to SLEN- ECCENTRICITY OF LOADING DIVIDED BY THE
width ratio ( as laid ) equal to 0.75 or less. DERNESS THICKNESS OF THE MEMBER
RATIO7 * 1
Alternatively, basic compressive stress may be 0 l/24 1112 l/6 l/4 l/3
based on results of prism test as given in (1) (2) (3) (4) (5) (6) (7)
Appendix B on masonry made from masonry 6 1.00
;:g i!:F &Z A:: -z
units and mortar to be actually used in a ;:;;
1: 0.89. 0.88 0.85 0.81
particular job. 12 0.84 0.83 t:;; 0.78 0.75 O-72
0.78 0.76 0.74 0.70 0’66
5.4.1.1 Stress reduction factor - This factor, :d 0’73 0’71 0’68 0’63 0.58 8.*Z
as given in Table 9, takes into consideration the 0.67 0.61 0.55 0’43
slenderness ratio of the element and also the ;: 0’62 :z! 0.55 0.48 8’. :; 0’34
22 0’56 0’32 0’24
eccentricity of loading.
0’51 :z. z * i; 0.24 -
;: 0’45 0’35 . -- -
5.4.13 Area redirction factor - This factor
27 0’43 00:: 0.33 0.22 - -
takes into consideration smallness of the sectional
area of the element and is applicable when NOTE 1 - Lin’ear interpolation between values is
permitted.
sectional area of the element is less than O-2 m2.
The factor, k, = 0.7 + 1.5 A, A being the area No7z2- Where, in special cases, the eccentri-
of section in m2. city of loading lies between l/3 and l/2 of the thick-
ness of the member, the stress reduction factor should
vary linearly between unity and 0.20 for slenderness
5.4.1.3 Shape modl$cation factor - This ratio of 6 and 20 respectively.
factor takes into consideration the shape of the
NOTE 3 -Slenderness ratio of a member for
unit, that is, height to width ratio ( as laid ) and
sections within l/8 of the height of the member above
is given in Table 10. This factor is applicable for or below a lateral support may be taken to be 6.
units of crushing strength up to 15 N/mm%
5.4.1.4 Increase in permissible compressive increase in permissible compressive stress
stresses allowed for eccentric vertical loads and is allowed in design.
lateral loads under certain conditions - In
b) When resultant eccentricity ratio exceeds
members subjected to eccentric and/or lateral
l/6,25 percent increase in permissible stress
loads, increase in permissible compressive stress
is allowed but the area of the section
is allowed as follows:
under tension shall be disregarded for
a) When resultant eccentricity ratio exceeds computing the load carrying capacity of
l/24 but does not exceed l/6, 25 percent the member.
16
i
. . . , .‘ ..IS : 1905 - 1987 --,.
parallel to bed joints, pro-
TABLE 10 SHAPE MODIFICATION FACTOR FOR vided crushing strength of
MASONRY UNITS
masonry units is not less
( Clause 5.4.1.3 )
than 7.5 N/mm*.
HEIGHT TO SHAPE MODIFICATIONF ACTOR (kp) FOR
FF~;zT;A~~O UNITS HAVIIW ~~S;ING STRENGTHI N NOTE1 - NO tensile stress is permittedin masonry
, in case of water-retaining structures in view of water
A-- in contact with masonry. Also no tensile stress is
< As LArD ). 7.0 7.5 10.0 15.0 permitted in earth-retaining structures in view of the
(1) (2) (3) (4) (5) possibility of presence of water at the back of such
walls.
up to 0’75 1’0 1.0 1.0
;:;
1’0 ::5” ;:; ;:; NOTES- Allowable tensile stress in bending in
the vertical direction may be increased to 0.1 N/mm*
;:;
2.0 to 1,: 1’8 1’5 1’3 for Ml mortar and 0’07 N/mm’ for M2 mortar in case
of boundry walls/compound walls at the discretion of
NOTE - Linear interpolation between values is the designer.
permissible.
5.4.3 Permissible Shear Stress - In case of
walls built in mortar not leaner than Grade Ml
NOTE- When resultant eccentricity ratio of
loading is l/24 or less, compressive stress due to ( see Table 1) and resisting horizontal forces in
bending shall be ignored and only axial stress need be the plane of the wall, permissible shear stress,
computed for the purpose of design. calculated on the area of bed joint, shall not
exceed the value obtained by the formula given
5.4.1.5 Increase in permissible compre..sive
below, subject to a maximum of 0.5 N/mm?
stress for walls subjected to concentrated loads -
When a wall is subjected to a conc’entrated load f8 = 0.1 f fd6
( a load being taken to be concentrated when where.
area of supporting walls equals or exceeds three
f6 = permissible shear stress in N/mmz,
times the bearing area), certain< increase in
permissible compressive stress may be allowed and
because of dispersal of the load. Since, according fd = compressive stress due to dead loads
to the present state of art, there is diversity of in N/mm%
views in regard to manner and extent of dispersal,
design of walls subjected to concentrated load 5.4.4 If there is tension in any part of a section
may, therefore, be worked out as per the best of masonry, the area under tension shall be
judgement of the designer. Some guidelines in ignored while working out shear stress on the
this regard are given in Appendix C. section.
5.4.2 Permissible Tensile Stress - As a general 5.5 Design Thickness/bss-Section
rule, design of masonry shall be based on the
assumption that masonry is not capable of taking 5.5.1 Walls and Columns Subjected to Vertical
any tension. However, in case of lateral loads Loads - Walls and columns bearing vertical loads
normal to the plane of wall, which causes shall be designed on the basis of permissible
flexural tensile stress, as for example, panel, compressive stress. Design consists in determin-
.curtain partition and free-standing walls, flexural ing thickness in case of walls and section in case
tensile stresses as follows may be permitted in of columns in relation to strength of masonry
the design for masonry: units and grade of mortar to be used, taking into
consideration various factors such as slender-
Grade Ml or - 0.07 N/mm* for bending in
ness ratio, eccentricity, area of section, work-
better mortar the vertical direction where
manship, quality of supervision, etc, subject
tension developed is normal
further to provisions of 5.5.1.1 to 5.5.1.4.
to bed joints.
- O-14 N/mm2 for bending in 5.5.1.1 Solid walls - Thickness used for
design calculation shall be the actual thickness
the longitudinal direction
of masonry cbmputed as the sum of the average
where tension developed is
parallel to bed joints, pro- dimensions of the masonry units specified in the
relevant standard, together with the specified
vided crushing strength of
joint thickness. In masonry with raked joints,
masonry units is not less
thickness shall be reduced by the, depth of
than 10 N/mm*.
raking of joints for plastering/pointing.
Grade M2 - 0.05 N/mm2 for bending in
mortar the vertical direction where 5.5.1.2 Cavity walls
tension developed is normal
bed joints. a) Thickness of each leaf of a cavity wall
shall not be less than 7.5 cm.
- 0.10 N/mm2 for bending in
the longitudinal direction b) Where the outer leaf is half masonry unit
where tension developed is in thickness, the uninterrupted height andIS:1905-1987
length of this leaf shall be limited so as to 5.5.2.1 Free-standing walls:
avoid undue loosening of ties due to
differential movements between two leaves. a) Free-standing walls, subjected to wind
The outer leaf shall, therefore, be support- pressure or seismic forces, shall be design-
ed at least at every third storey or at ed on the basis of permissible tensile
every IO m of height, whichever is less, stress in masonry or stability as in 4.2.2.4.
and at every 10 m or less along the However, in seismic zones I and II, free-
length. standing walls may be apportioned with-
out making any design calculations with
cl Where the load is carried by both leaves the help of Table 11, provided the mortar
of a wall of a cavity construction, the used is of grade not leaner than Ml.
permissible stress shall be based on the
b) If there is a horizontal damp-proof course
slenderness ratio derived from the effec-
near the base of the wall that is not
tive thickness of the wall as given in 4.5.4
capable of developing tension vertically,
or 4.5.5. The eccentricity of the load shall
the minimum wall thickness should be the
be considered with respect to the centre
greater of that calculated from either:
of gravity of the cross-section of the wall.
1) the appropriate height td thickness
d) Where the load is carried by one leaf only,
ratio given in Table I1 reduced by
the permissible stress shall be the greater
25 percent, reckoning the height from
of values calculated by the following two
the level of the damp-proof course; or
alternative methods:
2) the appropriate height to thickness
1) The slenderness ratio is based on the
ratio given in Table 11 reckoning the
effective thickness of the cavity wall as
height from the lower level at which
a whole as given in 4.5.4 or 4.5.5 and
the wall is restrained laterally.
on the eccentricity of the load with
respect to the centre of gravity of the
croks-section of the whole wall ( both
TABLE 11 HEIGHT TO THICKNESS RATIO OF
leaves ). ( This is the same method as
FREE-STANDING WALLS RELATED TO
where the load is carried by both the WIND SPEED
leaves but the eccentricity will be more
when the load is carried by one leaf DESIGN WIND PRESSURE HEIGHT TO THICKNESSR ATIO
only. ) (1) (2)
N/m”
2) The slenderness ratio is based on the
up to 285 10
effective thickness of the loaded leaf
515
only using 4.5.1 and 4.5.2, and the 863 .:
eccentricity of the load will also be 1150 4
with respect to the centre of gravity of
NOTE 1 - For intermediate values, linear inter-
the loaded leaf only. polation is permissible.
NOTE 2 - Height is to be reckoned from 15 cm
In either alternative, only the actual thick- below ground level or top of footingifoundation
ness of the load bearing leaf shall be used in block, whichever is higher, and up to the top edge of
arriving at the cross-sectional area resisting the the wall.
load ( sf’e 5.5.1.1 ).
NOTE 3 - The thickness should be measured
including the thickness of the plaster.
5.5.1.3 Faced ,vall - The permissible load
per length of wall shall be taken as the product
of the total thickness of the wall and the per-
5.5.2.2 Retaining walls - Normally masonry
missible stress in the weaker of the two materials.
of retaining walls shall be designed on the basis
The permissible stress shall be found by using the
of zero-tension, and permissible compressive
total thickness of the wall when calculating the
stress. Lowever, in case of retaining walls for
slenderness ratio.
supporting horizontal thrust from dry materials,
retaining walls may be designed on the basis of
5.5.1.4 Veneered wall - The facing ( veneer )
shall be entirely igr.ored in calculations of permissible tensile stress at the discretion of the
strength and stability. For the purpose of deter- designers.
mining the permissible stress in the backing, the
5.5.3 Walls and Columns Subiected to Verticcal
slenderness ratio shall be based on the thickness
as Well as Lateral L,oads - For walls and columns,
of the backing alone.
stresses worked out separately for vertical loads
as in 5.5.1 and lateral loads as in 5.5.2, shall be
5.5.2 Walls and Columns Mainfy Subjecred to combined and elements designed on the basis of
Lateral Loads permissible stresses.e
Is : 1905 - 1987
55.4 Walls Subjected fo In-Plane Bending and determined from consideration of strength
Vertical Loads (Shear Walls) - Walls subjected and stability may hot always be adequate in
to in-plane bending and vertical loads, that is, respect of other requirements such as resistance
shear walls shall be designed on the basis of to fire, thermal insulation, sound insulation and
no-tension, permissible shear stress and permissi- resistance to damp penetration for which refer-
ble compressive stress. ence may be made to the appropriate Indian
Standards, and thickness suitably increased, where
5.5.5 Non-load Bearing Walls- Non-load bear- found necessary.
ing walls, such as panel walls, curtain. walls and
partition walls which are mainly subjected to
lateral loads, according to present state bf art, 6.3 Workmanship
are not capable of precise design and only
6.3.1 General - Workmanship has considera-
approximate methods based on some tests are
ble effect on strength of masonry and bad
available. Guidelines for approximate design of
workmanship may reduce the strength of brick
these walls are given in Appendix D.
masonry to as low as half the intended strength.
The basic compressive stress values for masonry
6. GENERAL REQUIREMENTS as given in Table 8 would hold good for commer-
cially obtainable standards of workmanship with
6.1 Methods of Construction reasonable degree of supervision. If the work
is inadequately supervised, strength should be
6.1.1 General - The methods adopted in the
reduced to three-fourths or less at the discretion
construction of load bearing and non-load
of the designer.
bearing shall comply with the following
standards:
6.3.2 Bedding of Masonry Units - Masonry
units shall be laid on a full bed or mortar with
Brickwork IS : 2212-1962* frog, if any, upward such that cross-joints and
Stone masonry IS : 1597 ( Part 1 )-1967t wall joints are completely filled with mortar.
. IS : 1597 ( Part 2 )-1967$ Masonry units which are moved after initial
placement shall be relaid in fresh mortar,
Hollow concrete IS : 2572-1963s
discarding the disturbed mortar.
block masonry
Autoclaved cellular IS : 6041-198511 6.3.3 Bond - Cross-joints in any course of one
concrete block brick thick masonry wall shall be not less than
masonry one-fourth of a masonry unit in horizontal
Lightweight concrete IS : 6042-196971 direction from the cross-joints in the course
below. In masonry walls more than one brick
block masonry
in thickness, bonding through the thickness of
Gypsum partition IS : 2849-1983**
wall shall be provided by either header units or
blocks
by other equivalent means conforming to the
requirements of IS : 2212-1962*.
6.1.2 Construction of Buildings in Seismic
Zones - No special provisions on construction 6.3.4 Verticality and Alignment - All masonry
are necessary for buildings constructed in zones shall be built true and plumb within the tolerances
I and II. Special features of construction for prescribed below. Care shall be taken to keep
earthquake resistant masonry buildings in zones the perpends properly aligned.
III, IV and V shall be applicable as given in
IS : 4326-1976tt. a) Deviation from vertical within a storey
shall not exceed 6 mm per 3 m height.
6.2 Minimum Thickness of Walls from Coosidera-
tion ther Othan Structural - Thickness of walls b) Deviation in verticality in total height of
any wall of a building more than one
storey in height shall not exceed 12.5 mm.
*Code of practice for brickwork.
tCode of practice for construction of atone masonry : cl Deviation from position shown on plan of
Part 1 Rubble stone masonry. any brickwork shall not exceed 12.5 mm.
$Code of practice for construction of stone masonry :
Part 2 Ashlar masonry. 4 Relative displacement between load
bearing walls in adjacent storeys intended
§Code of practice for construction of hollow concrete
block masonry. to be in vertical alignment shall not exceed
l{Code of practice for construction of autoclaved 6 mm.
cellular concrete block masonry (first revision).
BCode of practice for construction of lightweight e) Deviation of bed-joint from horizontal in
concrete block masonry. a length of 12 m shall not exceed 6 mm
**Specification for non-load bearing gypsum partition subject to a maximum deviation of 12 mm.
blocks ( solid and hollow types) (firsr revision).
TtCode of practice for earthquake resistant cons-
truction of buildings (first revision ). *Code of practice for brickwork.Is:1905 -1987
f) Deviation from the specified thickness of 6.5.3.5 Holes for supporting put-logs of
bed-joints, cross-joints and perpends shall scaffolding shall be kept away from bearings of
not exceed one-fifth of the specified beams, lintels and other concentrated loads. If
thickness. unavoidable, stresses in the affected area shall be
checked to ensure that these are within safe
NOTE- These tolerances have been specified from limits.
point of view of their effect on the strength of maso-
nry. The permissible stresses recommended in 5.3 6.5.3.6 No chase, recess or hole shall be
may be considered applicable only if these tolerances provided in any stretch of a masonry wall, the
are adhered to. length of which is less than four times the thick-
ness of wall, except when found safe by struc-
6.4 Joints to Control Deformation and Cracking -
tural analysis.
Special provision shall be made to control
or isolate thermal and other movements so that 6.5.3.7 Masonry directly above a recess or
damage to the fabric of the building is avoided a hole, if wider than 30 cm, shall be supported
and its structural sufficiency preserved. Design on a lintel. No lintel, however, is necessary in
and installation of joints shall be done according case of a circular recess or a hole exceeding
to the appropriate recommendations of IS : 3414- 30 cm in diameter provided upper half of the
1968*. recess or hole is built as a semi-circulhr arch of
adequate thickness and there is adequate length
6.5 Chases, Recesses and Holes of masonry on the sides of openings to resist the
horizontal thrust.
6.51 Chases, recesses and holes are permis-
sible in masonry only if these do not impair 5.5i3.8 As far as possible, chases, recesses
strength and stability of the structure. and holes in masonry should be left (inserting
sleeves, where necessary) at the time of cons-
6.5.2 In masonry, designed by structural
truction of masonry so as to obviate subsequent
analysis, all chases, recesses and holes shall be
cutting. If cutting is unavoidable, it should be
considered in structural design and detailed in
done without damage to the surrounding or
building plans.
residual masonry. It is desirable to use such
6.5.3 When chases, recesses and holes have tools for cutting which depend upon rotary and
not been considered in structural design are not not on heavy impact for cutting action.
shown in drawings, these may be provided
6.5.3.9 No chase, recess or hole shall be
subject to the constraints and precautions speci-
provided in half-brick load bearing wall, cxcept-
fied in 6.5.3.1 to 6.5.3.10.
ing the minimum number of holes needed for
6.5.3.1 As far as possible, services should be scaffolding.
planned with the help of vertical chases and use
6.5.3.10 Chases, recesses or holes shall not
of horizontal chases should be avoided.
be cut into walls made of hollow or perforated
units, after the units have been incorporated in
6.5.3.2 For load bearing walls, depth of
vertical and horizontal chases shall not exceed masonry.
one-third and one-sixth of the wall thickness
6.6 Corbelling
respectively.
6.6.1 Where corbelling is required for the
6.5.3.3 Vertical chases shall not be closer than support of some structural element, maximum
2 m in any stretch of wall and shall not bc locat- projection of masonry unit should not exceed
ed within 34.5 cm of an opening or within 23 cm one-half of the height of the unit or one-half of
of a cross wall that serves as a stiffening wall for the built-in part of the unit and the maximum
stability. Width of a vertical chase shall not horizontal projection of the corbel should not
exceed thickness of wall in which it occurs. exceed one-third of the wall thickness.
6.5.3.4 When unavoidable horizontal chases 6.6.2 The load per unit length on a corbel shall
of width not exceeding 6 cm in a wall having not be greater than half of the load per unit length
slenderness ratio not exceeding 15 may be on the wall above the corbel. The load on the
provided. These shall be located in the upper wall above the corbel together with four times
or lower middle third height of wall at a distance the load on the corbel, shall not cause the aver-
not less &an 60 cm from a lateral support. No age stress in the supporting wall or leaf to
horizontal chase shall exceed one metre in length exceed the permissible stresses given in 5.4.
and there shall not be more than 2 chases in any
6.6.3 It is preferable to adopt header courses
one wall. Horizontal chases shall have minimum
in the corbelled portion of masonry from consi-
mutual separation disknce of 50 cm. Sum of
derations of economy and stability.
lengths of all chases and recesses in any hori-
zontal plane shall not exceed one-fourth the
7. NOTATIONS AND SYMBOLS
length of the wall.
7.1 The various notations and letter symbols
*Code of practice for design and installation of joints used in the text of the standard shall have the
in buildings. meaning as given in Appendix E.
20Is:1905-1987
APPENDIX A
( Clause 4.7 )
SOME GUIDELINES FOR ASSESSMENT OF ECCENTRICITY OF LOADING ON WALLS
A-l. Where a reinforced concrete roof and floor independent slabs spanning from both sides,
slab of normal span (not exceeding 30 times the provided the span of the floor on one side does
thickness of wall) bear on external masonry not exceed that on the other by more than I5
walls, the point of application of the vertical percent. Where the difference is greater, the
loading shall be taken to be at the centre of the displacement of the point of application of each
bearing on the wall. When the span is more floor load shall be taken as one-sixth of its
than 30 times the thickness of wall, the point of bearing width on the wall and the resultant
application of the load shall be considered to be eccentricity calculated therefrom.
displaced from the centre of bearing towards the
A-5. For timber and other lightwight floors,
span of the floor to an extent of one-sixth the
even for full width bearing on pall, an eccentri-
bearing width.
city of about one-sixth may be assumed due to
A-2. In case of a reinforced concrete slab of deflection. For timber floors with larger spans,
normal span (that is, less than 30 times the that is, more than 30 times the thickness of the
thickness of the wall), which does not bear on wall, eccentricity of one-third the thickness of the
the full width of the wall and ‘cover tiles or wall may be assumed.
bricks’ are provided on the external face, there
A-6. In multi-storeyed buildings, fixity and eccen-
is some eccentricity of load. The eccentricity
tricity have normally purely local effect and are
may be assumed to be one-twelfth of the thick-
not cumulative. They just form a constant
ness of the wall.
ripple on the downward increasing axial stress.
A-3. Eccentricity of load from the roof/floor If the ripple is large, it is likely to be more
increases with the increase in flexibility and thus serious at upper levels where it can cause crack-
deflection of the slabs. Also, eccentricity of ing of walls than lower down where it may or
loading increases with the increase in fixity of may not cause local over-stressing.
slabs/beams at supports. Precast RCC slabs are
better than in-situ slabs in this regard because of NOTE-The resultant eccentricity of the total loads
on a wall at any level may be calculated on the
very little lixity. If supports are released before
assumption that immediatelv above a horizontal
further construction on top, fixity is reduced. lateral support, the resultan< eccentricity of all the
vertical loads above that level is zero.
A-4. Interior walls carrying continuous floors are
assumed to be axially loaded except when carrying A-7. For a wall corbel to support some load, the
very flexible floor or roof systems. The assump- point of application of the load shall be assumed
tion is valid also for interior walls carrying to be at the centre of the bearing on the corbel.
APPENDIX B
( Clause 5.4.1 )
CALCULATION OF BASIC COMPRESSIVE STRESS OF MASONRY BY PRISM TEST
B-l. DETERMINATION OF COMPRESSIVE consistency of the mortar, the thickness of
STRENGTH OF MASONRY BY PRISM mortar joints and workmanship shall be the
TEST same as will be used in the structure. Assembled
specimen shall be at least 40 cm high and shall
B-l.1 When compressive strength of masonry have a height to thickness ratio (h/r) of at least
(rm) is to be established by tests, it shall be done 2 but not more than 5. If the h/t ratio of the
in advance of the construction, using prisms prisms tested is less than 5 in case of brickwork
built of similar materials under the same condi- and more than 2 in case of blockwork, compres-
tions with the same bonding arrangement as for sive strength values indicated by the tests shall
the structure. In building the prisms, moisture be corrected by multiplying with the factor
content of the units at the time of laying, the indicated in Table 12.
21
I____ .._IS : 1905 - 1987
sheets of nominal 4 mm plywood, slightly longer
TABLE 12 CORRECTION FACTORS FOR than the bed area of the prism, in a testing
DIFFERENT h/r RATIOS machine, the upper platform of which is spheri-
cally seated. The load shall be evenly distri-
( Clause B-l.1 )
buted over the whole top and bottom surfaces of
the specimen and shall be applied at the rate of
Ratio of height 2.0 2.5 3.0 3.5 4’0 5.0
to thickness (h/t) 350 to 700 kN/m. The load at failure should
Correctionfactors 0’73 0.80 @86 0’91 0.95 1’00 be recorded.
for brickwork*
Correction factors 1’00 - 1.20 - 1.30 1’37 B-2. CALCULATION OF BASIC COMPRES-
for blockwork*
SIVE STRESS
*Interpolation is valid for intermediate values.
B-2.1 Basic of masonry shall be taken to be equal
to 0.25 j.‘m where yrn is the value of compressive
Prisms shall be tested after 28 days between strength of masonry as obtained from prism test.
APPENDIX C
( Clauses 5.3.3 and 5.4.1.5 )
GUIDELINES FOR DESIGN OF MASONRY SUBJECTED TO CONCENTRATED LOADS
C-l. EXTENT OF DISPERSAL OF C-3. CRITERIA OF PROVIDING BED
CONCENTRATED LOAD BLOCK
C-l.1 Par concentric loading, maximum spread C-3.1 If a concentrated load bears on one end of
of a concentrated load on a wall may be taken a wall, there is a possibility of masonry in the
to be equal to b+4 t ( b is width of bearing and upper region developing tension. In such a
t is thickness of wall), or stretch of wall support- situation, the load should be supported on an
ing the load, or centre-to-centre distance RCC bed block ( of M-15 Grade) capable of
between loads, whichever is less. taking tension.
C-2. INCREASE IN PERMISSIBLE STRESS C-3.2 When any section of masonry wall is
subjected to concentrated as well as uniformly
C-2.1 When a concentrated load bears on a distributed load and resultant stress, computed
central strip of wall, not wider than half the by making due allowance for increase in stress
thickness of the wall and is concentric, bearing on account of concentrated load, exceeds the
stress in masonry may exceed the permissible permissible stress in masonry, a concrete bed
compressive by 50 percent, provided the area of block ( of M-15 Grade ) should be provided
supporting wall is not less than three times the under the load in order to relieve stress in
bearing area. masonry. In concrete, angle of dispersion of
concentrated load is taken to be 45” to the
C-2.2 If the load bears on full thickness of wall
vertical.
and is concentric, 25 percent increase in stress
may be allowed. C-3.3 In case of cantilevers and long span beams
supported on masonry walls, indeterminate but
C-2.3 For loading on central strip wider than
very high edge stressses occur at the supports
half the thickness of the wall but less than full
and in such cases it is necessary to relieve stress
thickness, increase in stress may be worked out
on masonry by providing concrete bed block of
by interpolation between values of increase in
M-15 Grade concrete. Similarly when a wall is
stresses as given in C-2.1 and C-2.2.
subjected to a concentrated load from a beam
C-2.4 In case concentrated load is from a lintel which is not sensibly rigid ( for example, a timber
over an opening, an increase of 50 percent in beam or an RS joist ), a concrete bed block
permissible stress may be taken, provided the should be provided below the beam in order to.
supporting area is not less than 3 times the avoid high edge stress in the wall because of
bearing area. excessive deflection of the beam.
22IS : 1905- 1987
APPENDIX D
( CZause 5.5.5 )
GUIDELINES FOR APPROXIMATE DESIGN OF NON-LOAD BEARING WALL
D-l. PANEL WALLS p = O-50, are given in Table 14.
D-l.1 A panel wall may be designed approxi-
mately as under, depending upon its support TABLE 14 BENDING MOMENTS IN LATERALLY
conditions and certain assumptions: LOADED PANEL WALLS SUPPORTED ON
ALL FOUR EDGES
a>W hen there are narrow tall windows on
Height of panel, H
either side of panel, the panel spans in the Length of panel, L 0.30 0.50 0.75 190 I.25 1.50 1’75
vertical direction. Such a panel may
be designed for a bending moment of PL PL PL PL PL PL PL
Bending moment
PH[& where Y is the total horizontal load 7236 Tc18 rr --1 3 12
on the panel and H is the height between
NOTE- When H/L is less than 0.30, value of
the centres of supports. Panel wall is bending moment in the horizontal direction may be
assumed to be simply supported in the taken as nil and panel wall may be designed for a
vertical direction. bending moment value of PHj8 in the vertical
direction; when H/L exceeds 1.75, panel may be
assumed to be spanning in the horizontal direction
b) When there are long horizontal windows
and designed for bending moment of PL/8.
between top support and the panel, the
top edge of the panel is free. In this
case, the panel should be considered to be
D-2. CURTAIN WALLS
supported on sides and at the bottom, and
the bending moment would depend upon D-2.1 Curtain walls may be designed as panel
height to length ratio of panel and flexu- walls taking into consideration the actual support-
ral strength of masonry. Approximate ing conditions.
values of bending moments in the hori-
zontal direction for this support condition,
D-3. PARTITION WALLS
when ratio (p) of flexural strength of wall
in the vertical direction to that in hori- D-3.1 These are internal walls usually subjected
zontal direction is assumed to be 0.5, are to much smaller lateral forces. Behaviour of
given in Table 13. such wall is similar to that of panel wall and
these could, therefore, be designed on similar
lines. However, in view of smaller lateral loads,
TABLE 13 BENDING MOMENTS IN LATERALLY ordinarily these could be apportioned empirically
LOADED PANEL WALLS, FREE AT TOP EDGE as follows:
AND SUPPORTED ON OTHER THREE EDGES
Height ofP anel. a) Walls with adequate lateral restraint at
Length of Panel, L o.30 o.50 o.75 l.oo ,.25 1.50 1.75 both ends but not at the top:
PL PL PL PL PL PL PL 1) The panel may be of any height,
Bending moment --_--
z is 14 12 11 10’5 10 provided the length does not exceed 40
times the thickness; or
NOTE - For H/L ratio less than O-30, the panel
should be designed as a free-standing wall and for 2) The panel may be of any length, pro-
Hl L ratio exceeding 1.75, it should be designed as a vided the height does not exceed 15
horizontally spanning member for a bending moment
times the thickness ( that is, it may be
value of PL/8.
considered as a free-standing wall); or
c) When either there are no window openings 3) Where the length of the panel is over
40 times and less than 60 times the
or windows are of ‘hole-in-wall’ type, the
thickness, the height plus twice the
panel is considered to be simply supported
on all four edges. In this case also, length may not exceed 135 times the
amount of maximum bending moment thickness;
depends on height to length ratio of panel b) walls with adequate lateral restraint at
and ratio (p) of flexural strength of maso- both ends and at the top:
nry in vertical direction to that in the
horizontal direction. Approximate values 1) The panel may be of any height,
for maximum bending moment in the provided the length does not exceed 40
1i horizontal direction for masonry with times the thickness; or
23
/
--- -------h
IS:1905 - 1987
2) The panel may be of any length, pro- at the top but not at the ends, the panel
vided the height does not exceed 30 may be of any length, provided the height
times the thickness; or does not exceed 30 times the thickness.
3) Where the length of the panel is over
40 times and less than 110 times the D-3.2 Strength of bricks used in partition walls.
thickness, the length plus three times should not be less than 3.5 N/mm2 or the strength
the height should not exceed 200 times of masonry units used in adjoining mavonry,
the thickness; and whichever is less. Grade of mortar should not
_ __A
c) When walls have adequate lateral restraint be leaner than M1.
APPENDIX E
( Clasue 7.1 )
NOTATIONS, SYMBOLS AND ABBREVlATIONS
E-l. The following notations, letter symbols and kp = Shape modification factor
abbreviations shall have the meaning_ indicated k, = Stress reduction factor
against each, unless otherwise specified. in the
L = Actual length of wall
text of the standard:
Ll, L2 = Lower strength mortars
A = Area of a section
Ml, M2 = Medium strength mortars
b = Width of bearing P = Total horizontal load
DPC = Damp proof course
PL = Plinth level
= Resultant eccentricity
RCC = Reinforced cement concrete
4;b = Basic compressive stress RS = Rolled steel
fc = Permissible compressive stress SIJ = S;;Fg of piers/buttresses/cross
fd = Compressive stress due to dead
loads
SR = Slenderness ratio
_fs = Permissible shear stress
1 = Actual thickness
yrn = Compressive strength of masonry
= Thickness of pier
( in prism test ) tP
GL = Ground level tw = Thickness of wall
H = Actual height between lateral W = Resultant load
supports - Axial load
Wl
H’ = Height of opening = Eccentric load
WZ
HI, H2 = High strength mortars = Width of piers/buttresses/crosswalls
wp
h = Effective height between lateral = Ratio of flexural strength of wall in
/1
supports the vertical direction to that in the
k, = Area factor horizontal direction.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 uxntry.
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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Printed at Dee Kay Printers, New Delhi- 11 00 15,! ndia.
|
3037.pdf
|
IS: 3037.1986
Indian Standard
SPECIFICATION FOR
BITUMEN MASTIC FOR USE IN
WATER PROOFING OF ROOFS
( First Revision)
Waterproofing and Damp-Proofing Sectional Committee, BDC 41
Chairman Representing
PROF M. S. S~ETTY Ministry of Defence ( Engineer-in-Chief’s Branch )
Members
LT-COL V. K. KANITI~AR( Altarnate to
Prof M. S. Shetty )
SHRI R. C. ABORA Hindustan Petroleum Corporation Ltd, Bombay
SHRI S. S. CHANDOI~ Central Public Works Department, New Delhi
SURVEYOR OF WORKS ( NZ ) ( Alternate )
SHRI T. CHOUDHURY National Test House, Calcut:a
SHRI D. S. GRUMMAN Roofrite Pvt Ltd, New Delhi
SHRI K. K. LAL ( Alternate )
SHRI S. S. DAS GUPTA Indian Oil Corporation Ltd, Bombay
SHRI S. N. DUT~A GUPTA Bharat Petroleum Corporation Ltd, Bombay
SHRI A. D. NAYAK ( Alternate)
SHRI A. D. G~PTA Fertilizer ( Planning and Development ) India Ltd.
Dhanbad -
SRRI B. K CHATTERJEE ( Alternate )
SHRI M. S. GUP+ Roof Waterproofing Company, Calcutta
SHRI S. K. JAIN Hoechst Dyes & Chemicals Ltd, Bombay
SHRI K. A. T. VAROHESE ( Alternate )
SHRI M. B. JAYWANT Synthetic Asphalts, Bombay
SHRI S. K. KARAMCHANDANI Union Carbide India Ltd, Calcutta
SHRI V. NIJHAVAN ( Alternate )
SHRI M. R. MALYA In personal capacity (Flat Ivo. 3, Panorama, 30 Pali
Hill Road, Bombay )
SRRI S. P. M~DI Engineers India Limited, New Delhi
DR MORAMTHEDASLAM Central Building Research Institute ( CSIR ),
Roorkee
SHRI A. G. POI, Public Works Department, Government of
Maharashtra
SHRI R. P. PUNJ Lloyd Bitumen Products, Calcutta
SHRI M. M. MATHAI (Alternate)
( Continued on page 2 )
@ Cofi_vright 1987
INDIAN STANDARDS INSTITUTION
This publication is protected under the Indian Copyright Act CX IV 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 :3037 - 1986
( Conrinwdfrom~1 a) gc
Members Rcprescnting
SRRI T. K. ROY Shalimar Tar Products ( 1935 ) Ltd, Calcutta
SHRI B. K. BRATTACHARY~ ( Ahrnate )
SHRI A. SEN GUPTA Ministry of Railways, Calcutta
SENIOR DEPUTY CR~EF ENOINEER Public Works Department, Government of
( BLDG ) Tamil Nadu
SUPERITTE~VDINQ ENQINEER
DES~QN CIRCLE ( Altcrnatc )
SHRI A. SHARIF FGP Limited, Bombay
SHRI G. K. TAXI.~R ( Alternate)
CAPT ASHOE SHIISTRY Onsar Chemical Pvt Ltd, Bombay
SHRI S. K. B~NIERJEE ( Alfcrnatc )
SHRI Y. S. S~INIVASAN National Buildings Organization, New Delhi
SHRI SHAMII KANT ( Alfernate )
PROF C. G. SWAHINATHAN Central Road Research Institute ( CSIR ),
New Delhi
SHRI Y. G. GOKHALE ( Alternate )
SHRI G. RAMAN, Director General, ISI ( Ex-o&io Member )
Director ( Civ Engg )
Sccrctnry
SHRI M. SADASIVAM
Assistant Director ( Civ Engg ), IS1IS:3037 - 1986
Indian Standard
SPECIFICATION FOR
BITUMEN MASTIC FOR USE IN
WATER PROOFING OF ROOFS
First Revision)
(
0. FOREWORD
0.1 This Indian Standard ( First Revision ) was adopted by the Indian
Standards Institution on 4 July 1986, after the draft finalized by the
Waterproofing and Damp-proofing Sectional Committee had been appro-
ved by the Civil Engineering Division Council.
0.2 A number of materials for waterproofing of roofs are available.
Bitumen mastic is one of them and this standard is intended to provide
the required guidance in the proportioning of bitumen and aggregates to
get bitumen mastic suitable for waterproofing purposes. The choice of
materials and proportioning aims at obtaining (a) the densest mix to
ensure imperviousness, (b) the required flexibility of the mastic layer
after it is laid, and (c) sufficient workability to ensure ease of application.
This mastic is intended for hot application. For flat surface, both air-
blown and steam refined grades of bitumen are used within the limits
specified. For steeply inclined and vertical surfaces, however, airblown
bitumen within the limits specified may prove more suitable.
0.3 This standard was first published in 1965. The present revision in-
corporates the changes necessary due to developments and revision of
other standards referred to in the standard. In this revision, the require-
ment of solubility of bitumen in carbon tetrachloride and trichloro-
ethylene has been added in the physical properties of bitumen.
0.4 In the formulation of this standard, due weightage has been given to
international co-ordination among the standards and practices prevailing
in different countries in addition to relating it to the practices in the field
in this country.
0.5 This standard is one of a series of Indian Standard specifications on
materials for use in waterproofing and damp-proofing of buildings. Other
specifications published SO far in the series are:
IS : 1322-1982 Bitumen felts for waterproofing and damp-proofing
( third revision )
3IS:3037 - 1986
IS : 1580-1969 Bituminous compounds for waterproofing and caulk-
ing purposes ( jirst yevision )
0.6 For the purpose of deciding whether a particular requirement of
this standard is complied with, the final value, observed or calculated,
expressing the result of a test or analysis, shall be rounded off in accor-
dance with IS : 2-1960*. The number of significant places retained in
the rounded off value should be the same as that of the specified value
in this standard.
1. SCOPE
1.1 This standard covers the requirements for bitumen mastic suitable
for waterproofing of roofs.
1.2 This bitumen mastic is not intended to be used as a paving material
or to withstand exceptional conditions, such as acid or alkali actions.
2. TERMINOLOGY
2.1 For the purpose of this standard, definitions given in IS : 334-1982t
and IS : 491 l-1968: shall apply.
3. GENERAL CHARACTERISTICS
3.1 The bitumen mastic shall consist of a mixture of bitumen, aggre-
gates and mineral filler in such suitable proportions as to give it a semi-
fluid consistency when heated to about 180°C. The mastic at this
temperature shall be easily compressible by trowels into a compact and
uniform layer, not less than 10 mm in thickness.
4. MATERIALS
4.1 Bitumen - The physical properties of bitumen used shall conform
to those specified in Table 1 when tested in accordance with the methods
of tests specified therein.
4.2 Aggregates - Aggregates suitable for bitumen mastic for water-
proofing purposes are crushed rock or gravel of silicious, granite or
limestone origin with mineral fillers, such as limestone dust or cement.
Aggregates used shall be clean and free of all foreign matter. The
aggregates shall conform to gradings given in Table 2.
*Rules for rounding off numerical values ( resiscd ).
tGlossary of terms relating to bitumen and tar ( second rcuision).
tGlossary of terms relating to bituminous waterproofing and damp-proofing of
buildings.
4is: 3037 - 1986
TABLE 1 PHYSICAL PROPERTIES OF BITUMEN
( Clause 4.1 )
SL CHAI~ACTERISTIO REQTJIREMEST METBOD OF TEST,
No. REF TO IS
(1) (2) (3) (4)
9 Softening point ( R Sr D ) 55 to 90°C IS : 1205-1978*
ii) Penetration 10 to 30 IS : 1203-1978+
iii) Ductility 3 to 30 IS : 1208-1978$
iv) Loss on heating, percent, Max 2.0 IS : 1212-19784
v) Solubility in carbon disulphide, car- 99% IS : 1216-197811
bon tetrachloride or trichloroethy-
lene, Min
*Methods for testing tar and bitumen: Determination of softening point (first
revision ) .
tMethods for testing ta: nnd bitumen: Determination of penetration (Jirst revision ).
fMethods for testing tar and bitumen: Determination of ductility (J;rst revision ). 1
§Methods for testing tar and bitumen: Determination of loss on heating (J&
revision ) .
[IMethods for testing tar and bitumen: Determination of solubility in carbon disulp-
hide carbon tetrachloride or trichloroethylene (first w&on ).
TABLE 2 GRADING OF AGGREGATES
( Clause 4.2 )
TYPE do SIEVE .Us~n PERCENTAGEB Y WEIGHT
[ see IS : 460 ( PUT 1 J-1985* ]
Passing 75-micron IS Sieve 40 to 45
Retain on 75-micron IS Sieve and passing 15 ” 20
?OO-mm IS Sieve
Retained on 425-micron IS Sieve and pnss- 15 ” 20
ing 2.00-mm IS Sieve
Retained on 2’00-mm IS Sieve and passing 20 ” 30
4.75.mm IS Sieve
Retained on IO-mm IS Sieve Nil
*Specification for test sieves: Part 1 Wire cloth test sieves ( third yevision ).
5IS : 3037 - 1986
5. MANUFACTURE AND COMPOSITION
5.1 The filler and fine aggregate shall be mixed together and heated to
a temperature of 170 to 205°C. The required quantity of bitumen shall
be separately heated to 170 to 180°C and added to the aggregate. These
shall be mixed and cooked in a mechanically agitated mixer, called
mastic cooker, until the materials are thoroughly mixed. During mixing,
care shall be taken to ensure that the contents in the cooker are at no time
heated to a temperature exceeding 205°C. Mechanical cooker should be
such that it can discharge whole of the mix in about 30 minutes time.
5.2 If the mastic has to be pre-manufactured in the factory and cast
into blocks and has then to be taken to site, the mastic shall be prepared
as given in 5.2.1.
5.2.1 The filler and fine aggregates shall be properly mixed and heated
to a temperature of 170 to 205’C. The required quantity of bitumen
shall be separately heated to 170 to 180°C and added to the aggregate.
These shall be mixed and cooked in a mastic cooker until the materials
are thoroughly mixed. The mastic shall then be cast into blocks weigh-
ing about 25 kg.
5.2.2 When required, the bitumen mastic blocks shall be broken into
convenient sizes and remelted and mixed in the mastic cooker at the site
of work.
5.3 Composition - The composition of the bitumen mastic when
determined in the manner specified in Appendix C of IS : 1195-1978*
shall conform to the requirements given in Table 3.
TABLE 3 COMPOSITION OF BITUMEN MASTIC BY ANALYSIS
SL REQUIREMENT PERCENTAGE BY WEIC+HT
No. OF TOTAL MASTIC
(1) (2) (3)
i) Bitumen 15 to 20
®alepassing [ SICI S : 460 ( Part 1 )-1985* !:
ii) &75-mm IS Sieve and retained on 2’00-mm 18 to 20
IS Sieve
iii) 2*y$.yvtS Sieve and retained on 425-micron 12 to 18
1
iv) 425-micron IS Sieve and retained on 75-micron 12 to 18
IS Sieve
v) 75-micron IS Sieve ( mineral filler ) 35 to 40
*Specification for test sieves: Part 1 Wire cloth test sieves ( third revision ).
*Specification for bitumen mastic for flooring ( second revision ).
6IS : 3037 - 1986
6. HARDNESS NUMBER
6.1 The hardness number of the bitumen mastic at the time of laying
shall be between 2 to 8 at 25”C, and 10 to 65 at 45°C when determined
in the manner described in Appendix D of IS : 1195-1978*.
7. SAMPLING AND CRITERIA FOR CONFORMITY
7.1 During Discharge from Miser - Three or more separate portions
of not less than 5 kg each of bitumen mastic shall be taken at intervals
during the discharge of the mixer. The specimen shall include portions
taken at beginning or at the end of the discharge except in cases where
the practice of returning to the mixer the first and last portions dischar-
ged is followed. The portions shall then be thoroughly mixed at a
temperature range of 150 to 205°C. The mixture shall be floated out on
an iron plate with the aid of a wooden float to a thickness not less than
25 mm. While still warm, the specimen shall be loosened from the plate,
and a representative portion weighing not less than 5 kg, shall be
forwarded to the laboratory for examination.
7.2 Blocks - Material in block form shall be sampled by taking
approximately equal amounts, in pieces, from not less than 6 blocks taken
at random. The total specimen of not less than 5 kg, shall be forwarded
to the laboratory for examination.
7.3 Criteria for Conformity - The bitumen mastic shall be conside-
red as conforming to this specification if the requirements given in 5.3
and 6.1 are satisfied.
8. MARKING
8.1 If cast into blocks for storage, the date and name of the manufac-
turer shall be indicated suitably.
8.2 They may also be marked with the IS1 Certification Mark.
Nom - The use of the ISI Certification Mark is governed by the provisions of the
Indian Standards Institution ( Certification Marks ) Act and the Rules and Regu-
lations made thereunder. The IS1 Mark on producti covered by an Indian Standard
conveys the asurance that they have been produced to comply with the require-
ments of that standard under a well-defined system of inspection, testing and quality
control which is devised and supervised by IS1 and operated by the producer. IS1
marked products are also continuously checked by IS1 for conformity to that
standard as a further safeguard. Details of conditions under which a licence for the
use of the ISI Certification Mark may be granted to manufacturers or processors,
may be obtained from the Indian Standards Institution.
*Specification for bitumen mastic for flooring ( second raoision ).
7INTERNATIONAL SYSTEM OF UNITS ( SI UNITS )
Baae Units
QUANTITY UNIT SYMl30L
Length metre m
Mass kilogram kg
Time second S
Electric current ampere A
Thermodynamic kelvin K
temperature
Luminour intensity candela cd
Amount of substance mole mot
Supplementary Unitm
QUANTITY UNIT SYMBOL
Plane angle radian rad
Solid angle steradian sr
Derived Units
QUANTITY UNIT SYMROL DEPINITION
Force newton N 1 N = 1 kg.m/-’
Energy joule J 1 J = 1 N.m
Power watt W 1 W - 1 J/s
Flux weber Wb 1 Wb = 1 V.s
Flux density tesla T 1 T = 1 Wb/ms
Frequency hertz HZ 1 Hz = 1 c/s (s-r)
Electric conductance siemens s 1 s = 1 A/V
Electromotive force volt V 1 V = 1 W/A
Pressure, stress Pascal Pa 1 Pa = 1 N/m*
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4031_11.pdf
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IS : 4031 ( Part 11 ) - 1988
Indian Standard
METHODS OF PHYSICAL TESTS FOR
HYDRAULIC CEMENT
PART II DETERMINATION OF DENSITY
First Revision )
(
First Reprint MARCH, 1992
UDC 666’942 : 531’754
BUREAU OF INDIAN STANDARDS
MANAK BHAVAN, 9 BAHADUR SHAH ZAFAR MARG
NEW DELHI 110002
Augusr 1988IS : 4031 ( Part 11 ) - 1988
Indian Standard
METHODS OF PHYSICAL TESTS FOR
HYDRAULIC CEMENT
PART II DETERMINATION OF DENSITY
First Revision )
(
0. FOREWORD
0.1 This Indian Standard ( Part 11 ) ( First of individual tests. Further, since publication
Revision ) was adopted by the Bureau of Indian of the original standard in 1968, a number of
Standards on 22 April 1988, after the draft standards covering the requirements of different
finalized by the Cement and Concrete Sectional equipment used for testing of cement, a brief
Committee had been approved by the Civil description of which was also covered in the
Engineering Division Council. standard, had been published. In this revision,
therefore, reference is given to different instru-
0.2 Standard methods of testing cement are ment specifications deleting the description of
essential adjunct to the cement specifications. the instruments, as it has been recognized that
This standard in different parts lays down reproducible and repeatable test results can be
the procedure for the tests to evaluate obtained only with standard testing equipment
the physical properties of different types of capable of giving desired level of accuracy. This
hydraulic cements. The procedure for conduct- part t Part 11 ) covers determination of density
ing chemical tests of hydraulic cement is covered of hydraulic cement.
in IS : 4032-1985*.
0.4 For the purpose of deciding whether a
0.3 Originally all the tests to evaluate the particular requirement of this standard is
physical properties of hydraulic cements were complied with, the final value, observed or
covered in one standard ; bdt for facilitating the calculated, expressing the result of a test or
use of this standard and future revisions, it has analysis, shall be rounded off in accordance with
been decided to print the different tests as IS : 2-1960*. The number of significant places
different parts of the standard and accordingly, retained in the rounded off value should be the
this revised standard has been brought out in same as that of the specified value in this
thirteen parts. Thus will also facilitate updating standard.
*Method of chemical analysis of hydraulic cement *Rules for rounding off numerical values ( revised ).
( first revision ).
1. SCOPE sample of the cement selected as above shall be
thoroughly mixed before testing.
1.1 This standard ( Part 11 > covers the proce-
dure for determining the density of hydraulic
cement. 3. TEMPERATURE
2. SAMPLING AND SELECTION OF TEST 3.1 Th e te mperature of the laboratory shall be
SPECIMENS maintained at 27 f 2OC.
2.1 The samples of the cement shall be taken in
accordance with the requirements of IS : 3535- 4. APPARATUS
1986. and the relevant standard specification for
the type of cement being tested. The representative 4.1 Le Chatelier Flask - Standard LeChate-
lier flask conforming to the dimensions shown in
*Methods of sampling hydraulic cements. Fig. 1.
1IS:4031(Partll)-1988
either of the liquids specified in 5.1 to a point on
the stem between the zero and the l-ml mark.
The inside of the flask above the level of the
liquid shall be dried, if necessary, after pouring.
The first reading shall be recorded after the flask
has been immersed in the water bath (sreNote 2)
in accordance with 6.3. A weighed quantity of
cement ( about 64 g for Portland cement ) shall
then be introduced in small amounts at the same
temperature as the liquid ( see Note 1 ). Care
shall be taken to avoid splashing and to see that
the cement does not adhere to the inside of the
flask above the liquid. A vibrating apparatus
may be used to accelerate the introduction of the
cement into the flask and to prevent the cement
ENLARGED DETAIL from sticking to the neck. After all the cement
ATX ’ has been introduced, the stopper shall be placed
in the flask and the flask rolled in an inclined
position ( see Note 1 ), or gently whirled in a
TWO (Zlmt GRADUATIONS
EXTENDINGA BOVE 1 AND 17 ml CAPACITY horizontal circle, so as to free the cement from
BELOW 0 MARK air until no further air bubbles rise to the surface
of the liquid. If a proper amount of cement has
been added, the level of the liquid will be in its
final position at some point of the upper series of
graduations. The final reading shall be taken
CAPACITY OF BULK after the flask has been immersed in the water
260 ml APPROX bath in accordance with 6.3.
NOTE 1 --It is advisable to use a rubber pad on the
table top when filling or rolling the flask.
NOTE 2 - Before the cement has been added to the
flask. a loose-fitting lead-ring weight around the stem of
the flask will be helpful in holding the flask ir, n up-
right position in the water ba!h or the flask may bc held
in the water bath bv a burette clamp.
NOTE 3 - For cleaning of I,e Chatelier flasks, acid
cleaning will not be effective in removing any dqosl-
tion of silicic acid gel. They may be satisfactorily
NoTE-variations of a few millimetres in Such cleaned by using warm sodium carbonate solution.
demensions as the height of flask. diameter of base,
etc. are to be expected and will not be considered 6.3 The flask shall be immersed in a constant-
sufficientc ause for rejection. temperature water bath, maintained at about
Alld imensions in millimetres. room temperature, for a sufficient interval before
FIG. 1 LE CHATELIER FLASK FOR DENSITY TEST making either of the readings so as to avoid
variations greater than 0’2°C in the temperature
4.2 Analytical Balance - Analytical balance
of the liquid in the flask. All readings shall be
capable of reproducing results within 0’000 2 g
checked until they are constant to ensure that the ’
with an accuracy of f 0,000 2 g.
contents of the flask have reached the tempe-
NOTE -Self-indicating balance with equivalent rature of the water bath.
accuracy may also be used.
4.3 Standard Weights 7. CALCULATION
4.4 Constant Temperature Water Bath - The 7.1 The difference between the first and the final
constant temperature water bath shall be capable
readings represents the volume of liquid dis-
pf maintaining temperature within f 0’2°C.
placed by the mass of cement used in the test.
5. MATERIAL The density shall be calculated as follows to the
5.1 Kerosine free of water, OT naphtha having a second place of decimal :
specific gravity not less than 0’731 3 shall be Mass of cement in g
used in the density determination. Density = --
Displaced volume in cm*
6. PROCEDURE
7.2 Two tests shall be carried out and the
.s”.’ 6.1 Density of cement shall be determined on average shall be reported.
the material as received, unless otherwise speci-
fied. If the density determination on a loss-free 8. RETEST
sztmple is required, the sample shall first be 8.1 If the difference between the two values
ignited according to the test for loss on ignition. differs by more than 0’03, the test shall be
6.2 The flask shall be filled ( see Note I ) with repeated.
2
F’rinteda t Dee Kay Printers,N ew Delhi. India
I i
.,.’ ,.t
.I
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10635.pdf
|
Indian Standard
FREEBOARDREQUIREMENTIN
EMBANKMENTDAMS--GUIDELINES
( First Revision )
UDC 6273.066 : 627.18
BUREAU OF INDIAN STANDARDS
MANAK BHAVAN, 9 BAHADUR SHAH ZAFAR MARG
NEW DELHI 110002
July 1993 Price Group 3Dams ( Overflow and Non-overflow ) Sectional Committee, RVD 9
FOREWORD
This Indian Standard ( First Revision ) 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.
This standard was first published in 1983. The revision of this standard has been taken to incorporate the
latest practices being followed in the field. The major changes in this revision include modifications in the
method for computation of freeboard, requirement of minimum freeboard, etc, and inclusion of a typical
computation for freeboard.
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 10635 : 1993
lndian Standard
FREEBOARD REQUIREMENT IN
EMBANKMENT DAMS - GUIDELINES
(First Revision)
1 SCOPE 2.5 Significant Wave Height
This standard gives guidelines regarding proce- It is the average wave height of the highest
dures for working out freeboard for embankment one third of the wave present in each sampling
interval,
dams.
2.6 Wave Length
2 TERMPNOLOCY
It is the length in m from crest to crest for
2.0 For the purpose of this standard, the follow- significant wave.
ing terminology should apply.
2.7 Wave Period
2.1 Design Wave Height It is the average interval in seconds between
successive crests or troughs of significant waves.
It is that wave height which the structure is
clesigncd to withstand so that it does not undergo 2.8 Wave Run-Up
more than the accepted probability of damage,
It is the difference ( vertical height ) between
should the same wave height be exceeded. It is a
maximum elevation attained by wave run-up on
suitable multiple of the significant wave height
a slope and the water elevation on the slope
depending on the degree of risk to be accepted.
excluding wave action.
2.2 Fetch Length 2.9 Wind Set-Up
It is the straight line distance along the wind When wind blows over a water surface it exerts
direction ( along central radial of fetch ) over a horizontal force on the water surface driving it
open water on which the wind blows. in the direction of the wind. This effect results in
piling up of the water on one shore of the lake or
2.2.1 &fective Fetch
reservoir. The magnitude of rise above the still
It is the weighted average fetch length of water reservoir water surface is called ‘wind set-up’ or
spread, covered by 45” angle on either side of ‘wind-tide’.
trial fetch ( assuming the wind to be completely
3 FACTORS CONSIDERED FOR
non-effective beyond this area ) and measured in
FREEBOARD ESTIMATE
a direction parallel to the central radial line of the
trial fetch. 3.1 The following factors are considered for the
estimation of freeboard:
2.3 Free Board
Wave characteristics, particularly wave
height and wave length;
It is the vertical distance betwaeen the crest of
embankment ( excluding camber ) and the still Height of wind set-up above the still water
reservoir water surface. level adopted as freeboard reference eleva-
tion; and
2.3.1 Normal Free Board
Slope of the dam and roughness of the
pitching.
It is the freeboard above the full reservoir level
(FKL). 3.2 Freeboard requirement does not account for
effects of earthquake, settlement of dam and clam
2.3.2 Minimum Freeboard
foundation, and earthquake seiches.
It is the freeboard above the maximum water level
4 NOTATIONS
( MWI> ) worked out for designed inflow flood
( DII’ ). For the purpose of this standard the following
notations shall apply:
2.4 Maximum Wave Height
D = Reasonable approximate average
It is the average wave height of the highest one depth of water in m along the fetch
percent of waves in a representative spectrum. length,
1IS 10635 : 1993
F CI Fetch length in km, T. Saville’s method, which is widely used for free-
board computations of embankment dams. The
F, = Effective fetch in km,
details of the procedure to be followed for com-
fe - Effective fetch in m, putation of freeboard are given in Annex A and
=
.cf Acceleration due to gravity in typical computations for freeboard are given in
m/se@, Annex B.
H = Height of any specified wave in m 5.2 The freeboard should be calculated for
measured from trough to crest, following conditions:
Maximum wave height in m,
i) Normal freeboard that is at FRL.
= Designed wave height in m,
ii) Minimum freeboard that is at MWL.
= Significant wave height in m,
The freeboard which gives the highest require-
= Wave length of significant wave
ment of TBL ( Top Bund Level ) should finally
in m,
be adopted.
= Coefficient described as the ratio of
wind velocity over the water surface 5.3 Normal Freeboard
V to the wind velocity on land U,
While calculating normal freeboard at FRL, full
E Wave run-up in m, wind velocity should be adopted. The design wave
Z Deyigned wave run up correspond- height ( I& ) be taken as 1.67 times the signifi-
ing to upstream pitching, cant wave height ( & ). Norma1 freeboard should
not be less than ‘2.0 m.
= Wind set-up in m,
= Wave period of significant wave in 5.4 Minimum Freeboard
set,
While calculating minimum freeboard at MWL,
= M‘tximum wind velocity in km/h,
halt to two third wind velocity should be adopted.
measured over land surface durirlg
The lower values may he adopted in regions
the minimum period of time required
where maximum wind velocities occur during
for generation of waves,
the period when water level in the reservoir is at
I Wind velocity in km/h over water or below FRL. This freeboard should be subject
surface, and to a minimum of 1.5 m. The design wave height
= Wind velocity in m/set over water ( Ho ) be taker, as I.27 times the significant wave
surface. height ( HS ).
5 METHOD FOR FREEBOARD 6 PARAPET WALL
COMPUTATIONS
6.1 1 0 m high parapet wall may be provided in
5.1 Out of the available methods for freeboard all embankment dams but the same is not to be
computations, assistance has been derived from considered as a part of freeboard
ANNEX A
( Clause 5.1 )
PROCEDURE FOR COMPUTATION OF FREEBOARD FOR EMBANKMENT DAMS
A-O Step by step procedure for computation of
freeboard for embaukment dams is explained
below.
A-l NORMAL FREEBOARDIS10635: 1993
WIND
DIRECTION
a cos a Xi Xi cos a Xi CGS Z. CO5 CC
_--
42” ‘743 2.08 1’55 1’151
36” ‘809 2 29 1 .a5 1.199
30” *866 4.73 4.10 .1*550
24” .914 4’32 3’95 3’610
18” ‘95 1 4’26 4’05 3’851
12” ‘978 5.11 5’00 -1,890
6” ‘995 5.68 5’65 ,‘621
00 1’000 6’00 II’00 6 wo
6” .995 5’18 5’15
12” ‘978 3.37 3’30
18” ,951 2.95 2.80
24” ,914 2’90 2.65
30” ‘866 2’77 :! -iO
36” ‘809 3.09 2.50
42” ‘733 3.16 2’35
z -7. 13’512
Table 1 Wind Velocity Relationship A-l.4 Using relationship e,iven below or graphi-
Land to Water cal diagram shown in I:ig. 2. (~orlli>~lte significant
wave lwight (f&j
( Clause A- 1.Xj
,y,H,/v:3= 0~002C i( ,q..f,).O,$ ;7, ' .. . __.(I)IS10635:1993
30
01 1.0 ?S 100
i F F t 1 : 1‘L il’ F ET C H IN ,<G
FIG. 2 CORRELATIONS0 1; SIGNIFICANTW AVE HEIQHTS( H, j I~ITH RELATED FACTORS
I.0 10 100
EFFECTIVE FETCH IN km
FIG. 3 RELATION BETWEEN WAVE PERIODS( T,) AND RELATED FACTORSIS 10635 I 1993
A-l.6 Compute wave length (La) with the follow- A-1.12 Check, if freeboard calculated in step (15)
ing relationship: is less then 2.0 m, if so provide at least 2.0 m
freeboard.
LdB= l-56 I,” . . . . . . (3)
Enter required freeboard as step (16).
Enter Ls as step (7)
A-1.7 Compute design wave height Ho, with the
relationship
Ho - 1-67 Hs . . . . ..(4)
Enter H, as step (8).
A-l .8 Work out steepness ratio H,/Ls. With the
help of curves given in graph in Fig. 4, between
different values of steepness ratio and the embank-
ment slopes read R/f& ratio, and compute wave
run u p on smooth surface (R). The wave run up
on rough surface (&) may be computed by
multiplying surface roughness coefficient, given
in Table 2 below, to the wave run up on smooth
surface (R).
Table 2 Surface Roughness Coefficient
Sl Type of Pitching Recommended
No. Coefficient ;;
a
(1) (‘L) (3)
i) Cement concrete surface I.0
ii) Flexible brick pitching 0’8
. .
1111 Hand placed rip rap: -0 0.1 0.2 0.3 0.L 0.5 0.6 6.7
a) Laid flat 0’75
b) Laid with projection 0’60 EMBANKMENT SL?PE
iv) Dumped rip rap 0’50
FIG. 4 WAVE RUN-UP RATIOS T’ersus WAVE-
STEEPNESS AN D E~~BANKMENTSLOPE
Enter HO/Ls, R/H,, R and designed R, corres- A-2 MtNIMUM FREEBOARD AT MWL
ponding to upstream pitching as step (9), (IO),
(11) and (12) respectively. For obtaining minimum freeboard at MWL repeat
above procedure by calculating fetch length (F)
NOTE - If the wave run on rough surface (Ra )
and effective fetch (F,) at MWL. Half to two-
calculated above is less than the designed wave height
(Ho) as obtained in step 7, keep Ra = Ho. third wind velocity on land and effective fetch at
MWL may be adopted for different calculations
A-1.9 Calculate average water depth (D) along
using above steps. Check, if minimum freeboard
fetch length (F). Enter average reservoir depth is less than 1.5 m and if so, provide at least 1* Fim
(D) as step (13). freeboard.
A-1.10 Compute wind set-up (S) from the for-
A-3 FIXING OF TBL
mula:
Calculate the TBL required for the following
S = ~72.F /62 000 D .*. . ..(5) conditions and enter as step ( 17).
If wind set-up as calculated above is higher than
i) FRL + Normal freeboard ( not less than
the average depth of water, the value of wind set-
2.0 m ).
up should be limited to average depth of water.
Enter wind set-up as step ( 14). ii) MWL + Minimum freeboard ( not less
than 1.5 m ).
A-l.11 Compute freeboard as step (12) + step
(14). Enter as step (15). Adopt the highest of the above two values as T’BI,.
5IS LO635 : 1993
ANNEX B
( Clause 5.1 )
TYPICAL COMPUTATIONS FOR FREEBOARD
F’ull R cservoir Levrl - 341.0 m
Max. Water Level -- 343.2 m
I:etch Length - 6 km ( see Fig. 1 )
Slope of Embankment - 1 Vertical : 2.5 Horizontal
Sl No. Computed Item Calculations for Calculations for Remarks
Normal Free Minimum Free
Board Board
__-
i) Effective Fetch ( Fe ) in km 3.66 4
ii) Wind velocity over land (U) in km/h 150 75
iii) Wind coefficient ( (2 ) 1023 1.24 TabIt! I
iv) Wi;~,~Iocity over water surface (V) in 184’5 93 Q x Sl No. (iii)
v) Significant wave height (He) in m 2’39 I .2 Fig. 2 or Eq. 1
vi) Wave period (7-s) in seconds 4’9 3’8 Fig. I or 1Cq. 2
vii) Wave length (La) in m 37.45 22.53 Eq. 3
viii) Design wave height (Ho) in m 3’99 1’52
( 1’67 x 2’39 ) ( 1’28 X 1.2 )
ix) Wave steepness Ho/.& 0’1065 0.067
x) Relative Run-up R/Ho 1’6 1.72 For embankment
slope 1V : 2’5 m
and Fig. 4
xi) Run-up (H) in m 6’4 2.61
xii) Designed ‘Ra’ considering hand placed stone 4.8 1’96 Table 2
pitching for upstream slope protection
(RX0’75)
xiii) Average depth of reservoir (D) in m 29’0 31.2
xiv) Wind set-up in m 0.12 0.03 Eq. 5
xv) Free hoard required 4’92 1’99
xvi) Permissible freeboard 4’92 1’99 Normal freeboard
> 2.0 m
xvii) Top of dam ( as calculated ) 341’0 + 4’92 343.2 + 1’99 Min. free beard 2
= 345’92 = 345’19 1’5 “I
xviii) Top of dam to be provided 345.92 m, say
346’0 mStandard Mark I
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11550.pdf
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IS :11550- 1985
Indian Standard
CODE OF PRACTICE FOR
FIELD INSTRUMENTATION OF SWELLING
PRESSURE IN EXPANSIVE SOILS
Foundation Engineering Sectional Committee, BDC 43
Chairman Representing
MAPGEN OMBIR SINGH Ministry of Defence
Members
COL K. P. ANAND ( Alternate to
Maj-Gen Ombir Singh )
ADDITIONAL DIRECTOR ( GE ) Ministry of Railways ( RDSO )
ADDITIONAL DIRECTOR (S) ( Alternate )
SHRI K. K. AGGARWAL Posts and Telegraph Department, New Delhi
SHRI B. ANJIAH A. P. Engineering Research Laboratories,
Hyderabad
SHRI ARIUN RIJHSINGHANI Cement Corporation of India, New Delhi
SHRI 0. S. SRIVASTAVA( Alternate )
DR R. K. BHANDARI Centr~~~~rui~~ing Research Institute ( CSIR )
SHRI CHANDRA PRAKASH ( Alternate )
SHRI MAHABIR BIDASARIA Ferro-Concrete Consultants Pvt Ltd, Indore
SHRI ASHOK BIDASARIA ( Alternate ) .
SHRI A. K. CHATTERJEE Gammon India Ltd, Bombay
SHRI A. C. ROY (Alternate )
CHIEF ENGINEER Calcutta Port Trust, Calcutta
SHRI S. GUHA (Alternate )
SHRI~R. K. DAS GUPTA Simplex Concrete Piles (I) Pvt Ltd, Calcutta
SHRI H. GUHA BISWAS ( Alternate )
SHRI A. G. DASTIDAR In personal capacity ( 5 Hungerford Court 121,
Hungerford Street, Calcutta )
SHIU V. C. DESHPANDE Pressure Piling Co (I) Pvt Ltd, Bombay
DIRECTOR ( CSMRS ) Central Soil and Materials Research Station,
New Delhi
CHIEF RESEARCHO FFICER ( CSMRS )
( Alternate )
SHRI A. H. DWANJI Asia Foundations and Construction Private
Limited, Bombay
SHRI A. N. JANGLE ( AIternate )
SHRI A. GHOSHAL Stup Consultants Limited, Bombay
DR GOPAL RANJAN University of Roorkee, Roorkee
( Continued on page 2 )
@ Copyright 1986
INDIAN STANDARDS INSTITUTION
This publication is protected under the Indian Copyright Act ( XIV of 1957 ) and
reproduction in whole or in part by any means except with written permission of the
1p ublisher shall be deemed to be an infringement of copyright under the said Act.XIS:1 1550- 1985
( Continued from page 1 )
Members Representing
SHRI N. JAQANNATH Steel Authority of India Ltd, Durgapur
SHRI A. K. MITRA ( Alternate )
SHRI ASHOK K. JAIN G. S. Jain and Associates, New Delhi
SHRI VIJAY KUMAR JAIN ( Alternate )
JOINT DIRECTOR ( DESIGN ) National Buildings Organizati,on, New Delhi
SHRI SIJNIL BERY ( Alternate )
DR R. K. KATTI Indian Institute of Technology, Bombay
SHRI S. R. KULKARNI M. N. Dastur and Company Pvt Ltd, Calcutta
SHRI S. ROY ( Alternate )
SHRI A. P. MATHUR Central Warehousing Corporation, New Delhi
SHRI V. B. MATHUR Mckenzies Ltd, Bombay
SHRI S. MUKHERJEE In personal capacity ( E-104 A, Simla House,
Nepean Sea Road, Bombay )
SHRI T. K. D. MUNSI Engineers India Limited, New Delhi
SHRI M. IYENGAR ( Alternate )
SHRIA.V.S.R.MURTY Indian Geotechnical Society, New Delhi
SHRI B. K. PANTHAKY Hindustan Construction Co Ltd, Bombay
SHRI V. M. MADGE ( Alternate )
SHRI M. R. PUNJA Cemindia Company Ltd, Bombay
SHRI 0. J. KETKAR (-Alternate )
DR V. V. S. RAO Nagadi Consultants Private Limited, New
Delhi
DR A. SARGUNAN College of Engineering, Madras
SHRI S. BOMMINATHAN( Alternate )
SHRI N. SIVAGURU Ministry of Shipping and Transport ( Roads
Wing )
SHRI M. K. MUKHERJEE( Alternate )
SUPERINTENDINGE NGINEER Central Public Works Department, New Delhi
( DESIGNS )
EXECUTIVEE NGINEER( DESIGNS V )
(Alternate )
DR A. VARADARAJAN Indian rnstitute of Technology, New Delhi
DR R. KANIRAJ ( Alternate )
SHRI G. RAMAN, Director General, IS1 ( Ex-oficio Member )
Director ( Civ Engg )
Secretary
SI~RI K. M. MATHUR
Joint Director ( Civ Engg ), ISI
( Continued on page 9)IS :11550- 1985
Indian Standard
CODE OF PRACTICE FOR
FIELD INSTRUMENTATION OF SWELLING
PRESSURE IN EXPANSIVE SOILS
0. FOREWORD
0.1T his Indian Standard was adopted by the Indian Standards Institution
on 30 November 1985, after the draft finalized by the Foundation
Engineering Sectional Committee, had been approved by the Civil
Engineering Division Council.
0.2 Most of the swelling pressure measurements on black cotton soils
have been made on remoulded specimens with values ranging between
0’2 and 1’1 N/mm2 depending upon the soil characteristics, compaction
condition and the manner and method of conducting the test. These
values are, however, of little relevance in evaluating the behaviour of
foundation in region ground. Keeping this in view, in-situ measurement
of swelling perssure which give the realistic value, is significant.
0.3 In the formulation of this standard considerable assistance has been
given by Central Building Research Institute, Roorkee.
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 shotrld be the same as that of the specified value in
this standard.
1. SCOPE
1.1T his code deals with field instrumentation for measurement of
swelling pressure in expansive soils in relation to design of foundations
of single/double storey buildings and other allied light structures.
*Rules for rounding off numerical values ( revised).
3IS :11550-1985
2. GENERAL
2.1 Before conducting the test, the limit tests in accordance with
IS : 2720 ( Part 5 ) - 1986* and IS : 2720 ( Part 6 ) - 1972t and free
swell in accordance with IS : 2720 ( Part 40 ) - 1977$ should be
carried out to classify the soil for its expansiveness. Measurement of
in-situ swelling pressure in expansive soils at varying depths should
be made by recording the upward thrust exerted by the swelling of the
soil generated at the interface of a rigid steel plate placed in a bore hole
at a particular depth. The in-sitzr swelling pressure test is a simple
form of modified laboratory swelling pressure test with the difference
that in the field test the soil sample is not-confined.
3. EQUIPMENT
3.0 The assembly used for the measurement of in-siiu swelling pressure
should consist of the following:
a>
Rigid plate and chamber assembly,
b) Proving ring with dial gauge,
cl Dial gauge and magnetic base,
d) Screw jack,
4 Guide frame for the central and the encasing pipe,
f) Reaction beam anchoring assembly,
d Plate bucket auger, and
h) Spiral auger, 15 cm diameter with extension rod.
3.1 Rigid Plate and Chamber Assembly - A rigid circular plate of 15 mm
thickness and 11’2 cm in diameter with a truely levelled interface should
be welded with a socket having 20 mm internal diameter and 40 mm
height, and having threads at the internal face exactly in the cente of
the circular plate. Due-care should be taken to ensure the verticality of
the socket during welding. A -galvanized iron pipe of 20 mm outside
diameter should be screwed firmly in the socket provided in the centre
of plate ( see Fig. 1 ). The length of the pipe should be in accordance
with the depth at which the measurement is to be made. The plate and
central pipe assembly should be enclosed with a 4 mm thick galvanized
iron sheet chamber having internal diameter such that a clear gap of 3 mm
*Methods of test for soils: Part 5 Determination of liquid and plastic limits
( second revision ).
tMethods of test for soils: Part 6 Determination of shrinkage factors (first
revision ).
$Methods of test for soils: Part 40 Determination of free swelling index of soils.
4IS : 115501 985
t
I I I R.S. JOIST
PROVING RING
FIG. 1 A SET.UP FORS WELLINGP RESSUREM EASUREMENTS
FXG. 2 BUCKETA UGER FORC LEANINGB ASEO F THEB OREH OLEIS:11550 - 1985
around the mild steel plate is left. The height of the chamber should not
exceed 15 cm. The top of chamber should be closed with a 4 mm thick
galvanized iron sheet having a suitable socket, welded in the centre. To
enable the central pipe connected with the circular plate pass through the
socket without any friction a clear gap of 2 mm should be kept.
3.2 Proving Ring with Dial Gauge - For the measurement of the
intensity of pressure a proving ring of 200 kg maximum capacity with a
sensitive dial gauge ( 0’001 mm ) with a travel of 25 mm should be used.
The proving ring should be placed on a 50 mm dia, 10 mm thick mild
steel plate, 50 mm long mild steel pin of the diameter exactly equal to the
internal diameter of the central pipe welded at its bottom, centrally, to
ensure push fit into central pipe. The top of this circular plate should
be provided with recess in the centre to house a 12 mm diameter steel
ball.
3.3 Dial Gauge and Magnetic Base - The dial gauge and the magnetic
base should be in accordance with IS : 1888-1982*.
3.4 Screw Jack - A simple screw jack having 300 kg capacity should
be used to maintain the no volume change conditions below the test
plate.
3.5 Guide Frame Reaction Beam and Anchoring Assembly - A guide
frame should be used to maintain verticality of the central rod during
the test. The guide frame should consist of 5 mm wide and 3 mm thick
steel flats having semi-circular support of the diameter equal to the
encasing pipe used to encase the central pipe for any kind of.disturbance.
The reaction beam and the anchoring assembly should be in accordance
with IS : 1888-1982*.
3.6 Plate Bucket Auger - In order to keep the bottom of the bore hole
completely levelled, a suitable plate bucket according to details given in
Fig. 2 should be used.
4. EXCAVATION OF PIT AND BOREHOLE INSTALLATION
4.1 To carryout the test successfully a pit 1 X 1 >c 0’25 m should be
excavated and levelled. In the centre of the pit a bore hole shall be
made by a spiral auger ( see IS : 10442-1983t ) having 15 cm diameter.
The verticality of the bore hole should be maintained by using auger
boring guide [ see IS : 2720 ( Part 40 )-1977$ I and the desired test depth
of the bore hole should be reached by adding extension rods to the
*Method of load test on soils ( second revision ).
tSpecification_for earth augers ( spiral type ).
SMethods of test for soils: Part 40 Determination of free swell index of soils.
6IS:11550 - 1985
auger. After reaching the desired depth the bottom of the bore hole
should be thoroughly cleaned by removing any loose material and
perfectly levelled.
5. METHOD OF INSTALLATION AND PROCEDURE
5.1 The plate and the chamber assembly should be lowered carefully in
the prepared bore hole. The circular plate should be made to rest eon
the base of the bore hole. This should be followed by checking the
verticality of the central pipe using a spirit level. The central pipe should
be encased with a 40 mm diameter pipe. The lower end of the encasing
pipe should be pushed into the socket welded to the chamber. This
pipe should be held suspended with suitable clamps at the ground level
to ensure free movement of the circular plate. The guide clamp should
be fixed to the central pipe. This should be followed by placing the
plate. The steel ball be placed over the plate in the recess already
provided, followed by placing of the proving ring and the screw jack.
The screw jack should’ be operated to butt against the bottom of the
reaction beam which is fixed in accordance with IS : 1888-1982*. The
base plate should be applied with the initial pressure with the help of
screw jack through the proving ring. This pressure should not exceed the
initial overburden pressure at the bottom level of the bore hole. This
should be followed by filling the pit with water up to the ground level.
The dial of the proving ring should be set at zero and the dial gauge
which is placed against a bracket attached to the central pipe and
supported on an independent datum bar through a magnetic base. This
dial gauge should be used to measure the upward movement of the plate
due to swelling of the soil.
6. RECORDING OF SWELLING PRESSURE
6.1 The reading of the proving ring dial gauge and the heave dial gauge
should be recorded every week. The recording of these readings should
be carried out for a period of three months or till such time when the
reading in the proving rings becomes constant whichever is earlier.
6.2 The readings should be recorded in the form given below. During
recording of the each reading the proving ring reading shall be recorded
only after loading with the screw jack, till the heave dial reading becomes
equal to the initial reading thus ensuring that the pressure is being
measured with no volume change.
*Method of load test on soils ( second revision ).
7IS : 11550- 1985
Test No. Location
Depth of Test
Sl No. Date Time Proving Ring Stress in Heave Heave
Reading in N/mm’ in
Divrion mm
of Dial
Gauge
7. PRECAUTIONS
7.1 The anchoring assembly of the set up should be rigid and liable to
no movements throughout the test.
7.2 The base of the %ore hole should be levelled before lowering of the
test plate.
7.3 Perfect care should be exercised in ensuring verticality of the
observation rod throughout the test.
7.4 Care should be taken to grease the central rod and the chamber
socket from inside and the chamber to eliminate friction between the
assembly components.
7.5 The dial gauges used should be cleaned daily with a hair brush and
kept loosely covered with polythene covers to protect them against dust.IS : 11550- 1985
( Continued from page 2 )
Foundation Instrumentation Subcommittee, BDC 43 : 7
Convener Representing
DR R. K. BHANDARI Centra~oGl~n~ Research Institute (CSIR.)
Members
SHRI K. N. BARTAR Pie Roorkee ( India ), Roorkee
SHRI M. IYENGAR\ Engineers India Ltd, New Delhi
DR R. K. M. BHANDARI ( Alternate )
SHRI Z. M. KARACHIWALA Vasi Shums and Co Pvt Ltd, Bombay
DR B. V. K. LAVANIA University of Roqrkee,. Roorkee
SHRI P. K. NAGARKAR Mahaga$ra Engmeermg Research Institute
SHRI M. K. KULKARNI ( Alternate )
SHRI M. D. NAIR Assoc$a&~ Instrument Mfrs (I) Pvt Ltd, New
SHRI A. V. SHASTRI ( Alternate )
DR N. V. NAYAK Asia Foundations and Constructions Ltd,
Bombay
SHRI’N. K. OZA Ministry of Railways ( RDSO )
SHRI V. M. SHARMA Central Soil and Materials Research Station,
New Delhi
PROF N. SOM Jadavpur University, CalcuttaINTERNATIONAL SYSTEM OF UN-ITS ( SI UNITS )
Base Units
Quantity Unit Symbol
Length metre m
Mass kilogram kg
Time second 8
Electric current ampere A
Thermodynamic kelvin K
temperature
Luminous intensity candela cd
Amount of -substance mole mol
Supplementary Units
Quantity Unit Symbol
Plane angle radian rad
Solid angle steradian sr
Derived Units
Quantity Unit Symbol Definition
Force newton N 1N = 1 kg.m/s2
Energy joule J 1J = 1 N.m
Power watt W 1w = 1 J/s
Flux weber Wb 1 Wb = 1 V.s
Flux density tesla T 1T = 1 Wb/m2
Frequency hertz HZ 1 Hz = 1 c/s( s-l)
Electric conductance siemens S 1s = 1 A/V
Electromotive force volt V 1v = 1 W/A
Pressure, stress Pascal Pa 1 Pa = 1 N/m”
|
9399.pdf
|
lS:9399 - 1979
( Reaffirmed 1987 )
Indian Standard
SPECIFICATION FOR
APPARATUS FOR FLEXURAL
TESTING OF CONCRETE
( First Reprint NOVEMBER 1991)
I- l
/ 0
.r’
UDC 620.174.0’:666.972
‘.
1
.’
@ Copyright 1980
BUREAU OF INDIAN STANDARDS
MANAK BHAVAN, Sl BAHADUR SHAH ZAFAR MARG
NEWDELHI
Gr2 November 1980IS : 9399 - 1979
Indian Standard
SPECIFICATION FOR
AYPARATUS FOR FLEXURAL
TESTING OF CONCRETE
Cement and Concrete Sectional Committee, BDC 2
Chairman Representing
DR I-I. c. VISVBSVARAYA Cement Research Institute of India, New Delhi
Members
ADDITIONALD IRECTOR,S TANDARDSR esearch, Designs & Standards Organization
(B&S) (Ministry of Railways)
DEPUTY DIRECTOR,S TANDARDS
(B&S ) (Alternate)
SHRJ K. C. A~QARWAL Hindustan Prefab Ltd. New Delhi
SHRI C. L. KASLIWAL(A lrernarc)
SHRI K. P. BANERJEE Larsen & Toubro Ltd, Bombay
SHRI HARISHN . MALANJ( Alternare)
SHRI S. K. BANERIEE National Test House, Calcutta
SHRI R. N. BANSAL Beas Designs Organization, Nangal Township
SHRI T. C. GARB (Alternate)
CHIEF E NOINEER( DESIGNS) Central Public Works Department, New D:lhi
EXECUTIVEE NGINEER( DIZSIGNS)
III (Allem&)
CHIEF ENGINEER (PROJECTS) Irrigation Department, Government of Punjab
DIRECTOR, IPRI (Alfernute)
DIRECTOR (CSMRS) Central Water Commission, New Delhi
DEPUTY DIRECTOR( CSMRS) (Allernare)
DR R. K. GH~sH Cen;;)h~d Research Institute (CSIR), New
SHRI Y. R. PHULL (Alternate I)
SHRI M. DJNAKARAN( Alternate II )
DR R. K. GHO~H Indian Roads Congress, New Delhi
SHRI B. R. GOVIND Engineer-in-Chief’s Branch, Army Headquarters
S~IRI P. C. JAIN (Alternate)
SHRI A. K. GUPTA Hyderabad Asbestos Cement Products Ltd,
Hyderabad
DR R. R. HATTIANGADI The Associated Cement Companies Ltd, Bombay
SHRI P. J. JAGUS (Alternate)
DR IQBAL ALI Engineering Research Laboratories, Hyderabad
SHRI S. R. KULKARNI M. N. Dastur & Co (Pvt) Ltd, Calcutta
(Continued on page 2)
.
@ Copyright 1980
BUREAU OF INDIAN STANDARDS
This publication is protected under the Indian Copyrig/~ Acf ( XIV of I957 ) and
reproductron in whole or in part by my means except with written permission of the
nubiisher shall be deemed to be an infringement of copyright under the said Act.1s : 9399 - 1979
Alembers Representing
SIIRI S. K. Lana The Institution of Engineers (India), Calcutta
SHR~ B. T. UNWALLA (Alternare)
DR MOHAN RAl Central Building Research Institute (CSIR),
Roorkce
DR S. S. R~~HST(A /fe~rfute)
SHRI K. K. NAM~IAR In personal capacity (RamanaIa.va 11 First Crescent
Park Road, Gand!linagar, Ad_var, Madras)
DR M. RAMAIAH Struc;ic;;lZngmeermg Research Centre (CSIR),
DR N. S. BHAL (Abwlaie)
SHRI G. RAMDAS ’ Directorate General of Supplies & Disposals,
New Delhi
DR A. V. R. RAO National Buildings Organization, New Delhi
SHRI .I. SEN G&TA (Aherrtate)
SHRI R. V. CHALAPATHI RAO Geological Survey of India, Ca1cutt.a
SHRJ S. ROY (AlternoW)
SHRI T. N. S. RAO Gammon India Ltd, Bombay
SHR~ S. R. DINHEIRO (A/!ernate)
SHRI ARIUN RIJHSINCIHANI Cement Corporation of India Ltd, New Delhi
SF~RI K. VITHAL RAO (Alternate)
SECRETARY CenuDn$Board of Irrigation and Power, New
DEPUTY SECRETARY( I) (Alternate)
SHRI N. SIVAC~URU Roads Wing (Ministry of Shipping and
Transp_or t)
SHRI R. L. KAPOQR (Alternate)
%RI K. A. SURRAMANIAM The India Cements Ltd, Madras
SHRI P: S. RAMACIfANDARAN (Alternate)
SUPERINTENDING ENGINEER Public Works Department, Government of
(DESIGNS) Tamil Nadu
EXECU1 IVE ENGI NEER(SM&R DIVISION)
(Alternate)
SHRI L: SWAROOP Dalmia Cement (Bharat) Ltd, New Delhi
SHRI A. V. RAMANA (Alfernate)
SRRI B. T. UNWALLA The Concrete Association of India, Bombay
SHRI Y. K. MEHTA (Alrernatej
SHRI D. AJITHA SLMHA, Director General, ISI (Ex-oficio Member)
Director (Civ Engg)
Secretary
SHRI M. N. NEELAKANDHAN
Assistant Director ( Civ Engg ). IS1
Instruments for Cement and Concrete Testing Subcommittee, BDC 2: 1C
ConventV
DR IQBAL ALI Engineering Research Laboratories, Hydeqbad
Members
PROF B. M. AHUJA Indian Institute of Technology, New Delhi
SHRI T. P. EKA~~BARAM Highways Research Station, Madras
( Con&& on pago 8 )
2Is:9399- 1979
Indian Standard
SPECIFICATION FOR
APPARATUS FOR FLEXURAL
TESTING OF CONCRETE
0. FOREWORD
0.1T his Indian Standard was adopted by the Indian Standards Institution
on 20 December 1979, after the draft finalized by the Cement and Concrete
Sectional Committee had been approved by the Civil Engineering Division
Council.
0.2 The Indian Standards Institution has already published a series of
standards on methods of testing cement and concrete. It has been recog-
nized that reproducible and repeatable test results c&n be obtained only with
standard testing equipment capable of giving the desired level of accuracy.
The Sectional Committee has, therefore, decided to bring out a series ofspeci-
fications covering the requirements of equipments used for testing cement
and concrete, to encourage their development and manufacture in the country.
0.3 Accor,_ingly, this standard has been prepared to cover the requirements
of the flexura1 testing apparatus used for the determination of modulus of
rupture of concrete. The value of modulus of rupture gives a relative
measure of the tknsile strength of concrete. The method of determining the
modulus of rupture has been covered in IS : 516-1959*.
0.4 In the formulation of this standard, due weightage has been given to in-
ternational co-ordination among the standards and practices prevailing in
different countries in addition to relating it to the practices in the field ixi
this country.
0.5 For the purpose of deciding whether a particular requirement of this
standard is complied with, the final value, observed or calculated, expressing
the result of a test or analysis, shall be rounded off’ in accordance with
IS : 2-196q_. The number of si_gnificant places retained in the rounded
off value should be the same as that of the specified value in this standard.
*Methods of test for strength of concrete.
tRules for rounding off numerical values ( mfsed ).
3is:9399 - 1979
1. SCOPE
1.1 This standard covers the requirements of flexural testing apparatus
used for the determination of modulus of rupture of concrete, that is, 15 x
15 x 70 cm or 10 x 10 x 50 cm beams by third point loading method,
making use of any suitable machine for application of load ( see 4 ).
2. REQUIREMENTS OF THE APPARATUS
2.1 The assembly used for the flexural testing apparatus shall satisfy the
following requirements:
a) It shall have two bearing blocks and two load applying blocks
for third point loading.
b) The load shall be equally divided between the two loading blocks.
c) It shall ensure application of load normal to the loaded and sup-
ported surfaces of the specimen and in such a manner as to avoid
any eccentricity, restraint or torsion.
2.2 A diagram of a typical flexural testing apparatus that complies with the
requirements specified in 2.1 is given in Fig. 1.
3. DIMENSIONS AND SALIENT FEATURES OF THE APPARATUS
3.1 Dimensions - The principal dimensions of different component parts
of the flexural testing apparatus shall be as detailed in Fig. 1.
3.2 Salient Features - The salient features of the apparatus shall be as
given in 3.2.1 to 3.2.4.
3.2.1 The bearing surfaces shall be of case hardened steel having a
hardness of not less than 480 VH or equivalent. The bearing blocks as well
as I he load applying blocks shall be cylindrical rollers of 40 mm
diameter as shown in Fig. 1.
3.2.2 The load applying and supporting blocks shall be held in position
by means of spring loaded screws or other suitable arrangements which shall
not interfere with the requirements specified in 2.1.
3.2.3 The load applying and supporting blocks shall have a length at
least 10 mm greater than the width of the beam. The frames ‘on which the
loading as well as the bearing blocks are to be supported, shall have suit-
able provisions for mounting blocks at two different positions depending on
the size of the beam to be tested, that is, on the bottom frame at 60 cm
span for 15 x 15 cm specimens and 40 cm span for 10 x 10 cm specimens,
and on the top frame at 20 cm and 13.3 cm respectively.
4xcm xx SECTK)NV V E
. .
Nom - Locating ban shall be removed before loading is Ebmlrmnced.
All dimensiona in millim;tm.
FIG. 1 TYPICAL ARRANGEMENTO F FL~~URAL TESTING APPARANS WITH A BEAM CENTRED
FOR LOADING
-
lY
IS : 9399 - 1979
3.2.4 Loading System - The load shall be applied through the two
loading blocks mounted on the top supporting frame at a. centre to centre
distance of 20 cm or 13.3 cm and resting symmetrically on the specimen as
ahown in Fig. 1.
4. REQUIREMENTS OF THE MACHINE USED FOR LOAD
APPLICATION
4.1 Capacity - The capa &yo f the machine used for application of load
shall be not more than 50 kN and it shall be capable of applying the load at
the required rate. In case the capacity of the machine is more, it may still
be used provided it has 50 kN range also and satisfies the requirements
specified in 4.2 to 4.5.
4.2 Accuracy - The percentage of error for loads within the loading range
of the testing machine shall not exceed f 1 percent of the applied load
between one-fifth and full load range and f0.2 percent of the maximum
load below one-fifth of the full load range where high accuracy is
required. In other cases, the error shall not be more than .1-j psrcent.
4.2.1 The loading range used for calibrating the machine shall not
include the loads below the value equal to 100 times the smallest change of
load which can be estimated on the load indicating scale of the
testing machine.
4.3 Rate of Loading - The testing machine shall be equipped such that the
load may be applied without shock and increased continuously at
a rate of approximately 4 kN/min for .15 x 15’c m specimens and at a rate
of 1.8 kN/min for 10 x 10 cm specimens.
4.4 A certificate of calibration shall be furnished along with the machine.
4.5 It is recommended that testing machines in constant use shall be
calibrated every 12 months and when interrhittently used, every 2 years.
5. MARKING c
5.1 The following information shall be clearly and indelibly marked on the
apparatus or on each component if possible, in a way that it does not inter-
fere with the performance of the apparatus.
a) Name of manufacturer or his registered trade-mark or both, and
b) Date of manufacture.
6ls:9399-1979
5.1.1 The apparatus 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 khe Rules and Regu-
lations ‘made thereunder. The IS1 Mark on products covered by an Indian
Standard -conveys the assuranc 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 pro-
ducer. 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.
7Is : 9399 - 1979
( Continuedf rom page 2 )
Members Representing
DR R. K. GHOSH Cent&Road Research Institute (CSIR). New
SHR~ K. L. SETHI (Mernafe)
SHRI H. K. GUHA All India Instruments Manufacturers and Dealers
Association, Bombay
SHRI V. K. VASUDEVAN(A lternate)
SHRI P. J. JAGUS The Associated Cement Companies Ltd, Bombay
SHRI D. A. WADIA (Alternate)
SHRI M. R. JOSHK Research & Development Organization (Ministry
of Defence), Pune
SHRI Y. P. PATHAK (Alternate)
SHRI E. K. RAMACHANDMN National Test House, Calcutta
PROF C. K. RA:~ESH’ Indian Institute of Technology, Bombay
DR R. S. AYYAR( Alternate)
SHRI M. V. RANGA RAO Cement Research Institute of India, New Delhi
DR K. C. N~RANG (Alternate)
DR S. S. REHSI Cg&almiIding Research Institute (CSIR),
SHRI 3. P. KAUSHISH( Alternate)
SHRI M. M. D. SETH Public Works Department, Government of
Uttar Pradesh
SHRI J. P. BFIATNAGAR(A lternate)
SHRI H. C. VERMA Associated Instrument Manufacturers (India)
Private Ltd, New Delhi
SHRI A. V. SHASTRI( Alternate)BUREAU OF INDIAN STANDARDS
Headquarterss:
Manak Bhavan. 9 Bahadur Shah Zafar Marg. NEW DELHI 110002
Telephones: 331 01 31, 331 13 75 Telegrams: Manakssnstha
( Common to all Off ices )
Regtonel 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’BS-C, 21943
CHANDIGARH 160036 3 1641
I
41 24 42
Southern : C. I. T. Campus, MA_DRAS 600113 41 25 19
I 41 2916
TWestern : Manakalaya, E9 MIDC, Marol, Andheri ( East ), 6 32 92 95
BOMBAY 400093
Branch Offices:
#Pushpak’, Nurmohamed Shaikh Marg, Khanpur, 2 63 46
AHMADABAD 380001 I 2 6349
$Peenya Industrial Area 1 st Stage, Bangalore Tumkur Road 38 49 55
BANGALORE 560058 38 49 56
I
Gangotri Complex, 5th Floor, Bhadbhada Road, T. T. Nagar, 667 16
BHOPAL 462003
Plot No. 82183. Lewis Road. BHUBANESHWAR 751002 6 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
I 6 98 32
117/418 B Sarvodaya Nagar, KANPUR 208005
{ f: 68: ;2s
Patliputra Industrial Estate, PATNA 800013 6 23 05
T.C. No. 14/1421. University P.0;. Palayam /6 21 04
TRIVANDRUM 695035 16 21 17
Inspection Offices ( With Sale Point ):-
Pushpanjali, First Floor, 205-A West High Court Road, 2 61 71
Shankar Nagar Square, NAGPUR .4 40030
Institution of Engineers ( India ) Building, 1‘332 Shivaji Nagar, 5 24 35
PUNE 411005
>II@~ Office in Calcutta ir at 5 Chowringheo 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
$Saler Office in Bangalore is at Unity Building, Narasimharajs Square, 22 30 71
Bangalore 560002
Reprography Unit, BE, New Delhi, India
|
2193.pdf
|
IS : 2193- 1986
Indian Standard
SPECIFICATION FOR
PRECAST PRESTRESSED CONCRETE
STREET LIGHTING POLES
( First Revision )
Cement and Concrete Sectional Committee, BDC 2
Chairman Representing
DR H. C. VISVESVARAYA National Council for Cement and Building
Materials, New Delhi
Members
ADDITIONAL DIRECTOR Research, Designs and Standards Organization
STANDARDS ( B & S ) ( Ministry of Railways ), Lucknow
DEPUTY DIRECTOR 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
SHRI R. V. CHALAPATHI RAO Geological Survey of India, Calcutta
SHRI S. ROY ( Alternate )
CHIEF ENGINEER( BD ) Bhakra Beas Management Board, Nangal
Township
SHRI J. C. BASUR ( Alternate )
CHIPF ENGINEER( DESIGNS ) Central Public Works Department, New Delhi
EXECUTIVEE NGINEER( D )-III ( Alternate )
CHIEP ENGINEER( RESEARCH-CUM- Irrigation Department, Government of Punjab
DIRECTOR )
RESEARCHO FFICER ( CONCRETE
TECHNOLOGY) ( Alternate )
DIRECTOR A. P. Engineering Research Laboratories,
Hyderabad
JOINT DIRECTOR ( Alternate )
DIRECTOR Central Soil and Materials Research Station,
New Delhi
CHIF_FR ESEARCHO FFICER ( Alternate )
DIRECTOR( C & MDD-I ) Central Water Commission, New Delhi
DEPUTY DIRECTOR ( C & MDD-I ) ( Alternate )
SHRI V. K. GHANEKAR Structural Engineering Research Centre
( CSIR ), Roorkee
( Continued on page 2 )
0 Copyright 1987
INDIAN STANDARDS INSTITUTION
This publication is protected under the Indian Copyright Act ( XIV of 1957) and
reproduction in whole or in part by any means except with written permission ofthe
publisher shall be deemed to be an infringement of copyrightunder the said Act.1s~: 2193 - 1986
( Continued from page 1 )
Members Representing
SHRI A. V. GCXAK Development Commissioner for Cement
Industry ( Ministry of Industry )
SHRI S. S. MIGLANI ( Alternate )
SHRI S. GOPINATH The India Cements Limited, Madras
SHRI T. TAMIZAKARAN ( Alternate )
&RI S. K. GUHA THAKURTA Gannon Dunkerley and Co Ltd, Bombay
SHRI S. P. SANKARNARAYANAN( Alternate )
SHRI A. K. GUPTA Hyderabad Tndustries Limited, Hyderabad
SHRI P. J. JAGUS The Bygbbcafved Cement Compames Ltd,
DR A. K. CHATTERJEE~(Alternate >
SHRI N. G. JOSHI Indian Hume Pipe Co Limited, Bombay
SHRI R. L. KAPOOR Roads Wing, Ministry of Transport
SHRI R. K. SAXENA ( Alternate )
SHRI S. K. LAHA The Institution of Engineers ( India), Calcutta
SHRI B. T. UNWALLA ( Alternate )
DR MOHAN RAI Centr~o13u~~~g Research Institute ( CSIR ).
DR S. S. REHSI ( Alternate )
DR A. K. MULLICK National Council for Cement and Building
Materials, New Delhi
SHRI K. K. NAMBIAR In personal capacity ( ‘ Ramanalaya ‘, II First
Crescent 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
SHRI Y. R. PHULL Indian Roads Congress, New Delhi; and Central;
IWrti Research Institute ( CSIR ), New
SHRI M. R. CHATTERJEE Centrgey;d Research Institute ( CSIR ), New
( Alternate )
~DR M. RAMAIAH Structural Engineering Research Centre
( CSIR 1. Madras
ASSISTANT DIRECTOR ( Alternate ) ’ _
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 A. V. R. RAO National Buildings Organization, New Delhi
SHRI J. SEN GUPTA ( Alternate )
SHRI T. N. SUBBA RAO Gammon India Limited, Bombay
SHRI S. A. REDDI ( Alternate )
SHRI A. U. RIIHSINGHANI Cement Corporation of India, New Delhi
SHRI C. S. SHARMA ( Alternate )
SHRI H. S. SATYANARAYANA Engineer-in-Chief’s Branch, Army Head-
quarters, New Delhi
SHRI V. R. KOTNIS ( Alternate )
SECRETARY Centr$eyhyd of Irrigation and Power, New
SHRI K. R. SAXENA( Alternate )
( Continued on page 15 )
2f .
SPECIFICATION FOR
PRECAST PRESTRESSED CONCRETE
STREET LIGHTING POLES.
( First Revision )
0. FOREWORD
0.1 This Indian Standard ( First Revision ) was adopted by the Indian
%&I&W& Institution on 29 August 1986, after uhe’diaft finalized by the
Cement and Concrete Sectional Committee had been approved by the
Civil Engineering Division Council,
$2 This standard has been prepared with the object of providing guid-
ance ta t&z man&tcturers and o&erd! in obtaining precast prestressed
concrete street lighting poles capable of giving satisfactory service. This
standard covers only poles in the manufacture of which prestressing
system and mechanical compacting methods, such as, vibrafion, shocking,
etc, have been. adopted. It does not cover hand compacted poles.
Recommendations regarding selectioa,,. handling and erection of poles
are covered in IS : 7321-1974*.
0.3 This standard was first published in a962 under the title ‘Specification
for prestressed concrete street lighting i columns’. This modification in
title is intended to make it more clear.
0.4 The present revision has been taken up with a view to incorporating
the modifications found necessary in the light of experience gained
during the use of this standard. This revision incorporates significant
modifications in respect of materials, design, tests for poles and brackets,
and earthing of poles. In addition, niodifications have been made in
respect of some other provisions, such as, length, outreach, cover of
concrete, tolerance on dimensions, sampling and inspection, marking, etc.
0.5 For the purpose of deciding whether a particular requirement of
this standard is complied with, the. fiscal value, observed or calculated,
expressing the result of-a test or analysis, shall be rounded off in accor-
dance with IS : 2-1960t. The number of significant places retained in
*Code of practice for selactlon, bandliatg and. erection of concrete poles for
overhead power and telecommmfication lines.
tRules for rounding off numerical values ( revised ).
3
.. ._
Y--------I---
,.
b
‘.
l
,
.IS :2 193 - 1986
the rounded off value should be the same as that of the specified value
in this standard.
1. SCOPE
1.1 This standard covers the requirements for precast mprestressed con-
crete poles suitable for use in street lighting. It also covers prestressed
concrete street lighting poles where untensioned longitudinal reinforce-
ment is used to act in conjunction with tensioned steel under load.
1.2 Concrete fittings attached to or forming part of a pole are also
covered by this standard, as far as practicable.
1.3 The poles covered by this standard are not intended for overhead
wiring purposes.
2. TERMINOLOGY
2.0 For the purpose of this standard, the following definitions shall
apply.
2.1 Load Factor - The ratio of ultimate transverse load to the trans-
verse load at first crack. For design, the transverse load at first crack
shall be taken as not less than the value of the working load.
2.2 Maximum Working Load - The miximum working load in the trans-
verse direction that is ever likely to occur including the wind pressure
on the pole. This load is assumed to act at a point 600 mm below the
connection of the bracket to the pole and will create a bending moment
equal td the sum of the bending moments caused by the following loads :
a) Wind pressure on the pole, bracket, luminaire and any raising
or lowering contact gear;
b) Overhanging weight of bracket and luminaire; and
c) If raising and lowering gear is provided, the weight of such gear
attached to the bracket plus 50 percent of the weight of the
luminaire and the moving part of gear.
2.3 Mounting Height - The mounting height is the vertical distance
from the centre of the light source to the road surface or to the hori-
zontal plane through the nearest point of the road where the light source
is not vertically above it.
2.4 Outreach - The outreach is the shortest distance between the verti-
cal through the centre of the base of the pole and the vertical through
the centre of light source.
42.5S ide E&y Lominaire - A luminaire in which the lead is taken
through its side.
2.6 Top Entry Luminaire - A luminaire in which the lead is taken
through the top.
2c7 Ultimate Failure - The conditions existing when the pole ceases to
sustain a load increment owing to either crushing of cdncrete, or
snapping of the prestressing tendon ,or permanent stretching of the steel
ih any paft of the pole.
2.8 Ultimate Transverse Load - T& load at which failure occurs when
it is ap lied to a point 600 mm below the .centre of light source and
perpen dpic ular to the axis of the pole along the transverse direction with
the butt end of the pole planted to the required dept& as intended in
the design.
% OVERALL LENGTH OF POLES
3.1 The minimum length of pole shall be Arrived at after fixing the
mpanting. height on the basis of the tra&c situation of the concerned
street and addibg thereto the minimum planting depth as mentioned
in 5.3. However, in no case, the pole length should be less than 5’2 m,
considering the minimum mounting height of 4’0 m and the correspond-
ing planting depth of 1’2 m. For longer poles, the lengths shall be in
s%eps of 0’5 m.
3.2 Tolerances - The tolerances on overall length of poles shall be
f 15 mm. Thetolerance on crok-sectional dimensions shall be ?i mm.
The tolerance on uprightness of the pole shall be 0’5 percent.
4. MATERIALS
4.1 Cement - Cement used in the manufacturing of prestressed concrete
poles shall conform to IS : 269-1976*, or IS : 455-1976t, or
IS : 1489-19762, or IS : 8041-19785, or IS : 8043-197811o,r IS : 8112-1976%
4.2 Aggregates - Aggregates shall comply with the requirements of
IS : 383-1970**. Where specified, sample of aggregate shall be sub-
mitted to the purchaser for approval. The miximum size of aggregates
shall in no case exceed 20 mm.
*Specification for ordinary and low heat Portland cement ( third revision ).
tSpecification for Portland slag cement ( third revision ).
$Specification for Portland-pozzolana cement ( second revkion ).
$Specification for rapid hardening Portland cement (first revision ).
l/Specification for hydrophobic Portland cement (first revision ).
TSpecification for high strength ordinary Portland cement.
**Specification for course and fine aggregates from natural sources for concrete
( second revision ).
5’
_-___--_- . .~_- ._!
.IS : 2193 - 1986
4.3 Reinforcement -Reinforcing bars and wires used for the manu-
facturing of prestressed concrete poles shall conform to the following:
a) IS : 432 ( Part 1 )-1982 Specification for mild steel and medium
tensile steel bars and hard-drawn steel wire for concrete
reinforcement: Part 1 Mild steel and medium tensile steel
bars ( third revision ).
b) IS : 432 ( Part 2 )-I982 Specification for mild steel and medium
tensile steel bars and hard-drawn steel wire for concrete rein-
forcement: Part 2 Hard-drawn steel wire ( third revision ).
c) IS : 1785 ( Part 1 )-1983 Specification for plain hard-drawn steel
wire for prestressed concrete: Part 1 Cold drawn stress-relieved
wire ( second revision ).
d) IS : 17S5 ( Part 2 );I983 Specification for plain hard-drawn
steel wire for prestressed concrete: Part 2 As-drawn wire
( jirst revision ).-
e) IS : 2090-1983 Specification for high tensile steel bars used in
prestressed concrete (first revision ).
f) IS : 6003-1983 Specification for indented wire for prestressed
concrete (first revision ).
g) IS : 6006-1983 Specification for ~uncoated stress relieved strand
for prestressed concrete (Jzrst revision 1.
4.3.1 The diameter of plain wire used for pretensioning system, where
prestress is developed by bond, shall not exceed 5 mm, as far as possible.
4.3.2 The surface of all reinforcement shall be free from loose scales,
oil, grease, clay or other material that may have deteriorating effect on
the bond between reinforcement and concrete. Slight rust may, however,
be permissible.
4.4 Concrete - The concrete shall conform to the requirements laid
down in IS : 1343-1980* for prestressed concrete members and
IS : 456-19781 for reinforced concrete member, such as concrete fittings.
4.5 Admixtures - Admixtures may be used with the approval of the
purchaser. However, use of any admixture containing chlorides in any
form is prohibited.
4.5.1 The admixture shall conform to IS ~:9 103-1979f.
*Co&e of practice for prestressed concrete (first revision ).
TCode of practice for plain and reinforced concrete ( third revision ).
fSpeciEcation for admixtures for concrete.
6IS ~2193- 1986
5. DESIGN
5.1T he poles shall be so designed that they do not fail owing to failure
initiated by campression af concrete.
5.2 The maximum wind pressure to be assumed for computing the design
transverse load at first crack shall be as specified by the State Govern-
ments, who are empowered in this behalf under the Indian Electricity
Rules, 1956. In the absence of any data/Information from the State
Governments, wind pressure may be determined as specified in
IS : 875-1961*. The wind pressure may also be calculated considering
the shape factor of po!es and brackets depending on their plan shape as
per IS : 875-1964*.
5.3 Depth of Planting - The minimum depth of planting of a pole
below ground level shall be in accordance with Table 1, the actual depth
being determined on the basis of ground conditions.
TABLE 1 MINIMUM DEPTH OF PLANTING OF PRESTRESSED
CONCRETE POLES IN THE GROUND
MOUNTING MINIMUM DEPTH REMARKS
HEIGHT, m IN GROUND, m
(1) (2) (3)
4.0 to 6 0 190-j In increments
6 5 to 7.5 1.50 ; of preferably
8.0 to 9 0 1.80 J O-5 m
5.4 Unless otherwise specified by the purchaser, the distance from the
luminaire support to the centre of light source shall be taken as given
in Tabl-e 2.
TABLE 2 DISTANCE FROM LUMINAIRE SUPPORT
TO CENTRE OF LIGHT SOURCE
MOUNTING HEIGHT NOMINAL DISTANCE FROM THE
2. OF POLES, m LUMINAIRE SUPPORT TO THE
CENTRE OF LIGHT SOURCE, mm
r________h_-__---~
For Top Entry For Side Entry
Luminaire Luminaire
(1) (2) (3) (4)
0 4.0 to 5.5 300 100
ii) 6,O to 7.5 300 to 450* 100 to 150*
iii) 7.5 to 9.0 450 150
*As specified by the purchaser.
*Code of practice for structural safety of buildings: Loading standards ( revised ).
7IS:2193-1986
5.5 Outreach - This will be in standard length as specified in Table 3.
TABLE 3 STANDARD LENGTH OF OUTREACH
-MOUNTING HEIGHT, m OUTREACH
4-5 Not exceeding 0.5 m
6.0 Var;$;5f;m 0.50 to 2.75 m in steps
7.5 1
9.0 J
5.5.1 Unless otherwise specified by the purchaser, the distance bet-
ween the vertical through the centre of light source of a side entry
luminaire and the extremity of the concrete on the bracket arm shall be
taken as 300 mm nominal.
5.6 The poles shall be designed to resist the maximum bending moment
due to a load of 90 kg or the maximum working load, whichever is
greater, applied at 600 mm below the centre of light source or, if so
specified by the purchaser, at a point immediately below the connection
of the bracket to the pole.
5.6.1 The load factor on transverse strength for prestressed concrete
poles shall not be less than 2’5. This factor may be reduced to a value
not less than 2’0 in the case of street lighting poles by the State Govern-
ments, who are empowered in this behalf under the Indian Electricity
Rules, 1956.
5.7 Vertical Load on Bracket - The vertical load on the bracket shall
be taken as equivalent to the weight of the luminaire, weight of raising
and lowering gear attached to the bracket ( if used ) plus 50 percent of
the weight of the luminaire and of the moving part of that gear, the load
being applied at point of support of the luminaire wirh the bracket rigidly
fixed to the pole in the designed manner.
5.8 Transverse Load on Bracket - The load caused by wind pressure on
the luminaire and bracket is considered as acting at the point of support
of the luminaire with the bracket fixed to the pole. The design of the
connections of bracket to pole shall provide for torsional stresses due
to wind load on the bracket and the luminaire.
6. FITTINGS
6.1 Spigot - When poles with top spigots are required, and unless
otherwise specified by the purchaser, the following sizes shall be
provided:
a) For 6, 7’5 and 9 m mounting : A spigot with 100 mm dia and
heights 150 mm long
b) For 4’5 m mounting height : A spigot with 80 mm dia and
80 mm long
8IS : 2193 - 1986
6.2 Nipples - Unless otherwise specified by the purchaser, nipples shall
be provided at the end of the bracket as follows:
a) For mounting heights 7’5 and 9 m:
i) To Take Pendant Lumincire - Vertical 30 mm gas nipple
having at least 40 mm of exposed thread; and
ii) To Take Side Entry Luminaire -- 30 mm steel tubing with
end horizontal and plain or threaded, as specified by the
purchaser.
b) For mounting heights 4’5 and 6 m:
i) To Take Pendajlt Luminaire - Vertical 20 or 30 mm gas
nipple having at least 25 mm of exposed thread; and
ii) To Take Side Entry Luminaire - 20 or 30 mm steel
tubing with end horizontal and plain or threaded, as specified
by the purchaser.
6.3 Ladder Arms - If required, and unless otherwise specified, ladder
arms shall be as follows:
a) Single arm, of 550 mm overall projection, and
b) Double arms, each of 250 mm overall projections.
6.4 Door and Door Openings - Unless otherwise specified by the pur-
chaser, a weatherproof door with a locking device, which will resist
unauthorized entry, shall be included in the pole. The door opening
shall be of size agreed upon between the manufacturer and the purchaser.
6.41 The bottom of the opening shall be at least 300 mm above
ground level.
6.5 All metal works shall be of non-corroding metal or of metal suitably
protected against corrosion.
6.6 Bore - All poles shall have a smooth walled central duct of diameter
not less than 30 mm for the purpose of taking the supply from the base
to the lighting unit at top.
6.7 Service Connections - Suitabie apertures shall be provided on at
least two sides of the pole below ground level for the entry of electric
cables or gas service pipes. Unless otherwise specified, service slots shall
be approximately 225 mm long and 75 mm wide with the top at least
300 mm below ground level. The edges of the slot shall be suitably
rounded to prevent damage to the sheath or armouring of the cables.
6.8 Breathing Holes - Breathing holes shall be provided in the door
and also as close-to the top of the pole as is practicable to allow circu-
lation of air and to limit condensation. The holes shall be suitably
protected against the entry of rain water.
9IS : 2193 - 1986
7. MANUFACTURE
7.1 All reinforcement and ducts shall be accurately placed and main-
tained in position during manufacture. Grouping of high tensile wires
may be permitted as long as the diameter of the wire is between 3 and
5 mm.
7.2 For prestressed pretensioned system, all wires shall be accurately
stretched with uniform prestress in each wire. Each wire or group of
wires shall be anchored positively during casting. Care shall be taken to
see that the anchorages do not yield before the concrete attains the
necessary strength.
7.3 For post-tensioned poles, the relative positions of wires in a cable,
whether curved or straight, shall be accurately maintained by suitable
means to ensure the free flow~of grout.
7.4 Cover - For pretensioned system, the cover of concrete measured
from the outside of the prestressing tendon shall be at least 20 mm.
Where cables and large sized bars are used, the clear cover shall be at
least 30 mm. The minimum clear distance between single wires in pre-
tensioned system shall be the greater of the following:
a> One- and one-third times the largest size of aggregate used, and
b) Three times the diameter of the wire.
The clear distance between cables or large bars shall not be less
than 40 mm or 6’5 mm in excess of the largest size aggregate used,
whichever is greater.
7.5 Welding and Lapping of Steel - The high tensile steel wire or bar
shall be continuous over the entire length of the tendon. Welding shall
not be allowed in any case. Jointing or coupling in the case of bars and
indented or crimped wires may be permitted provided the strength of
.joint or coupling is not less than the strength of each individual bar or
wire.
7.6 Compacting - Concrete shall be compacted by spinning, vibrating,
shocking or other suitable mechanical means. Hand compaction shall
not be permitted.
‘7.7 Curing - The concrete shall be covered with a layer of sacking,
canvas, hessian or similar absorbent material and kept constantly wet
up to the time when the strength of concrete is at least equal to the
minimum strength of concrete at transfer of prestress in case of poles.
In case of reinforced concrete brackets, the concrete shall be cured as
mentioned above till the concrete attains sufficient strength. Then the
poles and the brackets may be removed from the mould and watered at
intervals to prevent surface cracking of the unit; the interval shall
10IS : 2193 - 1986
depend on the atmospheric humidity and temperature. Steam curing may
also be permitted.
7.8 During manufacture, daily tests on concrete cubes shall be carried
out till the concrete achieves required strength at transfer. Thereafter,
the tests on concrete shall be carried out as detailed in IS : 1343-1980*.
The manufacturer shall apply, when required by the purchaser or his
representative, results of compressive tests conducted in accordance with
IS : 456-19787 on concrete cubes made from the concrete used for the
poles. If the purchaser so desires, the manufacturer shall supply cubes
for test purposes and such cubes shall be tested in accordance with
IS : 456-19787.
7.9 Earthing - Earthing shall be provided by either of the following
means:
a) By having a length of galvanized iron wire of 4 mm diameter or
equivalent strip or equivalent bare copper cable~embedded in
concrete during manufacture and the ends of the wire or strip
or cable left projecting from the pole to a length of 100 mm at
215 mm from top and 150 mm below ground level.
b) By providing two holes of suitable dimensions, 215 mm from
top and 150 mm below ground level to enable a galvanized iron
wire of 4 mm diameter or equivalent strip or equivalent bare
copper cable to be taken from the top hole to the bottom hole
through the central hollow.
NOTE - The details of embedment of wire or strip or cable shall be as
.agreed upon between the manufacturer and the purchaser.
7.10 Finish - The poles shall be of good finish and free from honey-
combing. The surfaces of the poles in contact with the moulds shall be
smooth and regular in shape. All arrises shall be clear and well-defined
so as to present a neat appearance.
8. TESTS
8.1 Transverse Strength Test for Poles - The transverse strength test
of poles shall be conducted in accordance with IS : 2905-1966$. A
prestressed concrete pole shall be deemed not to have passed the test if
cracks wider than 0’1 mm appear. at a stage prior to the application of
the design transverse load at first crack and/or the observed ultimate
transverse load is less than the design ultimate transverse load.
*Code of practice for prestressed concrete (first revision ).
iCode of practice for plain and reinforced concrete ( third revision ).
XMethods of test for concrete poles for overhead power and telecommunication
lines.
11IS : 2193 - 1986
$.2 Strength Tests for Brackets
8.2.1 The brackets shall be tested either in its normal position at
the top of the pole or fixed into a special pole head of identical dimen-
sions, which may be a portion cut from a pole. The pole or pole head
shall be rigidly fixed in a vertical position.
8.2.2 Vertical and transverse test loads calculated in accordance with
5.7 and 5.8 shall be gradually applied at the end of the bracket, the ratio
between the vertical and transverse loads being kept constant. When the
maximum working loads are reached, it shall be maintained for at least
2 minutes and the maximum deflection shall be measured.
8.2.3 The load shall then be reduced to zero and the residual deflection
shall be measured after 10 minutes.
8.2.4 The bracket shall be considered satisfactory, if the recovery is at
least 75 percent of the maximum deflection while under load.
8.2.5 The load causing failure shall not be less than ‘the maximum
working load multiplied by the load factor considered in the design’.
9. SAMPLING AND INSPECTION
9.1 ScaIe of Sampling
9.1.1 Lot - In a consignment, 500 poles ( or brackets ) or a part
thereof of the same mounting height, same dimensions and belonging to
the same batch of manufacture, shall be grouped together to constitute
a lot.
9-1-2 For ascertaining the conformity of the material in the lot to the
requirements of this specification, samples shall be tested from each lot
separately.
9.1.3 The number of poles or brackets to be selected from the lot
shall depend on the size of the lot and shall be according to Table 4.
TABLE 4 SCALE OF SAMPLlNG AND PERMISSIBLE NUMBER
OF DEFECTIVES
No. OF POLES OR DIMENSIONAL REQUIREMENTS TRANS- TRANS-
BRACKETS IN _.-_---_ VERSE VERSE
THE LOT Sample Size AQiiG STRENGTH STRENGTH
Number AT FIRST ULTIMATE
CRACK
(1) (2) (3) (4) (5)
up to 100 1 2 Nil
101 to 200 :: Nil
201 to 300 20 : : Nil
301 to 500 30 3 5 1
NOTE - hTe poles or brackets tested up to first crack mav be used,
provided the crack is closed after removal of the load.
12IS : 2193- 1986
~9.2 Number of Tests and Criteria for Conformity
9.2.1 All the po!es/brackets selected according to 9.1.3 shall be tested
for overall length, cross-section and uprightness ( see 3.2 >. A pole/
bracket failing to satisfy one or more of these requirements shall be
considered as defective. All the poles/brackets in the lot shall be con-
sidered as conforming to these requirements if the number of defective
poles/brackets found in the sample is less than or equal to the corres-
ponding acceptance number given in co1 3 of Table 4.
9.2.2 The lot having been found satisfactory according to 9.2.1 shall
be further tested for transverse strength ( see 8.1 ) of the poles. For
this purpose, the number of poles given in co1 4 of Table 4 shall be
tested. These poles may be selected from those already tested according
to 9.2.1 and found satisfactory. All these poles tested for transverse
strength shall satisfy the corresponding specification requirements. If
one or more poles fail, twice the number of poles originally tested
shall be selected from those already selected and subjected to this test.
If there is no failure among these poles, the lot shall be considered to
have satisfied the requirements of this test.
9.2.3 All the brackets selected from the lot according to 9.1.3 shall be
subjected to strength test for brackets ( see 8.2 >. All the brackets tested
for strength test shall satisfy the requirements of this specification. If
one or two brackets fail, twice the number of brackets originally tested
sha!l be se!ected from the lot and subjected to this test. lf there is no
failure among these brackets, the lot shall be considered to have satisfied
the requirements of the specification. If more than two brackets fail,
the lot shall be considered not to have satisfied the requirements of the
specification.
10. MARKING
10.1 The poles shall be clearly and indelibly marked with the following
particulars either during or after the manufacture, but before testing, at
a position so as to be clearly read after erection in position:
a) Month and year of manufacture;
b) Name of manufacturer or his registered trade-mark or both;
cl Serial number of poles; and
d) Position of centre of gravity of the poles with the word ‘C.G.‘.
10.2 Each pole may also be marked with the ISI Certification Mark.
NOTE - The use of the ISI Certification Mark is governed by the provisions of
the Indian Standards Institution ( Certification Marks ) Act and the Rules and
Regulations made thereunder. The ISI Mark on products covered by an Indian
13JS: 2193 - 1986
Standard conveys the assurance that they have been prcduced to comply with
the requirements of that standard under a well-defined system of inspection,
testing and quality control which is devised and supervised by ISI and operated
by the producer. IS1 marked products are also continuously checked by IS1
for conformity to that standard as a further safeguard. Details of conditions
under which a licence for the use of the IS1 Certification Mark may be granted
to manufacturers or processors, may be obtained from the Indian Standards
Institution.
11. INFORMATION TO BE SUPPLIED WlTH THE ENQUIRY OR
ORDER
11.1 The following information shall be supplied with enquiry or order:
a) Mounting height;
b) Type of luminaire and outreach;
4 Weight of luminaire and, if provided, weight of raising and
lowering gear;
d) Spigot and nipples ( see 6.1 and 6.2 );
e) Angle which the axis cf the nipple at the tnd of the bracket
makes with the vertical ( see 6.2 );
f) Ladder arms, if required ( see 6.3 );
g) Any special requirements in respect of depth of planting;
h) Size of door opening ( see 6.4 ); and
j) Position and size of service slots ( see 6.7 ).
14
hIS : 2193 - 1986
( Continued from page 2 )
Members Representing
SUPERINTENDINGE NGINEER Public Works Department, Government of
( DESIGNS ) Tamil Nadu
EXECUTIVEE NGINEER( SMD )
( DIVISION ) ( Alternate >
SHRI L. SWAROOP Orissa Cement Limited, New Delhi
SHRI H. BHATTACHAKYYA ( Alternate )
SHRI G. RAMAN, Director General, IS1 ( Ex-officio Member )
Director ( Clv Engg >
Secretary
SHRI N. C. BANDYOPADHYAY
Deputy Direct or ( Civ Engg ), IS1
Concrete Poles Subcommittee, BDC 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 T. N. OBOVEJA( Alternate )
SHRI R. S. BHATIA Punjab State Electricity Board, Patiala
SHRI S. K. SHARMA ( Alternate 1
SHRI P. C. CHATTERJEE. ’ Orissa Cement Ltd, Rajgangpur
SHRI U. N. RATH ( Alternate )
DSRECTOR ( RE ) Central Electricity Authority, Rural Electri-
fication Directorate, New Delhi
DEPUTY DIRECTOR ( RE ) ( Afternate )
SHRI G. L. DUA RuraIDEf;;trificatioo Corporation Ltd, New
SHRI S.K. SETHI (Alternate)
SHRI P. C. JAIN Engineer-in-Chief’s Branch, Army Head-
quarters, New Delhi
SHRI SUCHA SINGH ( Alternate )
JOINT DIRECTOR STANDARDS Research, Designs and Standards Organization
( B & S ) CB-IL ( Ministry of Railways ), Lucknow
ASSISTANT DIRECTOR (E) ( B & S )-I ( Afternate )
SHRI N. G. JOSHI The Indian Hume Pipe Co Ltd, Bombay
SHRI R. SAMPAT KUMARAM Delhi Electric Supply Undertaking, New Delhi
SHRI RAMESH CHANDER ( Alternate )
SHRI A. V. TALATI The Steelpipe and Fabrication Works,
Vadodara
SHRI H. C. SHAH ( Alternate )
SHRI T. G. TEPAM Maharashtra State Electricity Board. Bombay
SHRI R. B. JOSHI ( Alternate )
SHRI S. THIAGARAJAN Tamilnadu Electricity Board, Madras
SHRI LAKSHMINARASIMHAN( Alternate )
15
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6039.pdf
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IS: 6039 - 1970
Indian Standard
SPECIFICATION FOR ZINC
OXIDE-EUGENOL DENTAL CEMENT
( First Reprint NOVEMBER 1991)
UDC 615.463:616.314-74
BUREAU OF INDIAN STANDARDS
MANAK BHAVAN. 9 BAHADUR SHAH ZAFAR MARG
NEW DELHI llooo1
Gr3
July1 971IS:6939-1970
Indian Standard
SPECIFICATION FOR ZINC
OXIDE-EUGENOL DENTAL, CEMENT
_ . . -.
Dental Materials Sectional Committee, CDC 52
Chairman Rcfiesenting
COL N. N. BERY Ministr of Health, Family Planning, Works, Housing
an B Urban Development
Members
DR N. K. A~RAWAL In pemonal capacity ( Dental College 0 HoJpital,
Lucknow )
DR P. K. BASU Dr Ahmed Dental College & Hospital, Calcutta
SHIUD . A. BOND Dental Producta of India Ltd, Bombay
SHRI DE~XUONDD E BEYNAC
SHEEN ( Alternate )
DR ( MRS) T. M. S. GINWALLA Nair Hospital & Dental College, Bombay
DR P. R. GUPTA Dire$oz;cleneral of Techmcal Development,
DR G. N. KOTHARE Unichtm Laboratories Ltd, Bombay
SHRI P. G. VYAS (Ahmate)
SHRI BHVPENDRBA. PATEL Dental Corporation of Indi/a, Bombay
SRRIN ARENDRAM . PATEL( Alternote)~
DRG.B. SHANKWALKA~ Government Dental College and Hospital, Bombay
BRIG WARDEV SINGW Directorate General, Armed Forces Medical Services
( Ministry of Defence )
SHRI D. DAS GUPTA, Director General, IS1 ( Ex-o&o Member)
Director ( Chem )
Sscretary
DR 0. M. SAXZNA
Deputy Director ( Chem ), IS1
Filling Materials Subcommittee, CDC 52 :’ 1
Cotwcner
DR S. RAMACHANDRA Department of Health, Government of My%ore,
Bangalore
Members
DR N. K. AGRAWAL In personal capacity (Dental College Q? Ho@ital,
Lwhow )
DR P. K. BASU Dr Ahmed Dental College & Hospital, Calcutta
SHRI D..A . BOND Dental Producta of India Ltd, Bombay
SHRIS . R. SETHNA ( ALmato ) i
Da G. N. K&HARE U&hem Laboratories Ltd, Bombay
SHRIP . G. VYM ( Alternate )
BUREAU OF INDIAN STANDARDS
MANAK BHAVAN, 9 BAHADUR SHAH ZAI%R MARG
NEW DELHI 1100020.1 This Indian Standard.was adopted by the Indian Standards Institution
on 7 December 1970, after the. draft finalized by the Dental Materials
SectionakCommittet had been.approved by the Chemical Division Council.
02 Zinc oxide-eugenol, cement is used as an antiseptic temporary cement
in dentistry.
03, In the. preparation of this standard, assistance has been taken from the
US Fede~& Specification U.XXO8’ Zinc oxide-eugenol dental cement, of
1957, published by General Services Administration, USA.
O& For the. purpose of deciding: whether a particular requirement of this
standard is cdmplied with, the finalvalue, absented 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.
1.1’ This standard prescribes the requirements and the methods of sampling
and t&t fur zinc oxide-eugenol dental cement.
2.1. &~&@&ns -The cement shall. consist esse&ially of a powder and
liquid which, when mixed in the usual dental manner, shall possess the
workings qualities specified in. Z!kI; The powder and liquid shall be
individuallybottled in {he quantity spteified and packaged in unit packages
consisting of’one bottle of powder and one bottle of liquid, with instructions
for use.
3.2 v - All ingredients shall conform to the standards prescribed
in the latest version of the Iqdian Pharmacopoeia.
23.1. AntLscptic Ptiwtiar - Either the liquid or the powder shall cont.&
a non-metallic germicidal agent in suflkient concentration to impart anti-
septic properties to the mixed cement.
*Rulea for toundiig off tlumctical v&la (rmkd).
22.3 Liquid Component
2.3.1 Unless otherwise specified, the liquid shali be furnished in bottles,
each containing 15 ml. The liquid shall be composed primarily of eugenol.
The presence of other ingredients shall be indicated on t-he label provided on
each bottle.
2.3.2 Appearance - The liquid shall be free from cloudiness, precipitates,
deposits, and sediments.
2.4 Powder
2.4.1 Unless otherwise specified, the powder shall be furnished in bottles,
each containing 50 g: The powder shall be composed primarily of zinc
oxide. The presence of other ingredients shall be indicated on the label
provided on each bottle.
2&.2 A#@earance - The powder shall be free from lumps or granules.
2.5 Cement
2.5.1 Working Properties - The cement when spatulated in the usual
dental manner shall:
a) harden or set,
b) be f&e from poisonous and foreign materials,
c) not form lumps or granules,
d) not irritate soft or hard oral tissues,
e) not evolve gas,
f) not discolor tooth structure, and
g) be imp&vious to and shall set under water or saliva.
2.5;2 Colour and CJ@c$ - The cement shall be white or light ivory in
colour and opaque to &ray.
2.5.3 Tipe o$Setting in Air - The time of setting of cement in air at 20~
to 25”C, when tested as prescribed in‘A-3, shall be 4 to 10 minutes.
2.5.4 Ultimate Compressive Strength - The ultimate compressive strength
of the cement, when tested as prescribed in A4, shall be not less than 70
kg/cma.
2.6 Instructiona for US: - Adequatt, and accuratg instructions for
proportionine and manip$atmg the mater@ shall accompany each package
of the material. These i?s)ructlons shall mclude the powder-liquid ratio,
the ymperaturi: of the rnunng slab; the rate of powder incorporation, and
the time of mixing.
3IS : 6939 - 1970
3. PACKING AND MAWING
3.1 Packing
3.1.1 Unless otherwise agreed to between the purchaser and the supplier,
the bottles of solid and liquid components shall be of either amber coloured
or blue coloured glass. The bottles shall be securely stoppered with a metal
or plastics continuous thread screw cap, properly cushioned and having an
impervious liner. Each bottle shall be further sealed by a gel or similar
viscous cap covering the stopper externaIly and extending well down on the
neck of the bottle.
3.1.2 Unit Package - This shall consist of one bottle each .of powder
and liquid packed in a paper carton having corrugated dividers between
bottles or as agreed to between the purchaser and the supplier. Instructions
for use of the material ( see 2.6 ) shall accompany each unit package.
3.1.3 Bdk Package - Unless otherwise agreed to between the purchaser
and the supplier, 12 ,unit packages shall be packaged in a double-faced
corrugated or solid fibreboard box.
3.2 Marking
3.2.1 Each individual bottle shall carry a label indicating the name of
the material, quantity contained, name(s) of ingredients, the manufacturer’s
name and recognized trade-mark, if any and the lot number.
3.2.2 Each bulk package and unit package shall be suitably marked with
the name of the material, quantity of contents and name of the manufacturer.
3.2.3. The bulk package and unit package may also be marked with the
ISI Certification Mark.
NOTE- The use of the ISL Certitication M&k ia governed b the provisions of the
Indian Stan- Institution Cjmificati~n Marks) Act, and x e Rulca and R&a-
tions made thereunder. Pr I nce of this mark on preducts .covered by an Indian
Standard conveys the assuiance that they have been produced to comply with the
requirements of that standard, under a well-defined system of inspection, testing xmd
uality control during prqduction. This system, which is devised and supmrired by
;FS I and operated by the pioducer, has the further safeguard that the products as
‘actually marketed are con&i&sly checked by IS1 for conformity to the standard.
&tails of conditions, under i&ich a lic&e fbr the use of the IS1 Certification Mark
may he granted to manufacturers or pnxessors, may be obtained from the Indian
Standards Institution.
4. SAMPLING
4.1 The method ~of preparation of samples and the criteria for conformity
shall be as given in Appendix B or as agreed to between the parties concerned.
.4IS:6939-1970
APP-ENDI‘X A
( Clauses 2.5.3 and 2.54 )
METHODS OF TEST FOR ZINC OXIDEEUGENOL CEMENT
A-1. DETERMINATION OF TESTING CONSISTENCY
A-l .l Apparatus - The type of apparatus shall be essentially that shown
in Fig 1. It consists of a glass tube ( internal diameter 10 mm approximately )
which delivers 9.5 ml of mixed cement, two flat glass plates, and a weight.
The combined weight of the top-plate and the weight shall be 2 500 g.
A-l .2 Procedure - Mix trial amounts of the powder with 0.4 ml of the
liquid. Then place 0.5 ml of the mixed but unset cement with the help of
the glass tube on a flat glass plate. Three minutes after the mix is started,
place carefully the other glass plate and the additional weight on -the soft
cement. Ten minutes after starting the mix, measure the average of the
major and minor diameters of the slumped mass of cement. Note the
amount of powder required for making the mix which gives the average of the
major and the minor diameters as 25 & 1 mm. Carry out three such
determinations.
A-l.3 The mean of the amounts of powder used in the three determinations
shall be taken to be the standard testing consistency.
RUBBER PLUG
~PLUMGER / /Cl*5 ml MARK
CD
BRAS;U&LUG
/2Og GLASS PLATE
GLASS PLATE
FIG. 1 APPARATUSJ?OMRB ASURINO~CONSISTENCY
5IS:6@@.1970
A-2. PREPARATION OF TEST BPECIMENS
A-2.1 Prepare test specimens at a temperature between 20 and 25°C. The
powder-liquid ratio shall be as determined by the consistency test
( see A-l ). The mixing technique shall be as per manufacturer’s instruc-
tions ( see 2.6 ). All apparatus and instruments shall be clean, dry and free
from particles of hardened cement,
4.3. DETERMINATION OF TIME OF SETTING
A&l Apparatus - The type of apparatus required is shown inFig. 2.
THERMOMETER
LHEATINO
ELEMENT
I / I I
LPlLOl Lldbw CPOWER SWITCH
FICZ.2 APPARATUSF OR DETERMINATIONO F SEXING TIME AT
CONTROLLEDT EMPERATUREA NP HUMIDITY
6Is : 6939--19tsoO’
A&1.1 Metal Ring - cylindrical, 5 mm high and 10 mm inside diameter.
A&L2 Gillmore Needb - weighing 450 f 5 g and having an end l-06
mm in diameter.
A-3.2 ~PWBW&U~W- Place the metal ring on a flat plate and fill it with the
cement of standard consistency ( see A-l ). Three minutes after starting
the mix, transfer the s ecimen to an atmosphere of 100 percent RH at
37°C. Three and a ha Pf minutes after starting the mix, lower the Gillmore
needle vertically on to the test specimen until the surface of the cement is
touched. Repeat this at 30 second intervals.
A-3:2.1 The time of setting shall be the number of minutes elapsed from
the-starting ofthe mix to the time when the needle fails to make a perceptible
circle on the surface of the specimen. Report the results to the nearest
minute.
AA.1 F+epar&on of T&at Speeimesm - The test specimen shall be in
the form of cylinders 12 mm.in height and~6 mm in diameter. The ends of the
specimen should be flat, smooth, parallel to each other and at right angles to
the long axisof the cylinder. An apparatus found convenient for forming
these test cylinders is shown in Pig. 3. Place a’ cylindrical mould ( made of
hard rubber, .glass, stainless steel or any other substance tvhich will not react
with cement ), 12.mm high. and 6 mm-irrdiameter on a flat glass plate and
slightly overfill with. cement of standard consistency within ‘three minutes
after commencing. the mixing, Press on- top of .the mould a second flat
glass plate. Hold the- mould- and the plates firmly together with a small
C-clamp. All apparatus should be at room temperature. The. moulds
may,be coated with a 3 percent solution of a microcrystallinewax ( melting
point 91 to 86°C ) in benzene. Five minutes after starting the mix, transfer
the mould.and clamp to an atmosphere of 100’percent relative humidity at
37*G. Thirty minutes later, remove the specimens from the conditioned
atmosphere’ and immerse. them in distilled water at room temperature for
one hour. Surface the ends of the cylinder plane at right angles to the axis,
by drawing. the moulds containing the specimens back and forth across a
glass plate coated with an abrasive such as 75 micron silicon carbide powder
and water. Rotate them about one-fourth turn every few strokes. Keep
the. test specimens wet during grinding. After surfacing, remove the speci-
mens from the mould by a screw jack ( SC@Fi g. 3 ) and immerse in distilled
water at, 37°C.
AA.2 Proaedurc.-- Insert the specimen, prepared according to A-4.1,
between the platens of the testing machine with a small piece of wet blotting
paper approximately 0.5 mm thick, at each end. Operate the machine
at a speed which will move the crushing head 0.25 mm/min.IS I 6039 - 1970
A-4.3 Expression of Results -Report the value for compressive strength
a; the average of three or more from a lot of five specimens and round off to
the nearest 10 kgf/cm2. If the values for individual specimens fall more
than 15 percent below the average of the five, discard them and report the
average of the remaining specimens. If more than two of the specimens
are discarded, repeat the test.
Screw Jack for Ejecting Speeimen from Moulds
Mould in Clamp
Specimen MouId
FIG. 3 APPARATUS USEDIN FORMING ULTIMATE COMPRESSIVE
STRENGTH SPECIMENS
8IS :6 039- 1970
APPENDIX B
( Clause 4.1 )
SAMPLING OF ZINC OXIDE-EUGEN0I.d CEMENT
B-l. GENERAL REQUIREMENTS OF SAMPLING
B-1.0 In tlla\zing, preparing, storing and handling test samples, the follow-
ing precautions and tlircctions shall bc observed.
B-l.1 Samples shall not br taken in an exposed place.
B-1.2 The saml’ling instruments shall be clean and dry.
B-l.3 Precautions shall ‘IX taken to protect the samples, the material being
sampled, the sampling instrument and the containers for samples from
adventitious contamination.
B-l.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-l.5 The samples shall be placed in clean, dry, air-tight glass, or other
suitable containers.
B-l.6 The sample containers shall be of such size that they are almost
completely filled by the sample.
B-1.7 Raph sample container shall bc 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
consignment is declared or known to consist of different batches of manu-
facture, the containers belonging to the same batch shall be grouped to-
gether 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 (Jv) and shall be as given in Table 1, 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 provide
sufficient material shall be taken out.
9A..___ _.. . ____. _... ._-._ . ..__. ._~ ~_.. _.
IS 6Q39 1970
: -
TABLE 1 NUMBER OF CONTAINERS TO BE SELECTED FOR SAMPLING
( Clause B-2.2 )
LOT SIZE NUMIIER OF CONTAIXERS
To BE SELECTED
N n
(1) (2)
3 to 50 3
51 >, 200 4
201 ,, 400 5
401 ,, 650 6
651 ;, 1 000 7
B-3. TEST SAMPLES AND REFEREE SAMPLE
~-3.1 Preparation of Test Samples
~-3.1 .l Liquid Comfionent -- 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 intcJt hree 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 all the sample containers
selected into 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 sample 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.
B-5. CRITERIA FOR CONFORMITY
B-5.1 A lot shall be declared as conforming to this specification if the
composite 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 the
specification.
10BUREAU OF INDIAN STANDARDS
Headquarters:
Manak Bhavan, 9 Bahadur Shah Zefar Marg, NEW DELHI 110002
Telephones: 331 01 31, 331 13 75 Telegrams: Manaksanstha
( Common to all Offices)
Regional Offices: Telephone
Central : Manak Bhavan, 9 Bahadur Shah Zafar Marg, 331 01 31
NEW DELHI 110002 331 1375
I
*Eastern : l/l 4 C. I. T. Scheme VII M, V. 1. 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, MADR4S 6001 ‘I 3 41 25 19
i ,41 2916
twestern : Manakalaya, E9 MIDC, Marc\, Andheri ( East), 6 32 92 95
BOMBAY 400093
Branch Offices:
‘Pushpak’, Nurmohamed Shaikh Marg, Khanpur, 2 63 48
AHMADABAD 380001 I 2 63 49
SPeenya Industrial Area 1st Stage, Bangalore Tumkur Road 38 49 55
BANGALORE 560058 38 49 56
I
Gangotri Complex, 5th Floor, Bhadbhada Road, T. T. Nagar, 667 16
BHOPAL 462003
Plot No. 82/83, Lewis Road, BHUBANESHWAR 751002 5 36 27
53/5. Ward No. 29, R.G. Barua Road, 5th Byelane. 3 31 77
GUWAHATI 781003
5-8-56C L. N. Gupta Marg ( Nampally Station Road ), 23 1083
HY DEFiABAD 500001
4 63471
R14 Yudhister Marg, C Scheme, JAIPUR 302005
, 6 98 32
21 68 76
117/418 B Sarvodaya Nagar, KANPUR 208005
I 21 82 92
Patliputra Industrial Estate, PATNA 800013 6 23 05
T.C. No. 1411421. University P.O.. Palayam J-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
tSales Office in Bombay is at Novelty Chambers, Grant Road, 89 65 28
Born bay 400007
$Sales Office in Bangalore is at Unity Building, Narasimharaja Square, 22 36 71
Bangalore 560002
Reprography Unit, BIS, New Delhi, India
|
12592.pdf
|
.
IS 12592:2002
$?77dkTm
@**w*-~*–m
(W5aTy???fq
Indian Standard
PRECAST CONCRETE MANHOLE COVER
AND FRAME — SPECIFICATION
(First Revision)
Ics 91.100.30
0 BIS2002
BUREAU OF INDIAN STANDARDS
MANAK BHAVAN, 9BAHADUR SHAH ZAFAR MARG
NEWDELHI 110002
March2002 Price Group 5
ICementMatrixProductsSectionalCommittee,CED53
FOREWORD
This Indian Standard (FirstRevision) wasadoptedbythe Bureau of Indian Standards, afterthedraftfinalized
by the Cement Matrix Products Sectional Committee had been approved by the Civil Engineering Division
Council.
Cast iron manhole covers and frames are prone topilferage and misuse due to its high resale value. Precast
concrete manhole covers and frames which are found to satisfy the general requirements specified in
IS 1726:1974’ Specificationforcastironmanholecoversandframes:Part1Generalrequirements@-st revision)’
have proved tobe good substitute to cast iron manhole covers and frames. As such, use of such covers and
frames isincreasing day-by-day.
This standard hasbeenprepared withaviewtoguiding the manufacture and useofprecast reinforced cement
concrete manhole covers and frames. This standard covers the requirements of precast concrete manhole
covers andframes manufactured usingreinforced cementconcrete.
Themanufacturing processofprecastconcretemanholecoversand frames is simpleandrequires onlyordinary
locallyavailable machinery, suchasconcrete mixers,vibrators, appropriate moulds, hydraulicjacks, etc.These
products can beproduced inexisting factories producing precast concrete products.
Thisstandardwasfirstpublished intwoparts,namely, Part 1CoversandPart2Frames, brought outin 1988and
1991respectively. Thisrevisionhasbeentakenupinviewofthechangeingradeandtestloadofmanholecovers
and frames inIS 1726: 1991‘Specification forcastironmanhole covers and frames (third revision)’, andto
incorporate themodifications foundnecessaryinlightoftheexperiencegainedwhileusingtheearlierversionof
the standard. It was also felt that instead of having two separate standard for manhole covers and frames,
requirements ofboth should becovered inonestandard. Accordingly inthisrevision therequirements ofboth
covers and frames arecovered bymerging thePart 1andPart2oftheerstwhile standard.
The Composition oftheCommittee responsible fortheformulation ofthisstandard isgiven inAnnex D.
For thepurposeof deciding whether aparticular requirement ofthis standard iscomplied with, thefinalvalue,
observed or calculated, expressing the result of a test oranalysis, shallberounded off inaccordance with
1S2:1960 ‘Rulesforrounding off numerical values(revised)’. Thenumberofsignificantplacesretainedinthe
rounded off value should bethe sameasthat ofthe specified value inthis standard.IS 12592:2002
Indian Standard
PRECAST CONCRETE MANHOLE COVER
AND FRAME — SPECIFICATION
(First Revision)
1 SCOPE 3.2.3 HD-20 Circular, Lamphole, Square or
Rectangular (Scrapper Manhole) Types
Thisstandardcovers therequirements forprecaststeel
reinforcedcementconcretemanholecoversandframes Suitable for use in institutional/commercial areas/
intendedforuseinsewerageandstormwaterdrainage. carriageways/citytrunkroads/busterminalswithheavy
duty vehicular traffic of wheel load between 50to
2 REFERENCES 100kN,likebuses,trucks and parking areasandwhere
the manhole chambers are located in between the
The Indian Standards listed in Annex A contain
pavement andthemiddle oftheroad.
provisions which through reference in this text,
constitute provisions of this standard. At the time of 3.2.4 EHD-35 Circular, Square or Rectangular
publication, the editions indicated were valid. All (Scrapper Manhole) Types
standards are subject to revision, and parties to
Suitable for use on carriageways in commercial/
agreements based on this standard are encouraged to
industrial/port areaslnearwarehouseslgodowns where
investigatethe possibility ofapplying themostrecent
frequent loading and unloading of trucks/trailers are
editions ofthe standards indicated inAnnex A.
common,withslowtofastmoving vehicular trafficof
3 GRADES ANDTYPES thetypeshavingwheelloadsupto 115 kNirrespective
ofthelocation ofthemanhole chambers.
3.1 Manhole covers and frames shall be of the
4 MATERIAL
following fourgrades andtypes:
4.1 Cement
Grade GradeDesignation Type/ShapeofCover
. .-
Light Duty LD-2.5 Rectangular,Square, Cement used forthemanufacture ofprecast concrete
Circular manhole covers shall conform to IS269orIS455or
IS1489(Part 1)or IS 1489(PaIt2)or IS6909orIS8041
Medium Duty MD-10 Rectangular,Circular
orIS8043orIS 8112orIS123300rIS12269.
Heavy Duty HD-20 Rectangular(Scrapper
Manhole),Square, 4.2 Aggregates
CircukwandLranphole
The aggregatesusedshallbewellgraded. Thenominal
ExtraHeavy EHD-35 Rectangular(Scrapper
maximum size of coarse aggregate shall notexceed
Duty Manhole),Squareand
20 mm. The aggregates shall be clean and free from
Circulm
deleteriousmatterandshallconformtotherequirements
ofIS 383.
3.2 Recommended locationsforplacementofdifferent
grades and types/shapes of manhole covers and 4.3 Concrete
frames areasgiven in3.2.1 to3.2.4.
The mix proportions of concrete shall be determined
3.2.1 LD-2.5Rectangular,SquareorCircularTypes bythemanufacturer andshallbesuchaswillproduce
a dense concrete without voids, honey combs, etc
Suitable for use within residential and institutional
(see IS 456). The minimum cement content in the”
complexes/areas with pedestrian but occasional light
concrete shall be 360 kg/m3,with a maximum water
motor vehicle traffic. These are also used for
cement ratioof 0.45. ConcreteweakerthangradeM30
‘Inspection chambers’.
shall not be used. Compaction of concrete shall be
3.2.2 MD-10CircularorRectangular Ty~s donebymachine vibration.
4.4 Reinforcement
Suitable for useinservicelanes/roads, onpavements
foruseunder medium dutyvehicular traftlc including The reinforcing steel shall conform to Grad6 A Of. ~
forcarparking areas. IS 2062or IS432(Part1)or IS 432(Part2) or IS1786 ‘“
asappropriate.
11S12592:2002
.
4.4.1 Reinfomementshallbccleanandfiec from loose dimensions of cover at top shall match with the
mill scale, loose rust, mud, oil, grease or any other correspondingtlamesothatthemaximum clearanceat
coatingwhichmay reduceordestroythebondbetween top between the frame and the cover all round the
concrete and steel. A slight film of rust may not be periphery is not more than 5 mm and thetopsurface
regardedasharmfil butsteel shallnotbevisiblypitted ofthe frame and cover is in levelwithinatolerance
by rust. off5rnm.
4.5 Steel Fibres For facility of removing the cover from the frame,
suitabletapermatching with tapergiven forthefmme
The diameter/equivalent diameterofsteel fibreswhere
shall be provided to the periphery of the cover (see
used, shall not be greater than 0.75 mm. The aspect
Fig.1).
ratioofthefibres (ratio ofthelength ofthefibretoits
diameter/equivalent diameter) shall be in the range 6 DESIGN
of 50 to 80. The minimum volume of tibres shallbe
Theieinfotwd concretemanholecoverandframeshall
0.5percent ofthevolume ofconcrete.
be designed in accordance with the provisions of
In case of propriety fibres, manufacturer’s recom- IS456.Ifrequired by~hepurchaser, themanufacturer
mendations shallbetaken intoaccount.
shallfurnish thespecification and drawings principle
giveninIS456maybe followed.
4.6 Admixtures
Where admixtures are used, they shall conform to 7 MANUFACTURE
1s9103.
7.1 Mixing
4.7 Water
Concreteshallbemixedina mechanicalmixer.Mixing
The water used shall be free from matter harmful to shallbecontinued until thereisauniform dktibution ~
concrete or reinforcement or matter likely to cause ofthematerialsand themassisuniform incolour and
efflorescence in the units and shall conform to the consistency. If steel fibres are used in addition to
requirements ofIS456. reinforcement itshallconformtotherequirementsgiven
in4.5.
5 SHAPES AND DIMENSIONS
7.2 Placing and Compaction
5.1 Shapes
Thereinforcement shallbeplacedinproperpositionin
The precastconcretemanholecoversandframesshall
anappropriatemould coated withathinlayerofmould
beofany shape given in3.1.
oil incase of frames and within the protective sheet
5.2 Dimensions and Tolerances (see7.4.2)incaseofcovers. Concreteshallbetilledto
slightlyovertll andcompactedbyvibration andstruck
The dimensions and tolerances on dimensions of
offlevelwithatrowel.
frames shall be as shown in Table 1 but outside
-+p-
~LlfTING HOOI(
MlLDSTEELFLAT
AROU’NOCOVER ;-~?,,k,:
REINFORCEMENT
COVERmin
SECTION XX lSmmCLEAR
COVEJml,in SECTION XX
PLAN
PLAN
1A 13
All dimensions in millimetrcs.
FIG. 1TYPICALILLUSTRATIONOFCIRCULARPRECASTCONCRETEMANHOLECOVER
2IS 12592:2002
Table 1Dimensions ofFrame
(Clause5.2)
All dimensions in millimetrea.
Grade Description Clear Opening B c D E F
Designation in Frame Min Min
(1) (2) (3) (4) (5) (6) (7) (8)
LD-2.5 Light Duty 450 x 450 50 50 50 50 566
Rectangular
LD-2.5 Light Duty 450 x 450 50 50 50 50 566x 566
square 40(3x 4(30 50 50 50 50 516x516
LD-2.5 Light Duty 370 50 50 50 50 486
Circular 560 50 50 50 50 676
500 50 50 50 50 616
450 50 50 50 50 566
MD-10 Medium Duty 450 x 600 70 50 50 50 570x 720
Rectangular
MD-10 Medium Duty 450 70 50 50 50 570
Circular 500 70 50 50 50 620
560 70 50 50 50 680
600 70 50 50 50 720
HD-20 Heavy Duty 900 x 450 90 75 75 75 I080x630
Rectangular
(Scrapper)
HD-20 Heavy Duty 560 x 560 90 75 75 75 740~740
square
HD-20 Heavy Duty 450 90 75 75 75 630
Circular 500 90 75 75 75 680
560 90 75 75 75 740
600 90 75 75 75 780
HD-20 Heavy Duty 350 90 75. 75 75 530
Lamphole
EHD-35 Extra Heavy 900X 560 100” 75 75 75 I 078x738
Duty
Rectangular
EHD-35 Extra Heavy 560x 560 100 75 75 75 738x 738
Duty Square
EHD-35 Extra Heavy 450 100 75 75 75 628
Duty 500 100 75 75 75 678
Circular 560 I00 75 75 75 738
600 100 75 75 75 778
NOTES
I Tolerance on C shall be *5 mm, tolerance on A,B,Dand E shall be~~ mm.
2 For facility of removing the manhole cover suitable upward taper not more than 5° may be provided to the inner periphery
of the frame.
3 If requmcdfortheremovalof themouidssuitabletapernotmorethan 5“ can be given at the lower inner periphery of the
frame (see figure).
31S12592:2002
7.2.1 Useofneedle vibrators forcompacting thewet manholes by mutual agreement between the
concretemixcontainingfibresisnotrecommendedsince manufacturer andthepurchaser.
the holes lefl by the vibrator in the wet mix may not
7.4.4 The manufacture of manhole cover and frame
close after its removal owing to the interlocking of
shall be such as to ensure the compatibility of their
thefibreswiththemix.Compactionbymeansofshutter
seatings.ForclassesHD20andHD35, theseseatings
orform ortablevibrators isrecommended. Incaseof
shall be manufactured in such a way as to ensure
extra heavy duty and heavy duty cover and frame,
stability and quiteness in use. This may be achieved
compaction by means of pressure-cum-vibration
bygrinding thecontact surface, ifneeded.
technique mayalsobeemployed soastoachievedense
and strong concrete. 8 LIFTING HOOKS
7.2.2 Clear cover to reinforcement shall be not less Theminimumdiameterofmildsteelrodusedaslifiing
than15mm deviceshallbe12 mmforlightandmediumdutycovers
and 16mm for heavy and extra heavy duty covers.
7.2.3 After demoulding, cover and frame shall be
Thelifiingdeviceshallbeprotected from corrosionby
protected until theyaresufficientlyhardenedtopermit
hot dip galvanizing or any other suitable means
handling without damage.
approved bythepurchaserorshallbemadeofnaturally
7.3 Curing corrosion resistant metal rods.
{
7.3.1 Thehardenedconcretemanholecoverandframe Theliftingarrangement shallbeasagreedbetween the
shall be placed in acuring water tank. The period of manufacturer andthepurchaser. Typical arrangements
curing shallbeasgiven in IS456. ofIiftingdevicesare shown inFig. 1A@d lB. ~ ‘ ~
i
7.3.2 Steamcuring ofmanhole coverandframesmay .,
9 PHYSI~ALREQUIREMENTS
be adopted instead of met~od specified in 7.3.1, !
!’
followed by normal curing for 7 days provided the 9.1 General
!
requirements ofpressureornon-pressure steam curing
All the&~ aridfkames&iIi.~ s&&w free!%@ ; . ‘:: \
., arefitltlled andthemanholecoverandframesmeetthe
cracks and’o@ei:def&#@iels ji~te@&s. with tfip -.
requirements specified inthis sta~dard.
proper placing of t~: unif of impair’the stqmgt~dr
7.4 Edge Protection and Finishing performtuwe of the units. ?&Or chippings resulting :. 1
from the customary method of handling and
7.4.1 Frame I
transportation shall not. be cloemed ground foz j
TT ohe prto ep vea nn td thi ens ti od pe os uu tr efa rc ee dgo ef ’f fr ra om me ps os sh sa ibl~ lebe das mm ao go eth s,. rqjection. ,, .’ .. ”., ,.”, <.’. ,,. .-. ,.” ‘,,’ ...-. .
itshallbeprotected by25mm x3mmmildsteelM as 9.21Mletisi0ns “, , “ “. ‘:,,... . +,. :
partoftheframe.Sufficientnumberofsteel connectors
The dimensiotis of +9 covk $@~fr&+ ~~i.,+ w ~
shallbeweldedtotheinnersurfaceofthemildsteelflat specifiedin?3‘;theov@tll &f&&@& bffh’ei@&i?ij@; ~~~?: . 1 I
so as to connect itwith the frame reinforcement and
bemeasured inaccordance wi&Annex”B; . i : ~~,” , ~
theseshallbeembedded intheconcreteduringcasting.
Exposedsurfaceofmildsteelflatshallbegivensuitable 93 Load Test 1
4
treatment with anticorrosive paint orcoating.
The breaking Ioad of inditiual’units whim‘ts@d .in
7.4.2 Cover accordancewiththemethoddescribediriAnnexC’shail.
benotlessthanthevaluess~cified inTable 2.Also, ~ ‘‘ ,
To prevent any possible damage from corrosion of
the permanent set shall not exceed th&requirement
reinforcing steel, the underside of the covers shallbe
giveninAnnexC.
treatedwithanticorrosive paint.The topsurfaceofthe
Table 2Test Load and Diameter ofBlock
covers shall begiven achequered finish.
(Ckzuses 9.3,12.3 andC-1.1) .,
In order to protect the edges of the covers from
Grade of TYW Load Diameter of
possibledamageatthetimeofliftingandhandling,itis Cover Biock
necessary that themanhole coversshallbecastwitha kN mm
protectivemildsteelsheetof minimum2mmthickness (1) (2) (3) (4)
LD-2.5 Rectangular, 25 300
around theperiphery of thecovers. Exposed surface
square or circuiar
of mildsteelsheet shall be given suitable treatment MD-i O Rectangular or i00 300
withanti-corrosive paint orcoating. circuiar
HD-20 Rectangular,square 200 300
7.4.3 Suitable arrangements maybemade for fixing or circuiar
the manhole cover and frame in position on the EHD-35 Rectangular,square 350 300
or circuiar
4—
~. ,
* &
4
IS 12592:2002 ,,,
+
10 TESTS 11.4 Number ofTests ,,8
- .,
Tests shall be conducted on samples of covers and 11.4.1 All the covers and frames selected according
frames selected according to the sampling procedure to 11.1.3, shall be checked for dimensions (see 9.2)
given in 11, to ensure conformity with the physical and inspected forvisual defects (see9.1).
requirements laiddown in9. 1
i1.4.2 The number of covers to be subject to load
11 SAMPLING AND INSPECTION testshallbeaccording toco]4ofTable 3. ~,.
$x
11.1 Scale of Sampling 12 CRITERIA FOR CONFORMITY
11.1.1 Lot
12.1 The lot shall be considered as conforming to 4
In any consignment, 500 percast concrete manhole the requirements of the specification conditions
coversandframesorapartthereofthesamedimensions mentioned in12.2and 12.3are satisfied.
andbelongingtothesame batchofmanufacture,shall
12.2 Thenumberofcoversandframeswithdimensions
begrouped together to constitute a lot.
outside the tolerance limit and/or with visual defects I
1I.1.2 Forascertainingtheconformityofthematerials among those inspected shall be less than or equal to
in the lot to the requirements of this specification, thecorresponding acceptance number given inCOI3
samples shalIbetested fromeachlotseparately. ofTable3.
11.1.3 Thenumberofcoversandframestobeselected 12.3 Forloadtestnovalue shallbelessthantheload
fromthelotshalldependonthesizeofthelotandshall specifiedinTable2.
beaccording toTable 3.
13 MANUFA*R’S C%RTIFICAT13
Table 3Scale ofSampling and Permissible
Themanufacturershallaatisfjrhimselfthatthemanhole “
Number ofDefeetives
coverWdfkameconform tothe requirements of this :
(Clauses 11.1.3,11.4.2 and12.2)
specification,andXrequo$kd, .s@hypp!y acertifitxtte, ,
No. of Covers Dimensional Requirements Number of
or Frames ~Samples for
to this,effect ,t .othept&h&er or Hi&&@-ea@t ..a ..t ’W$~ . .,!,
.
:> .: c
,.~
ill tbe Lot Sample Acceptance Load Test on
14 MA”wN~ ‘
Size Number Cover Only
(1) (2) (3) (4)
up 10100 10 I 2
101 to 200 15 1 3
201 10300 20 2 4
301 to 500 30 3 5’
NOTE — Ifthe number of covers in the lot is 20 or fess, the
number of samples for load test shall be d&i&d by mutual
11.2 Sampling Covers and Framei inMoth
Whenever practicable, samples of covers and frames cover and frame marked at any appropr&e ~
shall be taken when the units are beingmovedas‘in location. -,. ,
,.,.. .-.
the case of loading, unloading, etc. The batch from
14.2 BIS Certification Marking :, ~~ ‘ ~ ‘
wherethesamplesaretobedrawnshallbedividedinto
anumber ofconvenient portions suchthat when one Themanholecovwandflamemayalsobemarkedwith
sample is drawn from each of these portions, the theStandard Mark.
minimum number of units specified under 11.1.3, is
14.2.1 The use of the Standard Mark isgoverned by
provided.
theprovisions oftheBureau ofIndianStandards Act,
11.3 Sampling Covers and Frames from aStack 1986andtheRulesandRegulations madethereunder.
Thenumber ofcovers andframesrequired forthetest Thedetailsofconditions underwhich alicenceforthe
shall be taken at random from across the top of the useofStandardMarkmaybe grantedtomanufacturers
stacks, the sides accessible and fromthe interior of orproducersmaybe obtainedfromtheBureauofIndian
thestacks by opening trenches from thetop. Standards.
5,.
‘
-. 4<
IS 12592:2002
ANNEX A
(Clause 2)
LIST OF REFERRED INDIAN STANDARDS
ISNo. Title ISNO. Title
269:1989 Specification for ordinary Portland 1786.1985
Specification for high strength
cement, 33grade(fiourthrevision)
deformed steel bars and wires for
383:1970 Specification for coarse and fine concrete reinforcement (t/zirdrevision)
aggregates from natural sources for 2~2:1992
Specification for steel for general
concrete (second revision)
structural purposes ~owfh revision)
432 Specificationformildsteel andmedium 6909:1990
Specification for supersulphated
tensile steelbars and hard-drawn steel
cement (firstrevision)
wireforconcretereinforcement:
8041:1990 Specification for rapid hardening
(Part 1): 1982Mildsteelandmediumtensilesteelbar Portland cement (second revision)
(third revision)
8043:1991 Specification forhydrophobic Portland
(Part 2): 1982Hard-drawn steelwire(thirdrevision) cement (second revision)
455:1989 Specification forPortland slagcement 8112:1989 Specification for 43 grade ordinary
(fiwrth revision) Portland cement @-strevision)
456:2000 Codeofpracticefoxplainandreinforced 9103:1~ Specification for admixtures (jbst
concrete ~ourth revision) revision)
1489 Specification for Portland-pozzolana ‘22$9: 1987 Specification for 53 grade ordinary
cement: Portland cement
(Part l):1991 Flyash based (third revision) 12330:1988 Specification for sulphate resistance
Portland cement
(Part2): 1991 Calcined clay based (third revision)
ANNEX B
(CYause 9.2)
MEASUREMENT OF DIMENSIONS
B-1 PROCEDURE rectangular manhole covers across the top and
bottom-bearing at midlength and thickness onboth
B-1.1 Individually measurements of the dimensions
facesatmidlength.
ofeach unitshallbemadewithasteelscalegraduated
in1mmdivisionsandshallbereadtothenearestdivision B-2 REPORT
of scale and the average recorded.
The report shall show the average length, width, or
B-1.2 Length and diameter shallbe measured on the d.
lameter andthickness ofeach specimen.
longitudinal centrelineofeachface,widthofsquareor
ANNEX C
..
(clause 9.3)
METHOD FOR LOAD TEST
C-1 PROCEDURE without shockthrough themedium ofabearingblock
facedwithhard rubb~rorother resilient mater~l. The
C-1. 1 A suitable testing arrangement is shown in
bearing block shallbeofthe sizespecified inTable 2
Fig.2.The cover shallbesupported inaframewhich
andshallbear centrally onthecover. The block shall
may be standard frame or a specially made testing
besufficientlyrigidtoensurethattheloadonthecover
appliance simulating normal conditions of use. The
isuniformly distributed overthefullareaoftheblock.
specified load as given in Table 2 shall be applied
6IS 12592:2002
\
ky
I 1
JACK
OIL (NLET PIPE
BLOCK \ ...
-.. .
FAC[NG> ~
;O:Ny:TEE
\
SUPPORT
FOR TESTIN G COVER
COVER —
I 1~
I
(-’” J k(
FIG. 2 ARRANGEMENTFORLOADTEST OFMANHOLE COVER
C-1.2 Allcovers shallbesubmitted tothe following The permanent set shall then be determined on the
tests: difference of the measured readings before the first
a) Measurement of thepermanent setofthecover and the fifth loading. The permanent set shall not
after theapplication of2/3ofthetest load. exceed 1/100times the diameter of the largest circle
b)Application of test load. that can be inscribed inthe clear area of the frame as
shownin Fig.3.
C-1.2.1 Measurement ofPermanent Setof the Cover
Afier theApplication of2/3 ofthe TestLoad. C-1.2.2 Application of the TestLoad
Before the load isapplied take an initial reading at Immediately after the test according to C-1.2.1, the
the geometric centre of the cover. test load shall be applied at the samerategiven in {
C-1.2.1,thetestloadshallbeapplieduntilitisachieved.
The load shall beappliedattherateofapproximately
Thetestloadtobemaintained for30t 2s. Covershall
().6~().4N/mm/s Up to2/3 ofthetestload. Theloadon not show cracks inthe course of the test.
thetestspecimen isthenreleased.Thisprocedure shall
be carried out five times. Then take reading at the
geometric centre.
!-co-l lo-----co+
,#*.
.-a .:. ?.. #.., ..#. :,b .,.
/ ..Q ,..L..6...:..-.-.....8..,...,:-:......}..0 ~..}-.....:..~.,. .P;
/4/
oPENING +%%
co= DIA OF FN’S.7RIBED C!RCLE
FIG. 3 ILLUSTRATIONOFLARGESTINSCRIBEDCIRCLEINCLEARAREA
7
I* &
IS 12592:2002
ANNEX D
(Foreword
. ., COMMITTEE COMPOSITION
Cement Matrix ProductsSectional Committee, CED53
Organization
Gammon India Ltd, hlumbai SHRJS.A. REOOI(C/rairman)
All India Small Scale AC Pressure Pipe Manufacturers’ SHRIN. KISHANREOOY
Association, Secunderabad SHRIP.S.KALANI (Alternate)
B.C. Shirke Construction Technology Ltd, Pune SHRIG.R.BHARJTKAR
COLD. V. PAOSALGIKAR(RETD)(Alternare)
Central Building Research Institute, Roorkee DRB. K. RAO
DRS. K. AGARWAL(Alternate)
Central Public Works Department, New Delhi SHRIP.SUBRAMANIAN
SHRIK. P. ABRAHAM(Alternate)
Directorate General of Supplies & Disposals, New Delhi SHRIS.M. MUNJAL
SHRIR. K. AGARWAL(Al[ernate)
Engineer-in-Chie~s Branch, Army Headquarters, New Delhi COL(DR) SHRIPAL
SHRIY. K. SINGHAL(Alternate)
Etcrnit Everest Ltd, New Delhi SHRIK.SRIVASTAVA
Federation of UP Pipe Manufacturers, Lucknow SHIUS.P.RASTffiI
Fly Ash Mission, Department of Science and Technology, SHFOVIMALKUMAR
New Delhi SHRJMUKESHMATHUR(Aherrrate)
Hindustan Prefab Ltd, New Delhi SHRIA. K.CHADHA
SHRIJ.R. SIL(Ahernare)
Housing and Urban Development Corporation, New Delhi SHFUV.SUIWSH
SHRIS. K. TANEJA(Alternate)
Hyderabad Industries Ltd, Hyderabad DkR.C. SHISHU
DRK. V. RAO(Alternate)
Municipal Corporation of Delhi, Delhi SHRJO. PAGARWAL
SHRIJ.L. DHINGRA(Ahernare)
Municipal Corporation of Greater Mumbai, Mumbai CHIEFENGINEER(CEMENTCONCRETEROAO) . ---
DY CHIEFENGINEER(PURCHASE)(A1/er~ate)
National Council for Cement and Building Materials, DRC. RAJKUMAR
Ballabgarh SHRIH. K. JULKA(Alternate)
National Test House, Kolkata SHRID.K.KANUNGO
SHRJT. CHOUDHURY(Mternafe)
Research, Designs and Standards Organization JOINTDIRSCTDRSTANDARD(SB&S)
(Ministry of Railways), Lucknow ASSITANTDESIGNENGINEER(Alfernate)
Rural Electrification Corporation Ltd, New Delhi SHRIS.K.SETHI
SHRIF.C. BHAGIE(Alfernafe)
Structural Engineering Research Centre (CSIR), Chennai SHtuN. P.RAJAMANE
DRM. NEELAMEGAM(Alterna/e)
Small Scale Industries Services Institute, Ministry of SHRJC.H.SUBRAMANIAN
Commerce and Industry, New Delhi SHRJA. DUTTA(Alternate)
Spun Pipes Manufacturer’s Association of SHUC.Y.GAVHANE
Maharashtra, Pune SHRID. N. JOSHI(Alternate)
Tamil Nadu Water Supply and Drainage Board, Chennai SHRIS.HAJURAMASAMY
The Associated Cement Companies Ltd, Thane SHRJB.V. B.PAI
SHRJM. S.DkNDWATE(Ahernare)
The Indian Hume Pipe Co Ltd, Mumbai SHRJP.D. KELKAR
SHRJP. R. C. NAJR(A1/ernafe)
In personal capacity (F-12, Naraina Vihar,
New Delhi 110028) SHRIY.R.TANEJA
BIS Directorate General SHRIS. K. JAIN,Director & Head (Civ Engg)
[Representing Director General (Ex-oficio Member)]
Member-Secretary
SHRJSANJAYPANT
Deputy Director (Civ Engg), BIS
(Continued on page 9)
8IS 12592:2002
(Conliouefi from page 8)
PrecastConcreteProductsSubcommittee,CED53:3
Orgurrizafion Representive(s)
Hinduslan Prefab Limited, New Delhi SHRJSUnDHOOANROY(COnVener)
SHRIM. KUNDU(Alternate I)
Shri H.C.Gupta (Alternafe 11)
B. G. Shirke Construction Technology Ltd, SHRtB.G.SHIRKE
Pune DRD. D. BHINDE(Alternate)
Central Building Research Institute, Roorkee SHRJB.N. HRA
SHRIS.S.JAIN(.4ternafe)
Central Electricity Authority, New Delhi DIRECTOR(RE)
DYDIRECTOR(RE) (Alternate)
Central Public Works Department, Chandigarh SUPERINTENDINEGNGINEEIr(Pig& Admn)
EXECUTIVEENGINEER(Pig) (Alternate)
Central Soil and Materials Research Station, New Delhi SHRIS.B.SURJ
SHRIP. L. KASHYAP(Alternate)
Central Water Comn]ission, New Delhi SHRIG.SETHURAMAN
Delhi Development Authority, New Delhi REF7WFiWATJVE
Delhi Vidyut Board, New Delhi SHIUR.SAMPATKUMARAM
SHIURAMESHCHANDER(Ahernare)
Engineer-in-Chief’s Branch, Army Headquarters, SHRtYASHWANKTUMAR
New Delhi SHRIK. G. DUA(Alternafe)
Fly Ash Mission, Department of Science & Technology, SHRIVIMALKUMAR
New Delhi SHRIMUKESHMATHUK(Afternate)
Indian Post & Telegraph Department, Jabalpur SHJUJ. L.BANOYOPADHYAY
SHRJV.V.SURYARAO(Alternate)
Larsen & Toubro Ltd, ECC Group, Chennai SHRJK.V.NAIR
SHRIK.JAYARAMA(NAlfernate)
Maharashtra State Electricity Board, Mumbai SHRIC.B.RANWAL
Municipal Corporation of Delhi, New Delhi SHSJH.D.SHEEKJU
Municipal Corporation of Greater Mumbai, Mumbai CHIEFENGINEE(RCEMENTCONCRETEROADS)
DEPUTYCHIEFENGINEER(PURCHASE)(Alternate)
National Council for Cement and Building Materials, DRC.RAJKUMAR
Ba[[abgarh DRS .C. MAITI(A!ternate)
Punjab State Electricity Board, Patiala SHRIR.S.BHATJA
SHRIS.K. SHARMA(Alternate)
Research, Designs and Standards Organization DYDIRECTORSTANOARDS(B&F)
(Ministry of Railways), Lucknow ADE STANOARD(SB&F) CB II (Alternate)
Rural Electrification Corporation, New Delhi SHR[G. L.DUA
SHRIP.D.GAIKWAO(Alternate)
Siporcx India Ltd, Pune SHRIG.R.BHARTIXAR
COLD. V. PAOSALGKAR(RETD)(Alternate)
Structural Engineering Research Centre, Chennai SHRIH.G.SRE~NATH
SHRIK. MANI(Alternafe)
TamiI Nadu Housing Board, Chennai SUPERINTENDINEGNGINEER(P&S)
PROJECTOFFICER(Alternate)
Tamil Nadu Slate Electricity Board, Chennai SHRIS.THEAGARAJAN
SHRILAXMINARSIMH(AAfternate)
The Associated Cement Companies Ltd, Thane SHRiB.V.B.PAI
SHRJG. R. KASKAR(Ahernate)
TIN Indian Hume Pipe Co Ltd, Mumbai SHRIP.D.KELKAR
SHRIP. R. C. NAIR(A//ernate)
Ii]personal Capacity (F’- 12 Naruina Vihar, SHRtY. R.TANEJA
Nw Delhi 110028)Bureau of Indian Standards
B1S 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
B]S has the copyright of all its publications. No part of these publications may be reproduced in any form
without the prior permission in writing of BIS. This does not preclude the free use, in the course of
implementing the standard, of necessary details, such as symbols and sizes, type or grade designations.
Enquiries relating to copyright be addressed to the Director (Publications), BIS.
Review of Indian Standards
Amendments are issued to standards asthe need arises on the basis of comments. Standards are also reviewed
periodically; a standard along with amendments isreaffirmed when such review indicates that no changes are
needed; if the review indicates that changes are needed, it istaken up for revision. Users of Indian Standards
should ascertain that they are inpossession ofthe latestamendments oredition byreferring tothe latest issue of
‘BIS Catalogue’ and ‘Standards: Monthly Additions’.
This Indian Standard has been developed from Doc :No. CED 53(5051 ).
Amendments Issued Since Publication
Amend No. Dateof Issue TextAffected
BUREAU OFINDIAN STANDARDS
Headquarters :
Manak Bhavan, 9 Bahadur Shah Zafar Marg, New Delhi 110002 Telegrams : Manaksanstha
Telephones :3230131,3233375,323 9402 (Common to alloffices)
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PrilltcdatPrabha(offset Press,New Ddhi-2
|
13311_2.pdf
|
Indian Standard
NON-DESTRUCTWETESTINGOF
CONCRETE-METHODSOFTEST
PART 2 REBOUND HAMMER
( First Reprint JUNE 1995)
tJDC 666.972 : 620*179*1
Q BIS 1992
BUREAU OF INDIAN STANDARDS
MqNAK BHAVAN, 9 BAHADUR SHAH ZAFAR MARG
NEW DELHI 110002
April 1992
Price Groop 3Cement and Concrete Sectional Committee, CED 2
FOREWORD
This Indian Standard was adopted by the Rureau of Indian Standards, after the draft finalized by the
Cement and Coacrete Sectional Committee bad b’een approved bg&+fivil Engineering Division
Council.
There are occasions when the various perfortiance characteristics of concrete in a structure are
required to be assessed. In most of the cases, an estimate of strength of concrete in the structure is
needed, although parameters like overall quality, uniformity, etc, also become important in others.
The various methods that can be adopted for in-situ assessnhent of strength properties of concrete
depend upon the particular aspect of strength in question. For example, if the load-carrying capacity
of structural ensemble is to be assessed, carrying out a full-scale load test 8s per IS 456 : 1978 ‘Code of
practice for plain and reinforced concrete ( third revision )’ or IS 1343’: 1980 ‘Code of practice for
prestressed concrete (first revision )’ is the most direct way; on the other hand when the actual com-
pressive strength of a concrete in the structure is to be measured, core testing as per IS 516 : 1959
&Method of test for strength of concrete’ is more reliable. However, both these methods are relatively
cumbersome and the latter method may leave the structure damaged locally in some cases, Use is,
therefore, made of suitable non-destructive tests, which not only provide an estimate of the relative
strength and overall quality of concrete in the structures, but also help in deciding whether more
rigorous tests like load testing or core drilling at selected locations are required.
There a’re various such non-destructive testing methods which can be broadly classified as those which
measure the overall quality of concrete, for example dynamic or vibration methods like resonance
frequency and ultrasonic pulse velocity tests; and those which involve measurement of parameters like
surface hardness, rebound, penetration, pull-out strength, etc, and are believed to be indirectly related
to the compressive strength of concrete. In addition, radiographic, radiometric, nuclear, magnetic
and electrical methods are also available. Since such non-destructive tests are at best indirect methods
of monitoring the particular characteristic of concrete and the measurements are influenced by
materials, mix and environmental factors, proper interpretation of the results calls for ce1 tain degree
of expertise. It is more so, when the data on the materials and mix proportions used in the construc-
tion are not available as is often the case.
In view of the limitations of the method for predicting the strength of concrete in the structure, it is
preferable that both ultrasonic pulse velocity given in Part 1 of the standard and rebound hammer
method are used in combination to alleviate the errors arising out of influence of material, mix and
environmental parameters on the respective measurements. Relationships between pulse velocity,
rebound number and compressive strength of concrete are obtained by multiple regression of the
measured values on laboratory test specimens. However, this approach has the limitation that the
correlations are valid only for the materials and mix proportions used in the trials. The intrinsic
difference between the laboratory test specimens and in-situ concrete, for example surface texture,
moisture condition, presence of reinforcement, etc, also affect the accuracy of results. The correlation
is valid only within the range of values of pulse velocity, rebound number and compressive strength
employed and any extrapolation beyond these is open to question. The rebound hammer test is not
intended as a substitute for standard compression test, but as a method for determining the uniformity
of concrete in the structure and comparing one concrete with another.
Because of the above limitations, the combined use of these two methods is made in another way. In
this, if the quality of concrete is assessed to be ‘excellent or good’ by pulse velocity method, only then
the compressive strength is assessed from the rebound hammer indices, and this is taken as indicative
of strength of concrete in the entire cross-section of the concrete member. When the quality assessed
is ‘medium’, the estimation of compressive strength by rebound indices is extended to the entire mass
only on the basis of other colateral measurements, for example, strength of site concrete cubes, cement
content in the concrete or core testing. When the quality of concrete is doubtful, no assessment of
concrete strength is made from rebound indices.
In most of the situations, the records ?f the original materials or mix proportions used in the strut_ /
ture are not available. Therefore, cqnslderable improvisation has to be done in evolving the testing
scheme and use is made of comparafive measurements made on adjoining portions of the structures
or even other structures in the vicmlty of the one in question. In doing so, an approach is taken t at
the same materials and similar mix proportions and level of workmanship were employed for the th w,
( Contitzued on’\th ird cover )Is 13311(P art 2 ) : 1992
Indian Standard
NON-DESTRUCTIVE TESTING OF
CONCRETE-METHODSOFTEST
PART 2 REBOUND HAMMER
1 SCOPE rebound is read off along a graduated scale and
is designated as the rebound number or rebound
This standard covers the object, principle,
index.
apparatus and procedure of rebound hammer
test method. In addition, influence of test 4 APPARATUS
conditions and some general guidance on the
4.1 The Rebound Hammer
interpretation of test results are also given.
It consists of a spring controlled mass that
NOTE - In view of the limitations of each method
of non-destructive testing of concrete, it is essential slides on a plunger within a tubular housing.
that the results of tests obtained by one method The impact energy required for rebound
.should be complimented by other tests and each hammers for different applications is given in
method should be adopted very carefully. Table 1.
2 REFERENCES
Table 1 Impact Energy for Rebound Hammers
The following Indi‘an standards are necessary
for Different Applications
adjuncts to this standard.
( Clause 4.1 )
IS No. Title
516 : 1959 Method of test for strength of Sl No. Application Approximate Impact
concrete Energy Required
for th Reiound
8900 : 1978 Criteria for rejection of outlying Hammers ( Nm 1
observations i) For testing normal weight 2’25
concrete
3 OBJECT AND PRINCIPLE OF TAXST
ii) For light-weight concrete or 0’75
small and impact sensitive
3.1 Object
parts of concrete
The rebound hammer method could be used for: iii) For testing mass concrete, 30’00
for example in roads, air-
fields pavements and hydrau-
i) assessing the likely compressive strength
lic structures
of concrete with the help of suitable co-
relations between rebound index and 5 CMJXKING OF APPARATUS
compressive strength,
5.1 It is necessary that the rebound hammer is
ii) assessing the uniformity of concrete, checked against the testing anvil before com-
iii) assessing the quality of the concrete in mencement of a test to ensure reliable results.
relation to standard requirements, and The testing anvil should be of steel having
Brine11 hardness of about 5 000 N/mms. The
iv) assessing the quality of one element of
supplier/manufacturer of the rebound hammer
concrete in relation to another.
should indicate the range of readings on the
NOTE - The rebound hammer method can be used anvil suitable for diRerent types of rebound
with greater confidence for differentiating between hammers.
the questionable and acceptable parts of a structure
or for relative comparison between two different 5.2 ‘Procedure of Obtaioing Correlation Betaeeu
structures.
Compressive Strength of Concrete and Rebound
3.2 Principle of Test Number
When the plunger of rebound hammer is pressed The most satisfactory way of establishing a
against the surface of the concrete, the spring- correlation between compressive strength of
controlled mass rebounds and the extent of concrete and its rebound number is to measure
such rebound depends upon the surface hard- both the properties simultaneously on concrete
ness of concrete. The surface hardness and cubes. The concrete cube specimens are held
therefore the rebound is taken to be related to in a compression testing machine under a fixed
the compressive strength of the concrete. The load, measurements of rebound number taken
1IS 13311( Part 2 ) : 1992
and then the compressive strength determined surfaces ‘are thoroughly cleaned before taking
as per IS 516 : 1959. The fixed load required is any measurement. Around each point of observa-
of the order of 7 N/mm8 when the impact tion, six readings of rebound indices are taken
energy of the hammer is about 2.2 Nm. The 2nd average of these readings after de!eting
load should be increased for calibrating rebound outliers as per IS 8900 : 1978 becomes the
hammers of greater impact energy and decreas- rebound index for the point of observation.
ed for calibrating rebound hammers of lesser
7 INFLUENCE OF TEST CONDITIONS
impact energy. The test specimens should be as
large a mass as possible in order to minimise 7.1 The rebound numbers are influenced by a
the size effect on the test result of a full scale number of factors like types of cement and
structure. 150 mm cube specimens are preferred aggregate, surface condition and moisture con-
for calibrating rebound hammers of lower tent, age of concrete and extent of carbonation
impact energy ( 2.2 Nm ), whereas for rebound of concrete.
hammers of higher impact energy, for example
30 Nm, the test cubes should not be smaller 7.1.1 Influence of Type of Cement
than 300 mm.
Concretes made with high alumina cement can
If the specimens are wet cured, they should be give strengths 100 percent higher than that with
removed from wet storage and kept in the ordinary Portland cement. Concretes made with
laboratory atmosphere for about 24 hours supersulphated cement can give 50 percent
before testing. To obtain a correlation between lower strength than that with ordinary Portland
rebound numbers and strength of wet cured and cement.
wet tested cubes, it is necessary to establish a
7.1.2 Influence of Type of Aggregate
correlation between the strength of wet tested
cubes and the strength of dry tested cubes on Different types of aggregate used in concrete
which rebound readings are taken. A direct give different correlations between compressive
correlation between rebound numbers on wet strength and rebound numbers. Normal aggre-
cubes’ and the strength of wet cubes is not gates such as gravels and crushed rock aggre-
recommended. Only the vertical faces of the gates give similar correlations, but concrete
cube as cast should be tested. At least nine read- made with lightweight aggregates require
ings should be taken on each of the two vertical special calibration.
faces accessible in the compression testing
machine when using the rebound hammers. The 7.1.3 Influence of Surface Condition and Moisture
points of impact on the specimen must not be Content of Concrete
nearer an edge than 20 mm and should be not
The rebound hammer method is suitable only
less than 20 mm from each other. The same
for close texture concrete. Open texture con-
points must not be impacted more than once.
crete typical of masonry blocks, honeycombed
concrete or no-fines concrete are unsuitable
6 PROCEDURE
for this test. All correlaticns assume full com-
6.1 For testing, smooth, clean and dry surface pactjon, as the strength of partially compacted
is to be selected. If loosely adhering scale is concrete bears no unique relationship to the
present, this should be rubbed of with a grind- rebound numbers. Trowelled and floated sur-
ing wheel or stone. Rough surfaces resulting faces are harder than moulded surfaces, and
from incomplete compaction, loss of grout, tend to overestimate the strength of concrete.
spalled or tooled surfaces do not give reliable
A wet surface will give rise to underestimation
results and should be avoided.
of the strength of concrete calibrated under
6.2 The point of impact should be at least dry conditions. In structural concrete, this can
20 mm away from any edge or shape disconti- be about 20 percent lower than in an equivalent
nuity. dry concrete.
6.3 For taking a measurement, the rebound 7.1.4 Injuence of Curing and Age of Concrete
hammer should be held at right angles to the
The relationship between hardness and strength
surface of the concrete member. The test can
varies as a function of time. Variations in
-thus be conducted horizontally on vertical
initial rate of hardening, subsequent curing
surfaces or vertically upwards or downwards on
and conditions of exposure also influence the
horizontal surfaces. If the situation demands,
Lelationship. Separate calibration curves are
the rebound hammer can be held at intermediate
required for different curing regimes but the
angles also, but in each case, the rebound
effect of age can generally be ignored for
number will be different for the same concrete.
concrete between 3 days and 3 months old.
6.4 Rebound hammer test is conducted around 7.1.5 Influence of Carbonation of Concrete Surface
all the points of observation on all accessible
faces of the structural element. Concrete The influence of carbonation of concreteIS 1331.1( Part 2 ) : I992
surface on the rebound number is very It is also pointed out that rebound indices are
significant. Carbonated concrete gives an over- indicative of compressive strength of concrete
estimate of strength which in extreme cases can to a limited depth from the surface. If the con-
be up to 50 percent. It is possible to establish crete in a particular member has internal micro-
correction factors by removing the carbonated cracking, flaws or heterogeneity across the
layer and testing the concrete with the rebound cross-section, rebound hammer indices will not
hammer on the uncarbonated concrete. indicate the same.
$ INTERPRETATION OF RESULTS
As such, the estimation of strength of concrete
8.1 The rebound hammer method provides a by rebound hammer method cannot be held to
convenient and rapid indication of the com- be very accurate and probable accuracy of
pressive strength of concrete by means of prediction of concrete strength in a structure
establishing a suitable correlation between the is & 25 percent. If the relationship between
rebound index and the compressive strength of rebound index and compressive strength can be
concrete. The procedure of obtaining such checked by tests on core samples obtained from
correlation is given in 5.2. In general, the the structure or standard specimens made with
rebound number increases as the strength the same concrete materials and mix proportion,
increases but it is also affected by a number of then the accuracy of results and confidence
parameters as mentioned in 7.1. thereon are greatly increased.
3l!s 13311( Part 2 ) : 1992
ANNEX A
Cement and Concrete Sectional Committee, CED 2
ChahRun IPIpIIsrnling
Da H. C. VISVB~VABAYA In personal capacity ( Univardy of Roorkw, Roorkee 247 667 )
Members
SEEI B. R. BHABTIKA~ B. G. Shirke & Co, Pune
SHBI U. N. RATH ( Alternate )
SHEI H. BFIATTACEABYA Orissa Cement Limited, New Delhi
DB A. K. CEATTEXJEE The Associated Cement Companies Ltd, Bombay
SEBI S. H. SUBBAXANIAX ( Alternate)
CHIEF EN~INEBX ( DESIGNS ) Central Public Works Departmeot, New Delhi
SUPEBINTENDIN~E NQINEEB
( S&S ) ( AlturMts )
CEIEB ENGINEER, NAVAC+ABXD AM Sardar Sarovar Narmada Nigam Ltd, Gandhioagar
SIJPERINT~DINQ ENOINICEB,Q CC ( Alternate )
CHIEF ENQXNEEX( RESEABOH-CUM-DIREOTOI~) Irrigation and Power Research Institute, Amritsar
RESEARCH O&ICEB ( CONCRETE-
TECHNOLOQY ) ( Altcrnatc )
DIRECYOR A. P. Engineering Research Laboratories, Hyderabad
JOINT DIRECTOR ( AItcrnatc )
DIRECTOR ( CMDD ) ( N & W ) Central Water Commission, New Delhi
DEPIXCY DIRECTOR (CMDD) (N W & S )
( Alternate )
SHRI K. H. GANQWAL Hyderabad Industries Limited, Hyderabad
SRRI V. PATTABHI ( Altcrnatc )
SHRI V. K. GIIANEKAR Structural Engineering Research Ceotre ( CSIR ), Ghaziabad
SERI S. GOP~NATIX The India Cements Ltd, Madras
SHBI’R. I’AMILAKABAN (Altarnate )
SHBI S. Ii. GUEA TEAKUBTA Gannon Dunkerley & Company Limited, Bombay
SHRI J. P. SANKARANARAYANAN
( Alternate )
DB IBSHAD MASOOD Central Building Research Jostitute ( CSIR ), Roorkee
DIL MD KHALID ( Alternute )
JOINT DIRECTOR, STANDARDS ( B & S) ( CB-I ) Rese;;c,oy;igos & Standards Organization ( Ministry of Railways ).
JOINT DIRECTOR STANDARDS ( B & S )
( CB-II ) ( Altsrnatr )
SHBI N. G. JOSHI Indian Hume Pipes Co Ltd, Bombay
SHBI P. D. KELKAB ( Alternuts )
SEBI D. K. KANUNQO National Test House, Calcutta
SHRI B. R. MEENA ( Alfsrnate)
SHBI P. KHISHNAYURTHY Larsen and Tourbo Limited, Bombay
SHRI S. CHAKBAVARTHY ( Altcrnate )
SHRI A. K. LAL National Buildings Organization, New Delhi
SHEI T. R. BHATIA ( Alfernnfs)
SHBI G. K. MAJUMDAR Hospital Services Consultancy Corporation ( India ) Ltd, New Delhi
SHRI S. 0. RANQARI ( Alternuts 1
SHBI M. K. MUKHEBJEE Ministry of Transport, Department of Surface Transport ( Roadr-
Wing ), New Delhi
SHRI M. K. GHOSH ( Alternate )
SHRI P. N. MEHTA Geological Survey of India, Calcutta
SHRI J. S. SAN~ANERIA ( Al&ate )
MEXBER SECRETARY Central Board of Irrigation and Power, New Delhi
DII~ECTOR ( CIVIL ) ( Alternate )
SBRI NIRVAL SINQH Development Commissioner for Cement Industry ( Ministry of
Industry )
SHRI S. S. MI~LANI ( Alternate )
SHRI R. C. PARATE Engineer-in-Chief’s Branch, Army Headquarters
COL R. K. SINQH ( Alterwtr)
SHRI H. S. PASRICHA Hindustao Prefab Ltd, New Delhi
SHRI Y. R. P~OLL Central Road Research Institute ( CSIR ), New Delhi
SHBI S. S. SEEHBA ( Alternate )
SHRI Y. R. PHULL Indian Roads Congress, New Delhi
SHRI R. H. SHARMA ( Alternuts )
DR C. RAJKUXAB National Council for Cement and Building Materials, New Delhi
DR S. C. AHLUWALIA ( Alternate )
Sam G. RAMDAS Directorate General of Supplies and Disposals, New Delhi
SERI R. C. SHABMA ( Alternate )
DR M. RAXAIAH Structural Engineering Research Centre ( CSIR ), Madras
DR A. G. MADHAVA RAO ( Alternats )
REPRESENTATIVE Builders Association of Iodia, Bombay
SHXI A. U. RIJH~INGIHANI Cement Corporation of India, New Delhi
SHRI C. S. SHAR~A ( Alternate )
( Continued on page 5 f
4lS 13311( Part 2 ) : 1992
( Continued from fuags 4 )
Msmbsrs Rcpr6srnfing
SARI T. N. SUBBA RAN Gammon India Limited, Bombay
SHEI S. A. REDDI ( Alfanafr )
SUPT ENQINE~~ ( D~ls~o~s ) Public Works Department, Government of Tamilnadu
EXECUTIVEE NGINEER( S. M. R. DIVISION )
( Altarnot6)
SHRI S. B. SURI Central Soil and Materials Research Station, New Delhi
SHRI N. CHANDEAS~K~AN ( Allrrnotr )
DR H. C. VISVESVAXAYA The Institution of Engineers ( India ), Calcutta
SHRI D. C. CHATTURVEDI ( Allrrnota )
SHRI G. RAXAN Director General, BIS ( Ex-ojicio Mcmbsr )
Director ( Civil Engg )
Sccrcfary
SHBI N. C. BANDYOPADHYAY
Joint Director ( Civil Engg ), BIS
Concrete Subcommittee, CED 2 : 2
ConzJancr
DB A. K. MULLJCK National Council for Cement and Building Materials, New Delhi
M6mbcrs
SHEI C. R. ALIXCHANDANI Stup Consultants Limited, Bombay
SHRI S. RAN~ARAJAN (Ak6rnak )
DE P. C. CHOWDHUBY Torsteel Research Foundation in India, Calcutta
DR C. S. VISWANATEA (&atnote )
DEPUTY DIRECTOR( EH ) National Building Organization, New Delhi
ASSISTANT DIREOTOB( EH ) ( A~fcrnafc )
DIEEOTOR (C & MDD ) Central Water Commission, New Delhi
DEPUTY DIRECTOR( .=&fnata )
DIRECYOR A. P. Engiaeering Research Laboratories, Hyderabad
JOINT DIRECTOR( A~tsrtkIfs )
SHR~ V. K. GHANEKAB Structural Engineering Research Centre ( CSIR ), Ghaziabad
SHRI D. S. PRAKASK RAO ( &6fnafs )
SERI B. S. GUPTA u Central Building Research Institute ( CSIR ), Roorkee
SHRI S. K. GUHA THAKIJBTA Ganuon Dunkarley & Company Limited, Bombay
SHRI S. P. SANKKRNARAYANAN( Alt6rnaf6 )
SHRI G. R, HARIDAS Gammon India Limited, Bombay
SHRI N. PRABHAKAR( A~t6riiafs )
SHRI J. S. HINQORANI Associated Consulting Services, Bombay
SHRI A. P. REMEDIOS( Aftsmut )
SHRI LALIT KUUAR JAIN In Personal Capacity ( 36 Sneh Nagar, Wardha Road, Nagpur-15 )
JOINT DIRECTOR( STANDAEDS) ( B & S )/CB-1 Research Designs and Standards Organization,
JOINT DIRECTOR( STANDARDS) ( B & S )I ( Ministry of Railways ), Lucknow
CB-II ( Aftarnatr )
%RI K. C. KARAMCBANDANI Engineers India Limited, New Delhi
SHRI N. K. GUPTA ( Alf6rnafs )
PROP S. KRISBNAYOORTHY Indian Institute of Technology, New Delhi
SHXI K: K. NAYAR ( &fcrnntc )
SERI V. M. MAD~E The Hindustan Construction Co Ltd, Bombay
SHRI S. B. MALEKAIZ ( df6rnak )
DE S. c. MAI’JX National Council for Cement and Building Materials, New Delhi
MANAC+IN~D IRECTOU Hindustan Prefab Limited, New Delhi
SHBI M. KUNDD ( &6rnal6 )
SHRI N. V. MERANI Public Works Department, Bombay
SH~I M. K. MVKHERJI~~ Ministry of Transport ( Roads Wing ), New Delhi
SHRI N. K. SINEA I hf6fnUf6 1
SHR~B.V.B.PU ’ The Associated Cement Companies Limited, Bombay
SERI A. D. KETK~B ( AllrrmatcJ
SHSI Y. R. PHIL Central Road Research Institute, New Delhi
SHRI S. S. SE~HBA ( &mat6 )
SHEI A. S. PRASADA RAN Structural Engineering tiesearch Centre ( CSIR ), Madras
SEEI K. MINI ( Al&maf# )
SUPEBINTENDINOE N~II~~~B ( D~IPNS ) Central Public Works Department, New Delhi
EXECUTIVEE NCUN~~~B( DB~I~NS )
111 ( Alf6rnofr)
SHBI B. T. UNWALLA ID Personal Capacity ( 15/g, Rustom Baug, Victoria Road, @mby-27 ,
BRIO ( DB ) S. G. VOMBATKABP Enginee&n.Chief’s Branch, Army Headquarters, New Delhi
SEIRI ?I. K. BEATTAOHAILYA ( &mat6 )
5( Continued from second cover )
situations, any significant differencei n the ultrasonic pulse velocity or rebound indices between them
must be due to some inherent differences in the overall quality. If the nominal grades of concrete or
mix proportions are known to be different in either case, suitable allowance is made for the same in
interpretation of results.
The test results on ultrasonic pulse velocity and rebound indices are analysed statistically and plotted
as histograms and the lower fractiles of results are taken for assessing the quality or ‘characteristic’
strength of concrete, in line with the current limit state concepts of design.
The composition of the technical committee responsible for the formulation of this standard is given
at Annex A.
For the purpose of deciding whether a particular requirement of this standard is complied with, the
final value, observed or calculated, expressing the result of a test or analysis, shall be rounded off in
accordance with IS 2 : 1960 ‘Rules for rounding off numerical values ( revised)‘. The number of
significant places retained in the rounded off value should be the same as that of the specified value in
this standard.Bureau of Indian Standards
BIS is a statutory institution established under the &treau of Indian Stundurds 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.
Review of Indian Standards
Amendments are issued to standards as the need arises on the basis of comments. Standards are also
reviewed periodically; a standard along with amendments is reaffirmed when such review indicates that
no changes are needed; if the review indicates that changes are needed, it is taken up for revision. Users
of Indian Standards should ascertain that they are in possession of the latest amendments or edition by
referring to the latest issue of ‘BIS Handbook’ and ‘Standards Monthly Additions’.
This Indian Standard has been developed from Dot : No CED 2 t 3890 )
Amendments Isshed Since Publication
Amend No. Date of Issue Text Affected
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Printed at Printograph, New Delhi-5 (INDIA)
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4332_9.pdf
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IS:4332 (Part IX)-1970
Indian Standard
METHODS OF TEST FOR STABILIZED SOILS
PART IX DETERMINATION OF THE BITUMINOUS
STABILIZER CONTENT OF BITUMEN AND
TAR STABILIZED SOILS
Soil Engineering Sectional Committee, BDC 23
C/t&man
PlW,F s. R. %lEliRA
Manak, Old Adhikari Lodge,
Ranikhet, Uttar Pradesh
Memks Rrpresenting
DR ALAM SI?PQH University ofJodhpur. Jodhpur
Sasr B. B. L. BHATNAWR Land Reclamation, Irrigation B Power Research
Institute, Amritsar
SERI K. N. DADISA In personal capacity ( P-820, %UJ A&ore, C&ttta 53)
SHRX A. G. DASTIDAR Cementation Co Ltd, Bombay
SHRI J. DATT Concrete Association of India, Bombay
SHRI T. M. MENON ( Alfens&)
SHBI R. L. DEWAN Bihar Institute of Hydraulic and Allied Research,
Kbagaul, Patna
Pnop DINESH MOHAN Central Building Research Institute ( CSIR ), Roorkee
S--A RI~ D. . R. NARAEAR~ ( A&mate 1
DIR~CPOR, CENTRAL SOIL ~~ECHA- central Water & Power Commission, New Delhi
NICFJR ESEARCH STATION
DIRECTOR ( DAME II ) ( Alicnrotc)
PROB R. N. DOQRA Indian Institute of Technology, New Delhi
SARI B. N. GUPTA Irrigation Research Institute, Roorkee
Dn JAODISH NARA~N University of Roorkee, Roorkee
SHRI P. C. JAIN National Buildings Organization, New Delhi
SHRI B. S. BEA~I ( A~wM!~)
JO~D~D;RECTOR RESEARCH ( FE ), Railway Board ( Ministry of Railways )
DEPUTY DIRIXCTOR RE-
SEARCH !&XL, MECHANICS,
RDSO ( Al&ma&r)
SHRI S. S. Josar Engineer-in-Chief’s Branch, Army Headquarters
SERI S. VARADARAJA ( Alfematc )
SHRI G. KU~XXELMANN Rodio Foundation Engineering Ltd; und Har.ant &
Co, Bombay
Srxnr A. H. DIVANJI ( Altmotr )
SI~RI 0. P. MA~ROTRA Public Works Department, Government of Punjab
SHRI c. B. PATEL M. N. Dastur & Co ( Private ) Ltd, Calcutta
INDIAN STANDARDS INSTITUTION
MANAK BHAVAN, 9 BAHADUR SHAH ZAFAR MARC
NEW DELHI 1IS:4332(PartI X).1970
(conlinuelff1r) anpugr
Mmbcrs Rspresent~g
REPREBENTATIVE All India Instrumenta Manufacturers & Dealer1
Association, Bombay
REPBICSICNTATIVE Indian National Society of Soil Mechanics & Founda-
tion. Engineering, New Delhi
Public Works Directorate ( Special Roads ), Govern-
ment of West Bengal
REEEA~CE OFFICER Building and Roads Research Laboratory, Public
Works Department, Government of Punjab
RE~EABCH OFFICER Engineering Research Department, Hyderabad
SlsORlCTARY Central Board of Irrigation and Power, New Delhi
SHRI S. N. SINEA Roads Wing ( Ministry of Transport & Shipping)
SHRI A. S. BISHNOI( Ahnau )
SUFBRINTENDINO E N o I N lt E R Concrete and Soil Research Laboratory;Public Works
( PLANNINL~& DESIGN CIRCLE ) Department, Government of Tamil Nadu
FXECVTIVE ENQINEER ( SOIL
MECHANICS & RESEARCH
DIVISION ) ( Alternate )
SHRI C. G. SWAMINATHAN Institution of Engineers ( India), Calcutta
Da H. L. UPPAL Central Road Research Institute ( CSlR ), New Delhi
SHRI H. G. VERMA PubTradyhrkr Department, Government of Uttar
SERI D. C. CHATIJR~EDI ( Afttmatc )
SHRI R. NAOARAJAN, Director General, ISI ( Ex-oficio Member)
Director ( Civ Engz )
Secretary
SRRI G. RAX~AN
Deputy Director ( Civ Engg ), IS1
S&l Testing Procedures and Equipment Subcommittee, BDC 23 : 3
Conucncr
DR H. L. UPPAL Central Road Research Institute ( CSIR ), New Delhi
Members
DR ALAM SINQH University of Jodhpur, Jodhpur
SHRI T. N. BHAH~AVA Roads Wing ( Ministry of Transport & Shipping )
SHRI A. S. BISHNOI ( Al&mate )
SHRI R. L. DEWAN Bihar Institute of Hydraulic and Allied Research,
Khagaul, Patna
DIREOTOB (CENTRAL SOIL Central Water & Power Commission, New Delhi
MECHANICS & RESEARCH!
STATION)
DIL~ECTOR( DADIS II ) ( Altc~nat~)
SHRI H. K. GIJIIA Geologists Syndicate Private Ltd, Calcutta
SRRI N. N. B~ATTACHARYYA ( Alkrnnk)
SERI S. S. JO- Engineer-in-Chief’s Branch, Army Headquarters
SARI MAHABIR PRASAD PubliPcdysrks Department, Government of Uttar
SBRI 0. P. MALH~TRA Buildings and Road Research Laboratory, Chandigarh
DR I. S. UPPAL ( AItcmatd )
SERI D. R. NARAHARI Central Building Research Instilute ( CSIR), Roorkee
SERI G. S. JAIN ( Altarnate)
SARI H. C. VERMA Associated Instrument Manufacturers ( India )
Private Limited, New Delhi
SHRI M. N. BALIOA ( Altrmatr )
2 !IS:4332 (Part IX )-1970
Indian Standard
METHODS OF TEST FOR STABILIZED SOILS
PART IX DETERMINATION OF THE BITUMINOUS
STABILIZER CONTENT OF BITUMEN AND
TAR STABILIZED SOILS
0. FOREWORD
0.1 This Indian Standard (Part IX) was adopted by the Indian Stand-
ards Institution on 25 September 1970, after the draft finalized by the
Soil Engineering Sectional Committee had been approved by the Civil
Engineering Division Council.
0.2 Soil stabilization is the alteration of any property of a soil to improve
its engineering performance. There are several methods of stabilization
and these may be broadly on the basis of treatment given to the soil (for
example, dewatering and compaction ) , process involved (for example,
thermal and electrical) -and on additives employed (for example,
asphalt and cement ) . The choice of a particular method depends on the
characteristics of the problem on hand. For studying in the laboratory,
the methods and effects of stabilization. certain standard methods of test
for the evaluation of properties of stabilized soils and their. analysis are
required. The required standards on methods of test for stabilized soils
are being published in parts. This part (Part IX ) lays down the method
for the determination of the bituminous stabilizer content of bitumen and
tar stabilized soils.
0.3 In the formulation of this standard due weightage has been given to
international co-ordination among the standards and practices prevailing
in different countries in addition to relating it to the practices in this
field in this country.
Of 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*.
sECTION _A TEST WHERE AMBIENT TEMPERATURE
DOES NOT EXCEED 30°C
1. SCOPE
1.1 This Section of the standard (part IX) covers the drtermination
of the proportion by weight of bituminous stabilizer present in a stabilized
*Rules for rounding OH n~~mcrical values ( revised).
3IS : 4332 ( Part IX ) - 1970
soil mixture. It is not suitable for use in climatic conditions where the
ambient temperature exceeds 30°C because of the high rate of evaporation
of the solvent used in the test. I
2. GROUPING OF SOIL
2.1 For the purpose of this standard, soils shall be grouped -as given
below :
Fine-Grained Soils - Soils containing particles over about 90 percent
of which pass a 2*36-mm IS Sieve (see IS : 460-1962* )
Medium-Grained Soils - Soils containing particles over about 90 per-
cent of which pass a 20-mm IS Sieve (set IS: 460-1962*)
Coarse-Grained Soils --Soils containing particles over about 90 percent
of which pass a 40-mm IS Sieve ( see IS : 44jO-1 962* )
3. APPARATUS
3.1 BaIance - readable and accurate to O*OOlg .
3.2 Balance - capable of weighing to 250 g, 5 kg and 10 kg, readable
accurate to 0.01 g, 0.5 g and 1 g respectively.
3.3 Wide Mounted Metal Bottle -of :lpproximately 600 ml: 2 500 ml
or 7 000 ml capacity (as appropriate) with a tight fitting rubber stop-
per.
3.4 Steel Balls - three, of 20 to 25 mm diameter.
3.5 Mechanical Bottle Shaker - preferably giving an end-over-end
shaking action ata. rev/mm.
3.6 A 280-ml Carbon Dioxide Flask
3.7 Graduated Measuring Cylinders - 1000 ml, 500 ml and 250 ml.
3.8 Porous Alumina or Porous Porcelain or Sintered Ware Filter
Candle--approximately 80 mm long x 30 mm diameter ha.ving~a pore
size 2-4 IC( see Fig. 1 ).
3.8.1 The filters are converted into enclosed filters by sealing in, to
within 12 mm of the bottom end, a length of metal or glass tubing through
a cork or metal ring placed in the open top end to act as a support. The
tube is sealed in with a cementing paste composed of copper oxide power
(prepared by direct oxidation of copper wire) passing the 425-micron
*Specification for test sirvrs ( rn!i.wd ).
4Is t 4332 ( Part IX ) - 1970
IS siive and retained on 300-micron IS sieve ( scr IS : 460-1962* ) mixed with
phosphoric acid; applied immediately and left for a few hours to dry in air.
Other sealing compound, such as plaster of paris mixed with asbestos fibre
may be used. Alternatively, the filtration assembly may be replaced with
a centrifuge capable of speed up to at least 4000 rev/min when carrying
two or more buckets fitted with centrifuge tubes of 50 ml capacity and
having adiameter not less than 28 cm from tip of the rotating tubes. The
tubes shall be closed with caps.
3.9 Burette -of 50 ml with a two-way tap, connected to the filtering
assembly in the manner shown in Fig. 2.
PYREX GLASS OR
METAL TUBE
METAL RING
RUBBER STOPPER
FIG. 1 ASSEMBLY OF FILTERFOR F1o.2 FILTERINGA SEMBLY FORTHE
THE DETERMINATION OF THE DETERMINATION OFTHEBITTJMINOUS
BITWINOUS STABILIZERC ONTENT STABILIZERC ~IWJZNTOP
0~ STABILIZEDS OILS STABILJZETSIO ILS
*Specification for test sieves ( revised).
5IS : 4332 ( Part IX ) - 1970
3.10 Recovery Apparatus - consisting of a water bath approximately
A5 cm diameter, a manometer, a vacuum reservoir and a source of vacuum
(JU Fig. 3).
3.11 Desiccator - containing anhydrous silica gel.
LVAC~M RESERVOIR
FIG. 3 APP_~RATUSF OR THE DETERMINATIONO F BITUMINOUS
SABILIZER CONTENT
4. REAGENTS
4.1 The reagents shall be of recognized analytical reagent quality.
a) Dichloromethane ( methylenc chloride ) -- 95 percent collected bet ween
39 and 40.5”C.
b) Silica gel - powdered, to pass a 75-micron 1s Sieve.
5. PREPARATION OF SAMPLE
5.1 The~bulk sample~shall be reduced by hand into small pieces, and this
may be facilitated if necessary by slight warming. The sample shall then
be quartered successively until representative samples of the following
weights are obtained:
Fine-grained soils 150-200 g
Medium-grained soils 1000-l 500 g
Coarse-grained soils 5 000-6 000 gIS : 4332 ( Part IX ) -1970
6. PROCEDURE
6.1 The representative samples of the soil-bituminous stabilizer mixture,
obtained as in 5 containing a known weight of water (a g) [ which
shall be determined in accordance with IS : 4332 (Part 1X)-1967*] shall
be weighed to the nearest 0.01 percent of the weight taken (tl’) and
introduced into a wide-mouthed metal bottle of appropriate capacity.
Powdered silica gel shall be added to absorb water, the quantity being
equal to half the weight of water present. In the case of fine-grained
soils, three steel balls shall then be placed in the bottle to assist in breaking
down the mix. A volume of dichloromethane measured to the nearest
0.5 percent of the volume taken ( V ml) shall be added to the soil in suffi-
cient quantity to obtain a solution containing 2 to 3 percent of stabilizer.
After insertion of the rubber stopper, the bottle shall be shaken for 30
minutes on the mechanical shaker in the case of fine-grained soils and for
60 minutes in the case of medium- and coarse-grained soils.
6.2 A portion of the soil stabilizer solution so obtained shall be filtered
through the alumina or porous filter into the burette by the arrangement
shown in Fig. 2, or shall.be centrifuged. If the solution is to he centrifuged,
the centrifuge tubes shall be tightly stoppered to avoid losses due to evap-
ration. Sufficient quantity of the solution ( v ml ) shall then be transferred
by means of a burette into 200 ml carbon dioxide flask, the weight of
which shall be known to the nearest 0.001 g, to give an estimated weight
of approximately 0.75-1.25 g of recovered stabilizer. If the first amount
obtained lies outside these limits another suitably adjusted portion of the
solution shall be taken. The flask shall then be connected to the vacuum
line, the manometer and the reservoir, and placed in a water-bath main-
tained at 100°C (see Fig. 3). The bulk of the solvent shall be evaporated
with the pressure reduced to 500 f 50 mm Hg, the flask being shaken
with a rotary motion during the course of the evaporation. For
complete removal of solvent one of the following procedures shall be
adopted :
4 For Bitumen Emulsions, Tar Emulsions, or Tars Above 42°C Equiviscvus
Temjwrature - In the last stages of evaporation, when frothing
occurs, pressure shall be reduced to 150 mm Hg in 14 minutes and
maintained at this value.for a further 3f minutes.
b) For j’Jei,trokum Oils, Cut-Back Bitumens or Tars of 42°C Equit;iscous
Temperature, or Below - In the last stages of evaporation, when
frothing occurs, the pressure in the apparatus shall be increased
to approximately atmospheric and subsequently lowered to
*Methods of test for stabilized soils: Part II Determinationo f moisture con-t of
stabilized soil mixtures.
7IS:433!2 (Fart 1X).1!970
450 mm Hg in l+ minutes. This pressure shall be maintained for
a further 34 minutes. The reduced pressure may conveniently be
obtained by a water filter-pump; if this is not available a suitable
mechanical vacuum pump may be used, in which case the
following procedures shah be adopted :
The bulk of the methylene chloride shall be distilled off before
connecting the flask to the vacuum line. To ensure that
solvent vapour does not reach the pump, the flask shall be
connected to the pump through a reservoir consisting of a Rask
containing lubricating oil of medium viscosity, followed by a
tower containing activated carbon ( 1.4 mm to 780 microns).
The procedure subsequently followed shall be as given
in 6.2 (a) and(b).
6.3 The flask shall be romoved from the water bath and air admitted
gently to the apparatus. After wiping the tlaak, the last trace of dichloro-
methane shall be removed by means of a gentle air current. The ilask
&ah then be cooled for 5 minutes in a desiccator and weighed to the
nearest 0901 g and the weight of recovered stabilizer ( Wr ) determined by
diffbrence.
6.4 Soluble Portion of htrtrrtd Soil-A test shall be carried out under
the same conditions on the untreated soil to determine the quantity ( W,g)
which may be soluble in dichloromethane, and this shall be deducted from
the total soluble content of the stabilized soil. Unless the soil has been
previously stabilized with bitumen, however, the soluble portion is us~&ly
negligible and may be ignored.
65 -1ubJe Portion of Stibilizn - Bitumens are generally com-
pletely soluble in dichloromethane, but some petroleum stabilizing oils may
contain .wax which is insoluble; similarly, certain naturally-occuring bitu-
mens may contain insoluble mineral matter. Refined tars also contam a
proportion of material insoluble in dichloromethane.
In such cases allowance shall be made for the insoluble portion in the
calculation of the total stabilizer content. The insoluble matter shah be
determined by dissolving a representative portion of the stabilizer in
dichloromethane and filtering through a Gooch or sintered silica crucible
or a filter paper. The percentage of soluble stabilizer (P) shall then he
calculated.
N~TE-Fo~ general principleso f determinationo f insoluble matter,S CII S : 1215_
1958..
+Methcdf or testingt ar and bitumen: Determinationo f matteri nduble in tolwme.
8IS : 4332 ( Part IX ) - 1970
7. CALCULATIONS
7.1 The stabilizer content ( & ) of the mixture shall be calculated from the
formula:
1oo(w1-Tv,)v WI--w, 100
.& = 1 + 7 percent
?l,‘u -[ PV 1
where
WI = weight of soluble material recovered from aliquot in g ;
W, = weight of soil soluble in dichloromethane ing ;
V =i total volume of dichloromethane in ml ;
M’ = weight of sample taken in g;
v = volume of aliquot of dichloromethane digest in ml;
p = density of recovered stabilizer (gjcms) (when a sample
of original stabilizer is not available, an average value of
1 *OOf or bitumen and I.175 for tars may be assumed ) ; and
P = percentage of stabilizer soduble in dichloromethane.
7;2 The stabilizer content (A’,) expressed as a percentage of the weight of
dry soil shall be estimated from the formula:
s, = 100 IV&
100 (IV--a)--?l’&Y~ percent
where
_a = weight of water present in 1Y g of sample-determined as in
IS : 4332 (Part II )-1967*.
8. REPORTING OF RESULTS
.
8.1 The results of the test should be suitably recorded.
8.2 The results shall be expressed as the proportion of stabilizer present to
the nearest 0.1 percent.
SECTION B TEST WHERE AMBIENT
TEMPERATURE EXCEEDS 3OO”C
9. SCOPE
9.1 This Section of the standard (Part IX) covers the determination of
the proportion by weight of bituminous stabilizer present in a stabilized
soil mixture and is suitable for climatic conditions where temperature
exceeds 30°C.
_.~. ___
*Methods of test for stabilized soils: Part II betermination of ~moisture content of
stabilizrd soil mixtures.IS : 4332 ( Part IX ) - 1970
10. APPARATUS
10.1 The apparatus shall consist of a hot extractor as shown in Fig. 6
consisting of components as given below:
4 A cylindrical container (Fig. 4) made from brass gauze of about
3 mm which is rested on, or suspended from three pegs inside a
brass or welded iron pot ( Fig. 5 ) . Alternatively, the brass gauze
container may rest on a suitable ‘ stool ’ standing in the bottom of
the pot. The pot is flanged and fitted with a cover and suitable
jointing gasket. The cover is held in position by swivelling
bolts fitted with wing nuts. The essential features of construc-
tion are indicated in Fig. 4, 5 and 6. It is advantageous to
have containers and pots of more than one size, the size
employed being appropriate to the quantity of material taken
for analysis.
b) A graduated receiver conforming to Fig. 7 and an adequate reflux
container. There should be a sufficient flow of cold water to con-
dense the solvent.
c) A suitable heater, such as an electric plate or a gas ring.
d) Suitable filter paper.
3,XO RE IGHT SLOTSEQUALLV
iPACED AROUND CIRCUMFERENCE
BRASS Off WELDED
TO TAKE SWIVELLIN
SBESlOS GASKE1
ERAS5 OR WELDED
IRON OUTER PO1
A - From 125 mm to 200 mm 0 A- From 125 mm to 225 mm + as appropriate
as appropriate B-From 200 mm to 375 mm # as appropriate
B-From 125 mm to 250 mm + All dimensidns in mlllimctres.
FIG. 4 CYLINDRICAL CONTAINER FIG. 5 BRASSO R WELDED IRON POT
10IS : 4332 ( Part IX ) - 1970
All dimensionsin millimetru.
FIG. 6 ASSEMBLEDA PPARATUS Fro. 7 10 ml RECEIVER SHOWING
ALTERNATIVEC ONNECTIONTSO
DISTILLATIONVE SSEL
11. SOLVENT
11.1 The solvent shall be pure toluole in accordance with IS : 536-1968*.
12. SIZE OF SAMPLE
12.1 The quantities of material taken shall be in accordance with
Table 1.
13. PROCEDURE
13.1 The filter paper shall be dried at lOO-12O”C, placed in a large
weighing bottle or jar, cooled in a desiccator and weighed. The filter
paper shall then be fitted into gauze cylinder to form a complete lining.
*Specification for toluole, industrial (Jirst revision).
11IS:4332 (Part IX):1970
TABLE 1 SIZJZO F SAMPLE
( Cluusc 12. I )
I%. GRADINQ OF SOIL MIN~HJM WBXQHT FOB
EACH DETEUINATI~N
(‘1 (2) (3)
9 More than 25 percent retained on a 40-mm IS sieve 5006
ii) Largely retained on 20-mm but not more than 25 percent 3000
retained on a 40-mm IS sieve
iii) Largely retained on 12-mm but not more than 25 percent 2000
retained on a 25-mm IS sieve
iv) Largely retained on 6*3-mm but not more than 25 percent 1000
retained on a 20-mm IS sieve
v) Largely retained on 3*35-mm but not more than 25 per- 500
cent retained on a 63-mm IS sieve
vi) Not more than 25 percent retained on a 236-mm 200
IS sieve and not more than 2Op ercent passing a
75-micron IS sieve
The sample shall be warmed just sufficiently to facilitate breaking up, and
a representative portion (see Note ) obtained if possible by quartering, and
having the weight as indicated in Table 1, shall be weighed to the nearest
0.05 percent of the weight taken and transferred without loss to the filter
paper and. placed inside the gauze cylinder. Alternatively, the cylinder
and its lining may be placed on the balance and the material weighed into
it. The gauze cylinder shall then be placed inside the pot and 800-15OOml
ofthe solvent according to the size of the extractor, shall be poured over
the sample. The cover shall be bolted on with the dried gasket in posi-
tion. Water shall he added to the receiver up to or a little beyond the
lowest graduation and this quantity subsequently deducted from the total
volume of water collected. After fixing the reflux condenser, heat shall be
applied to the pot and so adjusted as to avoid intense local heating, but at
the same time to ensure a steady reflex action of 2 to 5 drops per second
falling from the end of the condenser.
NOTE- When quantity for the te.st exceeds the capacity of ,-‘re apparatus, the
extraction should be carried out in two operations.
13.2 Any water present in the sample will collect in the receiving tube,
while the solvent will fill the tube, flow back over the sample and drain
through the filter paper to the bottom of the pot.
12IS:4332(FartIX)-1970
1’3.3 If water is removed from the receiver during the extraction, in
order to obviate fire risk the gas flame should be extinguished before
doing this:
13.3.1 Heating shall be continued until extraction is complete and water
ceases to collect in the receiver.
13.4 The washed mineral aggregate, virith its container, shall then be
removed and dried to constant weight (see Note) at a temperature of
lOO-120°C. The cylinder land contents shall be cooled in a desiccator before
weighing. In order to correct for any fine material present in the solution
at the end of the test, the solvent shall be evaporated off, the residue
weighed, and a representative portion of it (between 2 g and 3 g) treated
witht he solvent and filtered through a sintered silica or glass filtering
crucible or filter paper as in the determination of insoluble matter
(see IS : 1215-1958* ) . In the case of materials containing natural asphalt or
high filler content the whole of the solution -at the end of the test should be
filtered or centrifuged.
NOTE - Material shall be deemed to be aF constant weight when the difference
between successive weighings at half-hourly intervals does not exceed @05percent.
14. CALCULATIONS
14.1 The soluble binder content S shall be calculated on the dry sample by
means of the following formula:
-
100W(1 w S + M ’ kWS’ OI ”)
s = ~rcent by weight
WI M
-
where
Wr = weight of undried sample in g,
W, = weight of recovered aggregate in gauze cylinder in g,
M = weight of water collected in test in g,
k = percent by -weight of insoluble matter in residue obtained
on evaporating the solvent, and
W, = weight in g of residue obtained on evaporating the solvent.
14.2 The total binder content B shall be calculated on the dry sample by
means of the following formula:
100s
B= percent by weight
T
*Methods for testing tar and bitumen : Determination of matter insoluble in toluene
13I&4332 (Part IX)-1970
where
S = soluble binder content as in 14.1, and
7 = percent by weight of binder soluble in the solvent employed.
14.3 Reporting of Reeults - If the difference between the results
obtained by the duplicate determination exceeds 09, they shall be discArded
and the test repeated. If the difference does not exceed @4, the indivi-
.dual values and the mean value shall be reported.AMENDMENT NO. -1 AUGUST 1983 -
T-r*.... -1
TO
x_
I
IS:4332(Part IX)-1970 METHODS OF TEST FOR
STABILIZED SOILS
’ PART IX DETERMINATION OF THE BITUMINOUS STABILIZER
I CONTENT OF BITUMEN AND TAR STABILIZED SOILS
Alterations
------
t (Page 4, c&zuse 2.2, lines 4, 6 and 8) - Substitute
r'IS:46O(Part I)-1978*' for 'Is:460-1962*'.
1
(Page 4, foot-notew ith '*' mark) - Substitute ;
'the following for the existing foot-note:
I
I '*Specification for test sieves: Part I Wire ,
* ,cloth test sieves (seoond revision).' ,
1
(Pages 4 and 5, clause 3.8.1, line 6) - Substitut;
:'IS:46O(Part I)-1978*' for 'Is:460-1962*'.
t
(Page 5, foot-notew ith '*' mark) - Substitute ’
i
'the following for the existing foot-note:
,
I
"Specifica tion for test sieves: Part I Wire ’
f
lcloth test sieves (second revision).' - I
I
(Page 8, clause 6.5, Note) - Substitute
1'! I s : 1215-1g78*’ for ‘Is:u15-1g58*‘.
1
t (Page 6, foot-notew ith '*' mark) - Substibute f
!the following for the existing foot-note:
'*Specification for determination of matter
,insoluble in toluene (first revision).'
(Page 13, c&zuse 23.4, tine 9) - Substitute q
i 'Is:1215-lg78*' for ‘.Is:1215-1g58*‘.
1(Page 13, foot-note with '*I mark) - Substitute
the following for the existing foot-note:
'*Specification for determination of matter
insoluble in toluene (first ~eh&m).'
(BDC 23)
2
Reprography Unit, ISI, New Delhi, India
|
2547_2.pdf
|
IS : 2547 ( Part II ) - 1976
(Reaffirmed 1997)
Indian Standard
SPECIFICATION FOR
GYPSUM BUILDING PLASTERS
PART II PREMIXED LIGHTWEIGHT PLASTERS
First Revision )
(
First Reprint FEBRUARY 1999
UDC 691.55 : 691.311
0 Copyright 1977
BUREAU OF INDIAN STANDARDS
MANAK BHAVAN, 9 BAHADUR SHAH ZAFAR MARG
NEW DELHI 110002
Gr 2 April 1977IS : 2547 ( Part 1X) - 1976
Indian Standard
SPECIFICATION FOR
GYPSUM BUILDING PLASTERS
PART II PREMIXED LIGHTWEIGHT PLASTERS
( First Revision )
Gypsum Building Materials Sectional Committee, BDC 2 1
Chainnan Rcpesenting
Da S. K. CHOPRA Cement Research Institute of India, New Delhi
Members
ADDITIONAL Dm~;a;;N(ahc~ ) , Ministry of Railways
REBEABOH, AND
STANDABDS ORQANIZATION,
LUCKNOW
POINT DIRECTOR ( Asca 1 ( Alternate 1
SE&K. D. B~ARGAV~ ’ . Diiectorate of Mines & Geology, Government of
Rajasthan, Jaipur
MININQ ENQINEEH ( Alternate )
SEBI K. K. BEATIA All India Pottery Manufacturers’ Association,
Calcutta
SHBI R K. BIIATNAQAII Shri Ram Institute for Industrial Research, Delhi
SHBI C. P SHARDA ( Alternate )
SEBX A. M. BUTT J & K Minerals Limited, Jammu Tawi
&mr B. L. THAPPA ( Alternate )
Sam G. J. CHANDAX Geological Survey of India, Calcutta
Saab P. N. MEETA ( Alternate )
SHBI J. S. FRANOI~OO Jamnagar Mineral Development Syndicate,
Jamnagar
Smu G. C. GUPTA Delhi Development Authority, New Delhi
SERI B B. DIJTT CHOUDHABY
( Altsrnute )
SHBI A. K. HA~IZKA Asian Industries Corporation, Bombay
SHBI M. P. JAIN Office of the Development Commissioner, Small
Scale Industries, New Delhi
SHBI R. K. MALIX Directorate General of Technical Development,
New Delhi
( Continued on page 2 )
@ Copyright 1977 .(
BUREAU OF 1NDIAN STANDARDS
This publication is protected under the In&n 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.ISt2547(PartU)-1976
( Continu.efdr om page 1)
Members Representing
SEBI HA~AIU LAL MABWAH Central Builders’ Association ( Regd ), Delhi
SH~I AYABJIT SIN~H ( Alteraate )
Sass R. D. MATHUR Ministry of Defence
SH~I V. K. RAZDAN ( Altsraets 1
Sam D. MOHTA Raj Plasters Ltd, Bikaner
Saar L. RAMIAE Gypsum Industries Pvt Ltd, Tiruchirapalli
DB A. V R. RAO National Buildings Organization, New Delhi
SHRI G. T. BEIDE ( Alternate )
SEEI M. N. ROY Raiasthan State Mines & 14inerals Limited,
_ Jaipur
SHBI IS. K SAIUN Raiastban Housing Board. ._J aip_u r
SBRI B. G. SHABU ( Alternats) ”
DB S. SEN Central Glass and Ceramic Research Institute
I. C- S-I-R-- ,I1 . Calcutta
DB S. K. GUHA ( Alternate )
Sam SOHAN LAL SIN~IXANIA J. K$;;;I Spinning & Weaving Mills Co Ltd,
SHRI K. L PA1 ( Altam&)
S~PEBINTENDIN~ SUS~EYOE OF Central Public Works Department, New Delhi
WORKS ( NDZ )
SUIWEYO~ OF WOaKe I ( NDZ )
-( Altcmata )
DR C. A. TANEJA Central Building Research Institute ( CSIR ),
Roorkee
DR IRSHAD MAEOOD ( Altnt.ute )
SH~I H. C. VERMA Associated Instrument Manufacturers ( India) Pvt
Ltd, New Delhi
SHBI M. N. BALI~A ( Alternate)
SEW D. AJITEA SIIHA, Director General, IS1 ( Er-q@o Member)
Director ( Civ Engg )
Ssnclary
SHRI VINOD KUMA~
Deputy Director ( Civ Engg ), IS1
2hdian Standard
SPECIFICATION FOR
GYPSUM BUILDING PLASTERS
PART II PREMIXED LIGHTWEIGHT PLASTERS
( First Revision)
0. FOREWORD
0.1 This Indian Standard ( Part II ) ( llrst Revision) was adopted by the
Indian Standards Institution on 22 December 1976, after the draft finalized
by the Gypsum Building Materials Sectional Committee had been approved
by the Civil Engineering Division Council.
0.2 Gypsum is a well known building material. It has been extensively
used in various countries. Premixed lightweight plasters essentially consists
of gypsum plaster and lightweight aggregate which are characterized by low
density, high thermal insulation and sound absorption properties and can be
readily used for building purposes.
0.3 In the formulation of this standard, due weightage has been given to
international co-ordination among the standards and practices prevailing
in different countries in addition to relating it to the practices in the field
in this country. This has been met by basing the standard on BS 1191 :
Part 2 : 1973 ‘ Specification for gypsum building plasters. Part 2 Premixed
lightweight plasters ‘, published by the 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, 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 ( Part II ) specifies requirements for premixed lightweight
plaster consisting essentially of gypsum plaster and lightweight aggregate
used in general building operations.
l& ules for rounding off numerical values ( r&cd ) .
3IS:2547 (Part II)- 1976
2. TERMINOLOGY
2.0 For the purpose of this standard, the following definition shall apply.
2.1 Lightweight Plaster - A plaster consisting of suitable lightweight
aggregates and retarded hemihydrate gypsum plasters complying with
IS : 2547 ( Part I )-1976*. Other additives may be incorporated to impart
desired properties.
3. CLASSIFICATION
3.1 Premixed lightweight plaster may be divided into the following types:
Type A Undercoat plasters:
a Browning plaster,
b1 Metal lathing plaster,
c) Bonding plaster
Type B Final coat plaster - finish plaster.
4. PHYSICAL AND CHEMICAL REQUIREMENTS OF PLASTERS
4.1 The physical and chemical requirements of the plasters shall be as given
in Table 1.
5. SAMPLING
5.1 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 lot.
5.1.1 Samples shall be selected and tested separately from each lot to
determine ,its conformity or otherwise to the requirements of the speci-
fication .
5.2 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 I and 2
of Table 2.
5.2.1 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 : 4905-1968t may be adopted.
5.3 Number of Tests
5.3.1 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
*Specificationf or gypsum building plaster; Part 1 Excluding premixed lightweight
plasters.
tMethods for random sampling.
4IS:2547(PartII)-1976
TABLE 1 PROPERTIES OF DIFFERENT TYPES OF PLASTEBS
(Clause 4.1 )
PARTICULARS UNDERCOATP LASTERS FINAL COAT METEOD
I%. (TYPE A) PLASTER OF TEST,
----h--- (TYPE B), REB TO
B;;ro;i:, Metal Bonding FINISH
La&i,:” Plaster PLASTER
(1) (2) (3) (4) (5) (6) (7)
i) Sum of soluble sodium 0.25 O-25 Noli;uper 0.25 Appendix A
and magnesium salt
contents, expressed
as percentages of
sodium oxide
( NasO ), and mag-
nesium oxide
(($;O) by mass,
ii) Dry bulk density, 640 770 770 - IS : 2542
Max, kg/m3 ( Part I )-1964*
iii) Dry set density, Max, 850 1040 1040 - 3,
kg/m3
iv) Compressive strength, 0.93 1’0 1.0 - ,t
Min, N/mmg
v) Free lime content, by - 24 - - Appendix B
percent, mass, Min,
vi) Mechanical resistance - - - Diameter of IS : 2542
the inden- ( Part I )-1964’
tation shall
not be less
than 4 mm
and not
more than
5.5 mm.
*Method of test for gypsum plaster, concrete and products: Part I Plaster and
concrete.
TABLE 2 NUMBER OF PACKAGES TO BE SELECTED FOR THE SAMPLE
( Clause 5.2 )
LOT SIZE SAMPLE SIZE
( No. OF PACKAGES IN THE LOT ) (No. OF PACKAQEST O BE SELECTED
FOB TEE SAMPLE )
(1) (2)
up to 100 3
101 ), 150 4
151 ,) 300 5
301 ,, 500 7
50 I and above 10
5IS:2547(PartII).1976
for compressive strength and free lime content. 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.
5.3.2 The test for the remaining 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.
5.4 Criteria for Codonnity - A Iot shaI1 be considered as conforming
to the requirements of this standard if the conditions mentioned in 5.4.1
and 5.4.2 are satisfied.
5.4.1 For test results on compressive strength and free lime content, the
average ( 2) and the range ( R ) shall be calculated. From the correspond-
ing average and range value ior each characteristic the value of the
expressions %& 0’4 R shall be calculated. The value of the expression
x - 0.4 R as calculated above should be greater than or equil to the
minimum limits specified, and the value of the expression x + 0’4 R shall-
be less than or equal to the maximum limit specified.
5.42 All the test results for remaining requirements tested on the
composite sample shall satisfy the corresponding specification require-
ments.
6. MARKING
6.1 The vendor shall show clearly on each package of plaster name of the
manufacturer, the type to which the plaster belongs, the date of manufacture
and the net niass. In addition, it shall be clearly indicated whether the
plaster is to be used as an undercoat or final coat.
6J.l The product may also be marked with Standard mark.
6.2 The use of the Standard Mark is governed by the provisions of the
Bureau of Indian Standards Act, 1986 and the Rules and Regulations made
thereunder. The details of conditions under which the licence for the use of
Standard Mark may be granted to manufacturers or producers may be obtained
from the Bureau of Indian Standards.
6ISr2547(PartH)=1976
APPENDIX A
( Table 1 )
DETERMINATION OF SOLUBLE MAGNESIUM :OXIDE MD
SODIUM OXIDE CONTENT IN GYPSUM
BUILDING PLASTER
A-l. PREPARATION OF THE SAMPLE SOLUTION
A-l.1W eigh 25 g of sample into a 4OO-ml beaker atid add 250 ml of wata.
Stir thoroughly and let stand for 30 minutes at room temperature. Stir
again and filter immediately through a Buchner funnel, which contains
a well-seated retentive filter paper, into a 500-ml filtering flask using slight
vacuum. Without washing, transfer the insoluble matter and the paper to
thC original beaker and rinse the funnel with 150 ml of water into the beaker
containing the insoluble matter. Stir thorobghly and let stand 30 min at
room temperature. Stir and filter, as above, using a fresh filter papa. Again
return the insoluble matter and the paper to the original beaker. Wash the
fimnel with 100 ml of water into the beaker containing the insoluble matter.
Stir thoroughly and let stand for 30 minutes at room temperature. Stir and
filter as above. Quantitatively transfer the filtrate to a suitable beaker.
Acidify the filtrate with 5 ml of concentrated hydrochloric acid ( r. d. 1’19 ).
Stir until cloudiness disappears. Evaporate the solution to about 400 ml.
Cool to room temperature and transfer quantitatively to a 500-ml volumetric
flask. Dilute to 500 ml.
A-l.2 Determination of Soluble MgO - Determination of soluble
magnesium oxide is specified in 12 of IS : 1760-1962* except that
200 ml of sample solution is taken and calcium precipitated according to 9.3
of IS : 1760-1962* and the filtrate from calcium estimation is used for the
determination of magnesium. The calculations may be modified as:
A x 0’1291 x 2.5 x 100
Magnesium oxide ( MgO ), percent =
B
where
A = mass in g of oxinate, and
B - mass in g of the sample.
A-1.3 Dtttrmiaation of Solablt Sodium Salt as Sodium Oxide - The
estimation of soluble sodium oxide is done as specified in 4.11 of
IS : 4032-1968t except that 50 ml of the sample solution is taken in a loo-ml
*Methods of chemical analysis of limestone, dolomite and allied materials.
tMethod of chemical analysis of hydraulic cement.
7flask. To this is added 9 ml of 63 000 ppm calcium oxide solution and the
volume made up to 100 ml. The calculation for the sodium oxide may be
modified as;
Sodium oxide ( NasO ), percent - k.
where
A = parts per million of sodium oxide in the solution, and
w= mass in g of the sample.
APPENDIX B
( Table 1 )
DETERMINATION OF FREE LIME
Suspend 5 g of the sample in approximately 100 ml of distilled water.
Add several drops of phenolphthalein indicator solution (0’5 percent in 50
percent aqueous ethanol ) and titrate with 0’50 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 two to three minutes.
With 5 g sample, 1 ml 0’50 N acid G 0’37 percent Ca( OH )a.BUREAU OF INDIAN STANDARDS
Headquartets:
Manak Bhavan, 9 Bahadur Shah Zafar Marg, NEW DELHI 110002
Telephones: 323 0131, 323 3375, 323 9402
Fax : 91 113234062, 91 113239399, 91 113239382
Telegrams : Manaksanstha
(Common to all Offices)
Central Laboratory: Telephone
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Regional Offices:
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‘Eastern : 1114 CIT Scheme VII M, V.I.P. Road, Maniktola, CALCUTTA700054 337 86 82
Northern : SC0 335-336, Sector 34-A, CHANDIGARH 160022 60 38 43
Southern : C.I.T. Campus, IV Cross Road, CHENNAI 600113 235 23 15
twestern : Manakalaya, E9 Behind Mar01 Telephone Exchange, Andheri (East), 832 92 95
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Kalaikathlr Buildings, 670 Avinashi Road, COIMBATORE 641037 21 01 41
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14959_2.pdf
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IS 14959 ( Part 2 ) :2001
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Indian Standard
DETERMINATION OF WATER SOLUBLE AND
ACID SOLUBLE CHLORIDES IN MORTAR AND
CONCRETE — METHOD OF TEST
PART 2 HARDENED MORTAR AND CONCRETE
Ics 91.100.10;91.100.30
0 BIS 2001
BUREAU OF INDIAN STANDARDS
MANAK BHAVAN, 9 BAHADUR SHAH ZAFAR MARG
NEW DELHI 110002
August 2001 Price Group 3Cement and Concrete Sectional Committee, CED 2
FOREWORD
This Indian Standard ( Part 2 ) was adopted by the Bureau of Indian Standards, afler the drafi finalized by the
Cement and Concrete Sectional Committee had been approved by the Civil Engineering Division Council.
Chlorides in the concrete could be drawn from different sources like aggregates, mix water, admixtures and
cement and could lead to durability problems namely, corrosion of reinforcing steel in concrete, if present in
sufficient quantity. Chlorides could be present in different degrees of binding in the concrete matrix and could
be determined as water soluble and acid soluble chlorides. In some cases of corrosion of carbonated concrete,
the combined chlorides ( water soluble and as acid soluble )will be let free in pore water and these chlorides are
harmful to concrete. TO minimize the chances of deterioration of concrete due to harmful chlorides, the level of
these chlorides has been limited in various design codes. Therefore, this standard has been formulated to
provide necessary guidance for determination of water soluble and acid soluble chlorides in concrete. This
Part 2 of the standard covers volumetric method of test for determination of chlorides in hardened mortar and
concrete and Part 1 of this standard covers the method of test for fresh mortar and concrete.
The composition of the committee responsible for the formulation of this standard is given in Annex A.
In reporting the results of a test or analysis made in accordance with this standard, if the final value, observed
or calculated, is to be rounded off, it shall be done in accordance with IS 2 : 1960 ‘Rules for rounding off
numerical values ( revised )’.A
-
IS 14959( Part 2): 2001
Indian Standard
DETERMINATION OF WATER SOLUBLE AND
ACID SOLUBLE CHLORIDES IN MORTAR AND
CONCRETE — METHOD OF TEST
PART 2 HARDENED’MORT~R AND CONCRETE
1 SCOPE ashort drill issatisfactory. For inclined holes, adiamond
drill issatisfactory. A saw having diamond or silicon
This standard ( Part 2 ) covers volumetric method of
carbide cutting edge shall be used for securing beam
test for determination ofwater soluble and acid soluble
specimens from the structures or pavement.
chlorides in hardened mortar and concrete.
Samples more than 25 mm inmaximum dimension shall
NOTE — The source of samples for test inaccordance
be reduced in size by use of jaw crusher or broken
with this standard may be either the stationary samples
into smaller pieces by hammering carefully to avoid
obtained fromprojectsitesorready-mixedconcreteplants.
loss of smaller pieces. Crush the particles to less than
2 REFERENCES 25 mm inmaximum dimensions using arotating puck
grinding apparatus or by using a disk pulverizer,
The Indian Standards listed below contain provisions
operated to restrict to negligible levels the loss of fine
which through reference in this text, constitute
particles. Sieve the crushed samples through 850pm
provisions ofthis standard. At the time ofpublication,
ISSieve. Thoroughly blend the material bytransferring
the editions indicated were valid. All standards are
it from one glazed paper to another at least 10times.
subject to revision and parties to agreements based
on this standard are encouraged to investigate the 4 METHOD OF TEST
possibility of applying the most recent editions of the
standards indicated below: 4.1 Reagents
IS No. Title 4.1.1 Quality of Reagent
1070:1992 Reagent grade water — Specification Unless otherwise specified, pure chemicals of analytical
( third revision) reagent grade and distilled water (see IS 1070) shall
be used in the test.
3025 Methods of sampling and test
(Part 32 ): 1988( physical and chemical) for water 4.1.2 Nitric Acid ( HN03 ) Concentrated ( Spec/lc
and wastewater : Part 32 Chloride Gravity 1.42 )
(jh-st revision)
Prepare the solution, 6N (approximately ),by diluting
3 SAMPLING 38 mlofconcentrated nitric acid to 100mlwith distilled
water.
The apparatus required for processing the sample shall
be chosen for its suitability for the purposes of the 4.1.3 Ferric Alum [FeNH4 (S04 )2 12HZO]
investigation. A specimen to be tested for the
Dissolve 10gofferric alum in 100 ml of distilled water
determination of chlorides both acid and water soluble,
and add 1ml of nitric acid.
shall notberemoved from the structure untiltheconcrete
has become hard enough to permit removal without 4.1’.4 Potassium Chromate ( K2CrOo ), 5 Percent
disturbing the bond between the mortar and the coarse
Solution
aggregate. Normally concrete shallbe 14days old before
the specimens are removed. Specimens that show Dissolve 5gofpotassium chromate in 100mlofdistilled
abnormal defects orthat have been damaged inremoval water.
shall not be used.
4.1.5 Nitrobenzene (~)
A core drill shall be used for securing cylindrical core
4.1.6 Silver Nitrate (AgNO~ )Solution, 0.02 N
specimens (at least 100 mm diameter). The diameter
of the core should be at least 2.5 times the maximum Weigh 1.7g,ofsilver nitrate, dissolve indistilled water
size of the aggregates and the length of the core and dilute to 500 ml inavolumetric flask. Standardize
should be at Ieast 95 percent of core diameter. For the silver nitrate solution against 0.02 N sodium chloride
specimens taken perpendicular tothe horizontal surface, solution using potassium chromate solution as indicator
1\
1S14959( Part 2) :2001
(5percent w/v) inaccordance with the procedure given theexcess silvernitratewith0.2Nammonium thiocyanate
inIS3025 (Part32 ). solution until apermanent faint reddish brown colour
appears. Note down the volume (Y) of ammonium
4.1.7Ammonium Thiocyanate (NH1 SCN )Solution,
thiocyanate used.
0.02N
4.3.2 Acid Soluble Chloride
Weigh 1.7 g of ammonium thiocyanate and dissolve
inone litre ofdistilled water inavolumetric flask. Shake 4.3.2.1Weigh about 1000 +5gofthepulverized mortar
well and standardize by titrating with 0.02 N silver or concrete sample ina2 Iitre capacity beaker and add
nitrate solution using ferric alum solution asan indicator. 100 ml of6N nitric acid and 900 ml of distilled water
Adjust the normality exactly to 0.02 N. (chloride free), after stirring for few minutes. Stir the
mixture vigorously and warm gently for 30 min. After
4.1.8 Sodium Chloride (NaCl ), 0.02 N
allowing themixture tostand for 10to 15minforsettling,
decant about 200 ml of the supernatant solution into
Weigh 1.1692 gofsodium chloride dried at 105* 2°C,
aclean dry 250 ml capacity beaker. Immediately, filter
dissolve indistilled water and makeup to 1000 ml in
the solution through Whatman filter paper No. 1and
avolumetric flask.
collect the filtrate.
4.2 Use of Filter Paper
4.3.2.2 Pipette 50 ml of filtrate in a 250 ml capacity
In the methods prescribed in this standard, relative conical flask, Add 5mlof6 N nitric acid. Add aknown
numbers of Whatman filter paper only have been volume (X), preferably 25 ml of 0.2 N silver nitrate
prescribed since these are commonly used. However, solution. Add 1mlferric alum and 5ml ofnitrobenzene.
any other suitable brand offilter papers with equivalent Shake vigorously to coagulate the precipitate. Titrate
porosity may be used. the excess silver nitrate with 0.02 N ammonium
thiocyanate solution until a permanent faint reddish
4.3 Procedure
brown colour appears. Note down the volume (Y)of
4.3.1 Water Soluble Chloride ammonium thiocyanate used.
4.4 Calculation
4.3.1.1 Weigh 1000+ 5g of the pulverized mortar
or concrete sample ina2 Iitre capacity beaker and add
Calculate the percentage of chloride ( acid soluble/
1000 ml of distilled water ( chloride free). Stir the
water soluble )bymass ofmortar orconcrete as follows:
mixture vigorously and warm gently for 15min. Afler
allowing the mixture tostand for24 hforsettling, decant Chloride, percent =0.00142 (X-Y)
about 200 ml of the supernatant solution into aclean
where
dry250mlcapacity beaker. Immediately, filterthesolution
through Whatman filter paper No. 1and collect the X = volume of silver nitrate added, in ml; and
filtrate.
Y = volume of 0.02 N ammonium thiocyanate
4.3.1.2 Pipette 50 ml of filtrate in a 250 ml capacity consumed.
conical flask. Add 5mlof6 N nitric acid. Add aknown
NOTE–Interferenceofsilverchlorideparticles (which
volume (X), preferably 25 ml of 0.2 N silver nitrate
are generated in-situ ) in titration by reacting with
solution. Add 1mlferric alum and 5mlofnitrobenzene.
thiocyanate canbeavoidedbytheaddition ofnitrobenzene
Shake vigorously to coagulate the precipitate. Titrate which forms a film on silver chloride particles.IS 14959( Part2) :2001
ANNEX A
( Foreword)
COMMITTIM COMPOSITION
Cement and Concrete Sectional Committee, CED 2
Chairman
Padmashri DRH.C.VISVIiSVA~AYA
‘Chandrikri’, at 15thCross, 63-64 East Park Road,
Malleswaram, Bangalore 560003
Menr.5er.~ Representing
D~S. C. AHLUWALIA OCL India Ltd, New Delhi
Du S. S. AMETA Geological Survey of India, Kolkata
SHIUD. K. RAT(Aherrmre )
SHIOV. BALASLIURAMANIAN Directorate General ofSupplies and Disposals, New Delhi
SHWR. P. SINmi (Alternate )
SHRIG. R.BHARITKAR B.G. Shirke Construction Technology Ltd, Pune
SHIOC. C. BHATTACHARYA Ministry of Surface Transport, Department of Surface Transport
SHRI1.K. PANOEY(Alternate ) (Roads Wing), New Delhi
SHRIA. K. CHAOHA Hindustan Prefab Ltd, New Delhi
SHRIJ. R. SIL(Alternate )
CHIIWENCiINIM~( DIXICiN) Central Public Works Department, New Delhi
SUIIINONTENOINE6N~INIWK( S & S )(Alfernafe )
CHII:I ENCiINIXK( NAVCiAMDAM) Sardar Sarovar Narmada Nigam Ltd, Gandhinagar
SUIJLUONTKNOiNECNiGINWR( QCC )(Alrernafe )
CHIIXENCiiN~IZR(RESEAIWH)-CUM-DIR~CTOR Irrigation and PowerResearch Institute, Amritwr
RESEARCHOFFICER(CONCRLTET~CHNOLOGY)
(Al~ernate )
SHIUJ. P.DESAI Gujarat Ambuja Cements Ltd, Ahmedabad
SHRIB. K.JALWTIA(Ahernate )
DIRECTOR Structural Engineering Research Centre (CSIR),Ghaziabad
DIRIiCTOR A.P. Engineering Research Laboratories, Hyderabad
JOINTDIIOZTOR(Alternate )
DIIU:CTOR Central Soil andMaterials Research Station, New Delhi
SHRIP.L. KASHYAP(Alfernafe )
DIRECTOR(CMDD )( N & W ) Central WaterCommission, New Delhi
DUPIJTYDIR~CTOK(CMDD )(NW&S )(Abernare )
SHRIK. H. GAN~WAL Hyderabad Industries Ltd, Hyderabad
SHRIV. PATTAUHI(Alternate )
G~NI:RALMANACiEk Gannon Dunkerley and Company Ltd, Mumbai
SI:NIORMANA~~R( ENtiINIYXING) (Alternate )
DRASHOKKUMARGHOSH Indian Institute of Technology, Kharagpur
SHRIS. GCWINATH The India Cements Ltd, Chennai
SHIOR. ARUNACHALAM(Alternate )
SHIUC. JAYARAMAN Grasim Industries Ltd, Mumbai
SHIOA. K. JAIN(Alternme )
(Continued onpage 4 )
3IS 14959( Part 2) :2001 ...+
(Cowinuedfrom page 3 )
Mem.ber.y Representing —.
SHRIS.S. GOYALIYA Cement Corporation of India Ltd, New Delhi
SHIUV. K.GCML(Ahernate)
JOINTDIRI:CTOR( STANOAIUX) (B&S )( CB-I ) Research, Designs and Standards Organization ( Ministry of
JOINTDIRIicTo~ ( STANUAMM)( B&S )(CB-11) .Roilways ),Lucknow
(Alfernate ) ~
SHIUD. K. KANUNCIO National Test House, Kolkata
SHRIB. R. MI:LNA(Alternate )
I
MPMIIIik-SI:Ci<IiTAI<Y Central Board of Irrigation and Power, New Delhi
DIRIKTOR(CIVIL)(Alternate )
SHRIP.R. C,NAI~ The Indian Hume Pipe Company Ltd, Mumbai
SHRIP. D. KEI.KAR(Alternate)
DRR. NAILAYANAN Structural Engineering Research Centre (CSIR ),Chennai
SHRI S. G[)l>AI.K~ISHNAN(A/fernUfe) !,
DRC. RA.IKUMA~ National Council for Cement and Building Materials, Ballabgarh
DRK. MoH.AN(Aherrrafe)
SHRiS. A. RIWOI Gammon India Ltd, Mumbai
SHIUJ. SA~UP Hospital Services Consultancy Corporation (India)Ltd,NewDelhi
SHRIP.K.JAIIWIUAR(Alrernate )
%CRETAKY Builder’s Association of India, Mumbai
SHRIS. S. SEI:HRA Central Road Research Institute (CSIR ),New Delhi
SHRISATANDERKUMAR(A/ternafe )
SHIUS. S. SIWHKA Indian Roads Congress, New Delhi
SHRIA. K. SHAkMA(Alternate )
BRKiR. R. SINCiH Engineer-in-chief’s Branch, Army Headquarters, New Delhi
SHRIMAH~NIX<APRASAD(Alternate )
SUI’EIUNT~NOINtiENGINFB ( DiXSI~N) Public Works Department, Government of Tamil Nadu, Chennai .-. .
EXIXIJTWEENCiINIZR(Alrernate )
SHRIC. R. V.SURkAMANIUM Larsen and Tubro Ltd, Mumbai
SHIUS. CHOWDHURY(Alternate )
SHRIV. SURESH Housing and Urban Development Corporation Ltd, New Delhi
SHRIS. K. TANEJA(Alternate )
SHRIT. N. TIWARI TheAssociated Cement Companies Ltd, Mumbai
DRD. GHOSH(Alternate )
DRC. L.VERMA Central Building Research Institute (CSIR ),Roorkee
DRB. K. RAU(Alternate )
SHRIVIMAI,KLIMAR FlyAshMission, Department ofScience andTechnology, NewDelhi
DRH. C. VISVESVAHAYA The Institution of Engineers ( India ), Kolkata
SHRID. C. CHATURVEIJ(IAlternate )
DRC. S.VISWANATHA Indian Concrete Institute, Chennai
SHRID. SRINIVASAN(Alternate )
SHILIS.K. JAIN, Director,General, BIS (Ex-oflicio Member)
Director & Head (Civ Engg )
kfember-Secrerary
SHIUSANJAYPANT
Deputy Director (Civ Engg), BIS
(Continued onpage 5)
4..J..4A
IS 14959( Part 2) :2001 -4
(Continuedjirom page 4)
Concrete Subcommittee, CED 2:2
Convener Representing
DR A. K. MULLICK SaurashtraCementsLtd.Ahmedabad
Members
SHRIC. R. ALIMCHANDANI StupConsultantsLtd,Mumbai
SHRIT. B. BANERIEE MinistryofSurfaceTransport (RoadsWing ),New Delhi
SHRIL K. PANDEY(Alternate )
DRD. BHATTACHARJEE Mdian Institute of Technology, New Delhi
CHIEFENGINEER& JOINTSECRETARY Public Works Department, Government of Maharashtra,
SUPERINTENDINGENGINEER(Al[ernate ) Mumbai
DRP. C. CHOWDHURY Tor Steel Research Foundation in India, Kolkata
DRC. S. VISWANATHA(Alternate )
SHRIKENCOWIE Indian Ready-Mixed Concrete Association, Bangalore
SHRIM. SANJAYBAHADUR(Alternate )
SHRJJ. P. DESAI Gujarat Ambuja Cements Ltd, Ahmedabad
SHRIB. K. JAGETIA(Alternate )
DIRECTOR Central Soil and Materials Research Station, New Delhi
SHRIN. CHANDRASEKARAN(Alternate )
DIRECTOR A.P. Engineering Research Laboratories, Hyderabad
JOINT DIRECTOR(Alternate )
DIRECTOR( C&MDD ) Central Water Commission, New Delhi
DEPUTYDIRECTOR( C&MDD )(Alternate )
GENERALMANAGER G,annonDunkerleyandCoLtd,Mumbai
SENIORMANAGER( ENGINEERING)(Alterna[e )
DRASHO~ KUMARGHOSH Indian Institute of Technology,Kharagpur
SHRIJ. S. HINGORANI AssociatedConsultingServices,Mumbai
PROFASHOKKUMARJAIN University of Roorkee, Roorkee
SHRIL. K. JAJN In personal capacity
SHRJM. P. JAISINGH CentralBuildingResearchInstitute(CSIR),Roorkee
DR B. K. Ibo (Afternate )
JOINTDIRECTORSTANDARDS(B&S )/CB-I Research, Designs and Standards Organization ( Ministry of
JOINTDIRECTORSTANOARO(B&S )/CB-11(Alternate ) Railways ), Lucknow
DRS. C. MAITI National Council forCement and Building Materials, Ballabgarh
DRSUDHIRMISHRA Indian Institure of Technology, Kanpur
SHRJR. NARAYANAN Structural Engineering Research Centre (CSIR ),Chennai
SHRIK. MANI(Alternate )
SHRIA. B. PHADKE TheHindustan Construction Co Ltd, Mumbai
‘ SHRID.M. SAVUR(Alternate )
SHRIRm KUMAR Structural Engineering Research Centre (CSIR ),Ghaziabad
SHRIRAJEEVGOEL(Alternate )
SHRIV.V.GOVINDARAO National Building and Construction Corporation Ltd, New Delhi
SHRIR. P.GOEL(Alternate )
SHRIS. A. REDDI Gammon India Ltd, Mumbai
DRN. K. NAYAK(Alternate )
(Continued onpage 6 ).
-
. _-
IS 14959( Part 2 ) :2001
(Continuedfiotn page 5 )
Members Representing
SHFUSUDDHODANROY Hindustan Prefab Limited, New Delhi
SHRIM. KUNDU(Alternate )
SHRlS. C. SAWHNEY Engineers India Ltd, New Delhi
SHRIR. P. MEHROTRA(Alternate )
SHRlS. S. SEEHRA Central RoadResearch Institute,NewDelhi
SHRiSATANDERKUMAR(AIIernate )
PROFM. S. SHETTY Indian Concrete Institute, Chennai
SHRIS. N. !3NGH Engineer-in-Chief’s Branch,ArmyHeadquarters, NewDelhi
SHRlSUR[NDERMOHAN(Alfernute )
SHRlP. SRINWASAN The Associated Cement Companies Ltd, Mumbai
SHRIP. BANDOPADHYAY(Alternate )
SUPERINTENDINGENGINEER( DESIGNS) Central Public Works Department, New Delhi
EXECUTiVEENGINEER( DESIGNS-111) (Alternate )
SHRIB. T. UNWALLA In personal capacity
SHRIU. S. P.VERMA Nuclear PowerCorporation ofIndiaLtd,Mumbai
SHRIVIMALKUMAR FlyAshMission, Department ofScienceandTechnology,NewDelhi
,,
,.
6Bureau of Indian Standards
BIS is a statutory institution established under thellureau oflndian Standards Act, 1986 to promote
harmonious development ;f the activities of standardization, marking and quality certification ofgoods and
attending to connected matters in the country.
Copyright
BIS has the copyright ofall its publications. Nopart ofthese publications maybe reproduced in any form without
the prior permission in writing ofBIS. This does not preclude the free use, in the course ofimplementing 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 onthe basis ofcomments. Standards are also reviewed
periodically; astandard along with amendments is reaffirmed when such review indicates that no changes are
needed; ifthe review indicates that changes are needed, it istaken up for revision. Users ofIndian Standards
should ascertain that they are in possession ofthe latest>mendments or ediiion byreferring to the latest issue
of ‘BIS Catalogue’ and ‘Standards :Monthly Additions’.
This Indian Standard has been developed frQm Doc :No. CED 2 ( 5816 ).
Amendments Issue_dSince Publication
Amend No. Date of Issue Text Affected
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883.pdf
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IS 883 : 1994
Indian Standard
DESIGN OF STRUCTURAL TIMBER
IN BUILDING - CODE OF PRACTICE
(Fourth Revisioti/
m
First Reprint JULY 1995
UDC 691.11 : 624.011-l : 624.04
BUREAU OF INDIAN STANDARDS
MANAK BHAVAN, 9 BAHADUR SHAH, WAR MAR0
NEW DELHI 110002
August 1994 Price Group 7Building Construction Practices Sectional Committee, CED 13
FOREWORD
This Inditin Standard ( Fourth Revision ) was adopted by the Bureau of Indian Standards, after thedraft
finalized by the Building Construction Practices Sectional Committee had been approved by the Civil
Engineering Division Clouncil.
This Indian Standard was first published as code of practice for use of structural timber in building
( material, grading and design ) in 1957 and was first revised in 1961. In the second revision in 1966,
clauses relating to specification and grouping of structural timber were deleted and these aspects were
covered in detail in a separate standard, namely IS 3629 : 1966 ‘Specification for structural timber in
building which was subsequently revised in 1986. The third revision of this standard took place
in 1970. This is the fourth revision of the standard. In this revision besides taking into account the
revised version of IS 3ci29: 1986 ‘Specification for structural timber in building (Jirst revision )’ and strr ngth
data on additional species, the experience gained during the past years in using the standard, has also
been considered. The different species of timber available in the country which have been tested so far
and found suitable for construction purpjsea have been classified into three main groups based on modulus
of elasticity and modulus of rupture. The design of deep and built-up beams and spaced columns are
covered in detail. Safe working stresses of recommended species and their relevant pertinent data given
in this standard have largely been derived from publications of Forest Research institute, Dehra Dun.
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 standard is one of the two Indian Standards on slructural timber in building. The other standard
being IS 3629 : 1986.
For the purpose ofdeciding whether a particular requirement of this standard is complied with, the final
value, observed or calculated, expressing the result of a test or/analysts, shall be rounded off in accordance
with IS 2 : 1960 ‘Rules for rounding off numerical VaheS ( revised )‘. The number of significant places
retained in the rounded off value should be the same as that of the specified value in this standard.Indian Standard
DESIGN OF STRUCTURAL TIMBER
IN BUILDING -CODE OF PRACTICE
(Fourth Revision)
1 SCOPE 3.1.5 Solid Column
Ii1 This standard covers the general principles Solid columns are formed of any-section having
involved in the design of structural timber in solid core throughout.
buildings.
3.1.6 S’aced Column
1.2 The following aspects are not covered in
this standard: Spaced columns are formed of two or more mem-
bers jointed at their ends and intermediate points
a) Timber pile foundations; by block pieces
b) Structural use of plywood;
3.1.7 Working Stress
C) Design of structural timber joints and
fastenings; Stress obtained after applying necessary adjust-
ment factors ( according to the particular design )
d) Lamclla arch roofing; and to the permissible stress.
e) Timber-concrete composite construction.
4 SYMBOLS
2 REFERENCES
For the purpose of this code, the following
letter symbols shall have the meaning indicated
2.1 The Indian Standards listed in Annex A are
against each:
necessary adjuncts to this standard.
A ~3 area of cross-section of column in mm’
3 TERMINOLOGY
b = breadth of beam in mm
3.1 For the purpose of this standard, the c = concentrated load in N
definitions given in IS 707 : 1976 and IS 3629 :
1986, and the following shall apply. D s depth of beam in mm
depth of beam at notch in mm
3.1.1 Box Column DI -
D, = depth of notch in mm
A column formed of four members having a
hollow core. Members are joined with one d = dimensions of least side of column in
another forming a box and provided with solid mm
block at ends and intermediate points. dl = the least overall width of box column
in mm
3.1.2 Fundamental or Ultimate Stress
do s the least overall dimension of,core in
The stress which is determined on small clear box column in mm
specimen of timber, in accordance with standard
practice and does not take into account the effect E = modulus of elasticity in bending in
N/mm’
of naturally occurring characteristics and other
factors. e = length of the notch measured along the
beam span from the inner edge of the
3.1.3 Permissible Slress support to the farthest edge. of the
Stress obtained after applying factor of safety to notch in mm
the ultimate stress.
f ab = calculated bending stress in extreme
fibre in N/mms
3.1.4 Purlin
A roof member directly.supporting rOOf Covering fso = calculated average axial compressive
stress in N/mms
or rafter and roof battens.
1IS 883 : 1994
- calculated axial tensile stress in N/mm* u = constant for a particular thickness of
= the permissible bending stress on the plank
extreme fibre in N/mm* V = vertical end reaction or shear at a
fo = permissible stress in axial compression section in N
in N/mm* w= total uniform load
f cn- permissible stress in compression normal = distance in mm from reaction to load
( perpendicular ) to grain in N/mm* ; = section modulus of beam in mms
f OP = permissible stress in compression r = a factor determining the value of form
parallel to grain in N/mm’ factor K,
foe = -permissible compressive stress in the 6 = angle of load to grain direction
direction of the line of action of the
8 - deflection at middle of beam
load in N/mms
ft = permissible stress in tension parallel to 5 MATERIAL
grain in N/mm* 5.1 Species of Timber
H = horizontal shear stress in N/mm*
The species of timber recommended for con-
= moment of inertia of a section in mm4 structional purposes are given in Table 1.
; - coefficient in deflection depending upon
type, criticality of loading on beam 5.1.1 Grouping
X, - modification factor for change in ~10~ Species of timber recommended for constructional
of grain purposes are classified in three groups on the
Ks c modification factor for change in dura- basis of their strength properties, namely, modulus
of elasticity ( E ) and extreme fibre stress in
tion of loadings
bending and tension (fb ). The characteristics of
these groups are given below:
&I,
Group A - E above 12.6 x 1GsN /mms; fb
x;,
above 18 0 N/mms
A-6
Group B - E above 9.8 x 10s N/mm* and
and
up to 12.6 x 10s N/mms; fa
Ks = form factors above 12.0 N/mm* and up to
XT - modification factor for bearing stress 18.0 N/mm’
Group C - E above 5.6 x 10s N/mm* and
KS = constant equal to O-584 - up to 9.8 x 1Cs N/mm’; ,fb
ffp
above 8.5 N/mm’ and up to
K. = constant equal to + _U xE 12.0 N/mm’
d 5.1.2 Safe permissible stresses for the species of
WOP
timber (classified into there groups in 5.1.1 ) are
KIO= constant equal to 0.584 _!% given in Table 1.
f
CP 5.1.3 Timber species may be identified in
accordance with good practice.
1 - span of beam or truss in mm
5.2 Other general characteristics like durability,
M- Maximum bending moment in beam in treatability of the species are given in Table 1, as
N [mm’ far as these are known.
n = shank diameter of the nail The species of timber other than those given in
p1 - ratio of the thickness of the compression Table 1 may be used provided the basic strength
flange to the depth of the beam properties are determined and found in
accordance with 5.1.1.
Q= statical moment of area above or below
the neutral axis about neutral axis in Other species can be used at the risk of larger
sections and economy.
nuns
Q = a constant for particular thickness of N unO lT isE te d- spF eco ir e s,o ab t ra efi en ri en ng c eb a ms aic y bst er e ms as d ef ig tou r te hs e o Ff orth ee s t
plank Research Institute,D ehra Dun.
Ql = ratio of the total thickness of web or 5.3 Moisture Content in Timber
webs to the overall width of the beam
Unless otherwise specified the moisture content of
S = unsupported overall length of column the timber shall conform to the requirements given
in mm in IS 287 : 1993 ( ste also Tablt 2 for rtcommendtd
t w nominal thickness of planks used in moisturt conttnt bawd on tht zonaf division of the
forming box type column in mm country ).
21s JJs3t 1994
Table 1 Safe Permissible Stresses for the Species of Timber
[ Clou~ar5 .1’, 5.12, 5.2, 5.7.1, 5.7.2 (b) 6.2, 6.3,6.4.1, 6.4.2, 6.4.2.2, 7.5.8.4 (b) ]
Spedes LocsUty Prom Aversge Pcrmisssiblc She.‘ I* N mm’ ror Grrdt , PrmerV8tI”e §R=fnct0ri-
_______-_-------~ Where Tested Unit Modo? r----_-_ -_---______h-____-_- --p-----T Cburcterm menuA&
Trade Name Mssm at Eluticit~ Bendina and Tension Shear ComDrewan --_A____
12 Per- ‘A~~r$s Along drain, Extreme Ail Loc.slions Comprt uion Perpeodicular to Grain . tDurabi- :Treu-
Cell‘ Fi bre Srren c---*--T Parallel co Gram r------.---y lity Cti nbiliry
M&rue Loe.don~ 1 --_*_---_ Horizon- 91onw .----.--*--_------ Wet Grade
Grain Inside Outride Wer LOCS-
LOCa- LO==- LOCZi- LOCa- t,on
lion tmn lion
-__ -__ ._
(3) (6) (7) (81 !13) -- (16 _ ) (17) (18) (19)
Kbaw u. P. I 009 13*4 20’1 16‘8 13’1 I.55 2.21 13’tl 12’3 10’1 7’7 6'0 4’9 I - A
I&u@ch M. P. I 086 167’9 26’5 22’0 Ii’6 2’24 3’20 17’9 15.9 13’0 10’9 8’4 8’9 - A
Blrck sirir Madras 737 135’4 18’7 15’6 12’5 I .53 2’19 I3 3 11’8 9’6 7.3 5’6 4’6 I e B
Bruguiera AndrnPnr 897 176 8 21’9 18’3 14’6 1’18 I ‘69 14’3 12.7 10’4 5’5 4’3 3’5 III - -
( Mangrove )
Dbaman M adra, 788 148’2 18’3 15’2 12’2 1’31 1’87 12’0 10’7 8’7 6.0 *7 3.8 II d B
Kar”ng Madras 987 169’1 25.1 20’9 16’7 1’51 2’16 16’4 11’6 Il.9 9’3 7’3 59 - -
Hopea .Madras ,081 147‘9 21.3 17.3 11’2 1’53 2.19 14’5 12’9 10’6 9’9 7.7 6’3 I - A
HOptl Madrar 923 1303 18’6 15’5 12’4 1’29 1’84 13’2 11.8 9’6 9’2 7’3 6.0 I e A
Ping Assam 903 132’0 I91 15.3 12’7 1’28 1’84 1’17 10’4 8’5 5.7 4.4 3’6 III b A
Mnua A.U=lll 965 163’0 233 19’4 15’5 I.23 I’76 15’5 13’8 11’3 5-y 4’6 3.7 I e
Bullet-wood S. Andaman I 103 173’9 22’7 18’9 15’1 I ‘47 2’10 11‘2 12’7 10’4 11’3 8’8 7’2 I _
Ballagi Madras I 139 162’9 22’4 la.7 15’0 1’53 2’18 14’7 L3’l 10’7 8’7 6’8 5’5 I c
Red saodtr; Madras I 121 127’3 25.0 20’9 !6’7 1’74 2’40 I&l 16’1 13.2 11’8 9’2 7’5 -
Cboai .4odaman 869 150’6 21’5 17’9 143 1’05 1’50 12’5 II’1 9’1 5’3 4.1 3’4 - -
Padri Madras 731 129’4 19’0 15’8 12’7 1’12 1’60 11’9 10‘6 8’7 40 3’1 2’6 111 -
Milla .Mah.washtra 937 130’1 18’2 15.2 12’1 1’17 1’67 12’6 11’2 9’2 9’5 7’4 6.1 I -
Kakko Andaman 642 111’7 13’4 1 I’2 9’0 I ‘08 1.54 9’0 8’0 6’5 4‘4 3’4 2.8 I e B
Dbrura. u. P. a92 105‘5 Iti’l 13’4 10’7 1’11 1’59 9’1 8’1 6‘6 4’7 3’7 3’0 I e A
Axle wood
( Bakli )
Aim Yadr.u 6110 104’5 15’0 12 5 10’0 0’14 I.05 10’4 9’2 7’5 3‘3 2% 2’1 1
Babul Il. P. 797 - - 12’9 lo’3 1’44 2’06 8’9 7’9 6’4 5’2 4’0 3’3 II
Saled khair Mahar=htra ‘993 122’8 23’0 19.2 15’3 1’65 9’35 13’9 12’4 10’1 9’9 7’7 63
Mundoni Madras 690 l25’Y 16’1 13’4 10’8 1’23 1’76 IO’5 9’4 7.7 46 3’6 2’9 III
Aglaia .\nlm 815 125-6 It)‘2 15’2 12’1 I.41 2’02 10’1 8’9 7’3 +4 3’4 2’8
Yen Oriw4 Pt4 116’7 17% 14’7 11’7 1’27 1’80 10’8 9’6 7.9 5’1 4’0 3’3
Juegli-nimbu Orissa 897 103’1 16.7 13’9 II.1 1’47 2’10 11’3 10‘0 8‘2 61 4’9 4’0 -
Jut1li .&am iYi 113’7 17.1 14’3 II.4 1’17 1’81 II’0 9’8 8’0 6’8 5’3 4’4 II A
Amari Ueogal 1025 10’5 13’4 1’1 9’2 0’90 I 30 t1’4 7.4 6’0 3.7 2.9 2’4 II B
Pip11 W. Bengal 671’ 98’9 12’8 10’7 8’6 I ‘05 I’49 7’9 70 5’7 3’5 2’7 1’2 - - C
.Amalrn~ II. P. 865 1 In’0 I92 16’0 12’8 I.43 L’o+ 12’3 10’9 8’9 7’2 5’6 4’6 I - A
Maninwaga hs¶nm 748 126.0 18’4 15’3 12’3 1’23 1’74 II.4 IO’1 8’3 5’9 4’6 3.8
Dhup Yadrrs 655 118% 13’3 II’1 8.9 0’86 I’23 8’1 7’2 5’9 2’8 2.2 1’8 III - C
&sod M. P. 820 10511 15’4 l2’R 10’9 0.98 1’39 10’8 9% 7’9 5’5 4.3 3’5 - -
Cawarma Orissa 769 114’4 14‘6 12’2 9’8 1’27 1’81 82 7’3 5’9 4’0 3’1 r5 III e A
Peon Maharashtra 657 97.7 13’4 11’2 9’0 0’79 1’12 8’6 7’7 63 2’8 2’2 I’8 II - B .
Srrm wond M, P. 865 116’9 18’2 15’1 12’1 1’37 1’96 10’9 9‘7 8’0 6.3 4’9 4’0 111 - A
I<xan, Yl.dras Ii15 12*3 14’7 12’3 9’H ~64 0’91 3‘0 8’0 6.6 2’7 2.1 I’7 111 b C
I
3table 1 ( Codmuif )‘
,_-_____~_______~ Spedem L Wbm arca ug TeF mr er do m Av;ye Modn olm f s c------~----- Prrmlmi -b -l -. A -----S - trems In N/mm’ for Crsdc 1 --,- - - ---- -_ P Crt hm -rr -t ci” t** m
Boraaicsl Name Tnde Name M 12/z Per. .* (AE llh d G& r, r d.. AB le on nd gi ng Graa inn ,d T Fe zn ws cio mn e AllS be las ar tions P~nC lleo lm prm ti oO n G rain PcrpendC ro cum lwpr rvwn 10 Grain ,- t- D-* u- r- a_ b i- $Trest- Scuoriq
CCIf md All Fibm Strcu ---*-, __.__ ___--_ r-l--h----_ lity C%w ability
Wet Gnde
Lots
(1) (2) (3) (4) (5) (6) (16) (17) (18) (19)
-
12’8 lo’2 I’03 1’48 9’9 IJTJ 7.2 6’6 5’2 1’2
745 109’2 13’2 11’0 8’8 0’99 I.41 8’0 7’1 5.8 3’1 2’4 1’9 I B
758 117’1 12’5 10’5 a.4 0’77 1’10 7.9 7’1 5’8 2’7 2’1 I’7 - - B
726 133’4 14’5 I26 9’6 0’75 I’06 88 79 6’4 3’5 2’7 2’2 III a B
Tnli 734 112’4 14.9 12’4 10’0 I’ll 1’59 9’9 8’8 7’2 4.7 3’7 3’0 B
Pali 606 118’6 13’9 II’6 9’3 0’72 1’03 8’5 7’5 6’2 2.9 2’2 1’8 II e B
Ebony 776 121’5 14’2 11’9 9’5 0’91 1’29 *3 7’3 6’0 3’3 2’6 2’1 A
Ebony 043 99’3 13’5 11’2 9’0 0’98 I’40 7’9 7’0 5.7 4’0 3’1 2’5 II! A
Gurjun 699 127’1 15’6 11’3 9’0 0’71 I’02 78 6’9 5’7 2’5 I’9 1.6 - - B
Eucalyptus 912 148’3 15’9 13.2 IO.6 10’3 I’48 9’0 8’0 6’5 3’4 2’6 2’1 I e A
( Blue gum )
053 114’7 16’4 13’6 I(r9 1’22 I’74 1 I’3 10’0 8’2 7’6 5’9 4.8 - -
952 119’4 11’8 12’3 9’8 1’14 I’62 9’2 8’2 6’7 5’8 4.5 3’7 Ill d
778 109’4 16’0 13’9 IO 6 1’21 I’73 9’7 8’6 7’1 4.7 3’7 3’0
726 127’3 13’5 11’3 9’0 0’91 1’30 9’0 8’0 6’6 4’0 3’1 2’5 I - A
758 1200 15.4 12’6 IO’3 1’37 1’95 9’1 8’1 6.6 4’1 32 2’6 II d B
a72 133’7 17’9 14’9 11’9 I’27 I’Bl II’0 9’8 8’0 6’5 5’0 (‘I I A
617 106.2 13’2 11’0 8’8 0.88 1’26 8’2 7’3 6’0 2’9 2.2 I’8 - B
813 108’8 16’8 14.0 1’12 1’10 1’57 10’1 9.0 7’3 4.4 3’4 2’8 Ill -
617 107’6 12’7 lo’6 8’5 0 84 I’20 82 7’3 5’9 3’4 2’6 2’2 I e B
734 109’7 I)‘3 II’9 9’5 1’09 I.55 8’7 77 6’3 3’7 2’9 2’4 II l A
885 l23’Y 17’3 I44 Il.5 I.27 I’81 11’0 9’8 8.0 5’6 4’3 3’6 I - A
692 loo’0 12’4 lo’3 83 I’03 I’47 8’2 7’3 6’0 3’5 2’7 2’2 e B/G
715 110’6 11’8 12’3 9’9 0 93 I’32 9’7 8’6 7’0 35 2’7 2’2 III - B
788 129’0 I(‘3 11’9 9’5 I ‘09 1’56 9’1 8’0 6’6 4’0 3’1 2’5 - - -
721 112’4 17.1 14’3 II’4 I’02 I.46 12’0 IO’7 8’7 5’5 43 3’5 I c B
a42 128’3 17’4 14.5 II’6 0’97 I’38 11’7 lo’4 8’5 5’3 4’1 3.3 II c -
SO3 102’5 14.9 12’4 9’9 0’94 I .34 9’1 8’1 6’6 4’1 3’2 2’6 I e B
712 Ice9 15.0 12’5 10’0 1’22 I’74 8’5 7’6 6’2 4.3 3.3 2’7 Ill - B
719 104.1 14.8 12’3 9’S 1’17 1’67 8’1 7’2 5’8 3’3 2’6 2’1 Ill B
Planchonia odido ) Red bombwe Andmmt, 913 131.0 16’1 13’4 10’7 0’95 I ‘36 10’8 9’6 7’9 4.9 3’8 3’1 111 -
( Syn P. o*donmtuc,
Qynrw lomrllor. Oak w. Bengal 87.0 124’4 14.5 12’1 9’7 1’15 I’65 8’7 7’8 6’4 3’8 2’9 2’4 11 c A
Qwcur gqfilh:, Oak Meghalaya 974 100.6 13’1 10’9 8’8 I.1 I I’59 8’0 7’1 5’8 4.6 3’6 2’9 - A
Qprrrtu inrona Oak Punjab I 008 108’2 15’8 13’1 lo’5 1’22 1’76 8’7 7.8 63 5’0 3’9 3’2 - - A’
1
( Cmrimd
4IS 883 t 1994
Table 1 ( tonlinurd )
r--_--- Sp ~t _d -e -. - _-_--~ L Wa hC el rli et y TaP rr eo dm Av;zp M,,dm ofI .m c---- --__----- Pcrmiwslble _S _t _r -e .s _s ia N/ _-m _ m’ f _o _r _ _G __r _s _d _c ~ __I _ ___~ Pr Crs b.c rrr eN t.t ..i ”c g -l . cfr~c tot o Ad i- r
Batamcal Name Trade Name 1M 2 as Ps er. at (AE ll lU dC GI rt ry d c, AB loen nd gi ng Graia nn ,d T Ee xn trs eio mn e All S Lh oea cr a tions Camprrrswo PerpeC no dm icp ur lae ru mo to Gram r-_ tD*- u_ r =bi- &Treat- sauonimg
cent and All Fihre Strep r---*-_y ~-_-P-ar_al-le*l _-t-o_ G-r~ain c--- --*----_ litv Clam ability
In,ide Ourrid<: Wet Grade
Ioride Outride Wet LUC& LOCa- L0ca
Loca. LfXa- Loca- rion tmn tion
lion rion tmn
_.
(2) (3) (4) (5) (6) 17) (81 (9) (IO) (11) (12) (13) (14) (15, (16) !I71 (18) (19)
Oak W. Bengal 874 126‘3 13’2 12’7 10’1 I’11 1’73 9’6 8’6 7’0 3’3 4’1 3’4 II E A
- Punjab 834 115.8 15’8 13’1 10‘3 1‘?7 I’81 8’3 i’3 6’0 3’8 2’9 2’4 - - A
Sal M. P. 805 126’7 16’9 14’0 I I’? 0’94 I’34 IO’6 9’4 7‘7 4‘6 3’5 2’9 I e A
Robini Madras I II6 122’2 21’5 17’9 14’1 1’62 2‘32 15’0 13’3 10’9 12‘9 10’0 8’2 I - A
Mabnrasbtra 721 122’0 16‘8 14’0 II.2 1’10 I’56 12% 11‘2 9’: 6’8 5’3 4’3 - - --
Nar,kel Assam 5Y3 109’3 13’4 II’8 8’9 0 84 I’20 8’2 7.3 6’0 2’7 ?‘I 1’7 III C
Jaman Assam 841 103’3 14’8 12’4 9’9 I’ll 1’58 9.0 8’0 6.5 6’9 3.4 4’4 II A
Babera u. P. 729 IO1 9 13’6 II’3 9’0 0’96 1’37 8’4 7’3 6’1 3’7 2’8 2’3 III B
Mymbalan - 918 123’7 17’1 14’2 Il’t I’l? I’60 1’17 10’4 8’3 6’7 5’2 4’3 II A
- Aslllll 733 118’9 17’1 14’3 II.4 I’ll 1’59 10’8 9‘6 7’9 5’0 3’9 32 -
Black-cbuglam S. Andamao 822 126% 16’8 14’0 :I’2 I.12 1’60 lo’3 9’2 7’5 5’1 4’0 3’2 II B
Teak Il. P. 660 99.7 IS5 12’9 IO.1 1’15 1’64 9’4 8’3 6.8 4’5 3’5 2’8 I B
Kindal Mabarashtra 765 105.7 13’ I 10’9 8’: 0’92 1’32 8’6 7.7 6’3 3’6 2’8 2’3 I A
Lallrel, Madras 906 105’4 15’1 12’5 10’0 I’10 I.58 9’4 8’4 6’8 6.2 4’8 4’0 I A
Sain
White-cbuglam S. Aodaman 690 123’8 15’3 13’0 IO’4 0’87 1‘24 9’8 8’7 i’l 3’6 2’8 2’3 111 e *
Bhendi Mabarasbtra 766 103’6 la.9 15’8 12’6 I 32 I.88 II’3 10‘0 8’2 4’4 3’4 2’8 - - B
IrUl Mtlbarmbtra 839 116’3 16’2 13’5 10’8 I’28 1’83 10’9 9’7 7.9 7’8 6’0 4’9 I e A
Mullilam W. Bengal 387 106’3 14’7 12’2 9’8 0’87 1’24 9’3 8’4 6’9 3’4 2.6 2’1 I e B
ArUtlXbd 715 Ill’7 15’2 12.7 IO’1 1’20 1’70 IO.3 9’2 7’3 4’0 3’1 2’4 - - -
Cbe,tnut Megbalaya 688 125.4 14’8 12’3 9’9 0’98 1‘40 9’8 8‘7 7’1 3’4 2’7 2’2 - B
Eucalyptus Nilgiri 831 121‘2 17‘3 14’4 II 3 I’38 I.96 II’0 9’8 8’0 4’2 3‘3 2’7 - -
Eucalyptus ooty 725 93’5 15.t 12’9 10’3 0’99 I’41 8’6 7’6 6’3 3.0 2’4 2’0 - -
Eucalyptus Madras 777 110’3 16’7 13’9 11’1 0’96 I.38 9’7 8’6 7’1 3.4 2’6 2’2 - - -
White siris u. P. 643 90’2 13’4 II’2 8’9 0’98 1’40 8’5 7’6 6’2 4’3 3’3 2’7 I c
Lakoocb u. P. 6+7 61’4 IO.0 8’3 6’7 0’98 1’41 5’3 4’7 3.8 2’8 2’2 I’8 I
Jack, Lathal Madras 617 94’6 13’9 II’6 9’2 1’04 1’48 9’3 tJ3 6’8 4’5 3’5 2’9 I _
Pitraj W. Bengal 668 H9.8 12’3 10’2 8’2 1’08 1’54 8’0 7.1 5.8 4’0 3’1 2’6 I -
Adinn cordif&* Haldu u. P. 663 85’4 13’3 II’I 8’9 0’96 I.36 t3’i 7’7 6’3 4‘4 3’4 1.8 III a
Anlhocepl&u chinrnrir Kadam - 485 18’8 9’7 8‘1 6‘4 0’69 fl.98 3’9 3.3 4’3 1’9 I’5 I’.! III =
1
( Syn. A. Codomba
Arlocorpur rhoploshn Cbaplash Assam 515 91.1 13.2 11’0 X.8 0.86 I.21 a.5 7’5 6’2 3’6 2’8 2’3 II d B
Acaclo lrucophlocn Hiwnr M. P. 737 78.5 13’4 II’2 9’0 I’03 1’47 7’5 6’7 5’4 4’5 3’5 2’8 - A
Acorio mclanoxylons Black wood Madras 630 94’5 13’0 10 R a.7 I ‘05 1’50 7’6 6’8 5’5 3’2 2’5 2’0 -
A ( c Sn yc nio . m Ar .w n mr oti l lirsimn ) Black wattle Madrar 669 til’0 10’4 6’6 69 II.83 I.18 60 5’4 4’4 2’3 I’8 I’5 - -
Aar ‘pp. Maple Punjab, U. P 551 73’5 9’9 8’2 6’3 0’88 1’25 5’9 49 4’0 2’1 1’7 I’4 III - B
A
(
q Sb
y a.
m f. nrm trrl to nr
btjueo 1
Bael u. P. 890 88.1 13’5 II’2 9’0 I.40 2’cm 8.8 78 6’4 6’8 5’3 4’3 III B *
Andamu, 705 91.6 13’2 II.0 8’8 I ‘08 I ‘54 7.9 7’1 3’8 4‘0 3’1 ?‘6 - -
Gokul W. Bengal 404 79’4 8’3 6’9 5’5 0’58 0’82 5’3 4’7 3’9 1’1 0.9 0’7 III - C
Kardbal u. P. Y29 97’5 17’0 14’2 I I’; I’28 I’84 9‘8 8’7 7’1 6’5 5’1 42 III A
( Cmtmw, d
5IS 889 t 1994
Table 1 ( Conhued )
OpCd- Locrlity From Avemgr Modmlue Pcrmis.iblc Sbc.. is. N/mm’ for Grade 1 PrcS.Z.V8tiVc gRcfr8ctori-
,-------_A.- _--_--\ Where Tested Lhit Of _---________--~___*- -------_--_ -_---_ __-C*h-_*.X-_!te *. DCS. *o Air
Trulc Name nlus .t Eh.&ity . Bending and Tenwon Shear Compression Comprrrrion Sc8modmg
12 Pcz- (All Grsdcs Along Grain, Extreme All lwatiom Pusllcl 10 Grain Perpendicular to Grain ‘thrabi- fTrcat-
CCDL md All Fibre Strer, ,-_--*---_. c- .--_*---_ ,_-----*__--- lity Cllsr ahlily
M&y.r; I,ocrtioa~) ,------*---- - H.XlZ0U Along Inside Outride Wet Inside Outride Wet Grade
sl Iorsde Outride Wet 1.1 Gr*Ul Loca- Loca- LOC&. LOCa- LOCS- Lo.==-
LOCC LOCh LOC*- tioo tion tmn lion rioo lion
kg/m* N/mm’ rion tion tion
_ - ---- -.~ -- --
(1) (2) (3) (4) (5) (6) (71 (8) (9) (IO) - (II) (12) 113) (14) (15) (16) (17) -__ (18) -_(1 _% _
dnranul - Keral. 833 94% 15’2 12’7 10’2 1’22 I‘59 10’8 9’6 7’8 7’3 5.7 4’7 - -
AlbiZin lrn~ - Aruonehal, A. I’. 566 85’1 10’7 8”) i’l 08’2 I’18 7’3 65 5’3 2’3 I’8 I’5 ._ -
NeMll u. P. 836 85’2 14’6 12.1 9’7 1’29 1’84 10’0 8’9 7’3 5’0 3’9 3‘2 - -
S&i Bibu 551 72’1 9’4 7’9 6’3 0’73 1’05 5’5 4’9 4’0 2’1 1’6 1’3 I e C
Kaui Llihnr 584 94’2 11’6 9’7 7’7 0’88 1’26 7’1 6.3 5’1 4’0 3’1 2’6 I e B
Birch W. Bcngsl 625 92.3 9’6 8’0 6’4 0’76 1’08 5’7 5‘0 2’1 2’2 1’7 I’4 - 8
IJrkm Msdru 769 88’4 9’6 8’2 &5 0’79 1’12 5.9 5’3 4’3 3’6 2.8 2’3 III - A
BihOpWOOd
A. P. 756 11’7 15’5 13’3 10’5 O?Ul I.30 10’1 9’0 7’4 5’3 4’1 3‘4 II c
u. P. 889 83’7 13’1 10’9 8’8 1’03 1’48 7’7 6’8 5’6 5’3 4’1 3’4 I A
H. P. 557 94.8 10’2 8’7 7’2 0.70 1’00 7.8 6’9 5’7 2’7 2’1 1’7 I c c
u. P. 506 84.1 8’8 7.6 6’2 0’57 0’82 6’9 6’2 5’0 2’4 1’8 1’5 I e C
w. Bengal 624 98’5 10’6 8’8 7’0 0’82 1’17 6’4 5’7 4’6 2’7 2’1 17 II b B
ckukruti odurin~ W. Bengal 666 83’5 II’8 9’8 i’Y 1’05 I ‘50 7’1 w3 5.2 3’9 3’1 2’5 II c B
( Syn. C. T&&is )
MalUnhtra 689 86’8 13’5 II’2 9’0 0’95 1’36 8’7 7’8 6’4 40 3’1 25 III e B
Wbitc dhup Assam 569 105’4 10’1 8’4 6’7 0’74 1’06 6.2 5‘5 4’5 2’1 1’6 1’3 III - c
Mdru 471 65.7 IO.2 8’5 6’a 0’49 0’70 6’4 5’6 4’6 2’0 1’6 I’3 -
KenIs 761 73’4 9’2 7’7 6’1 0’74 1’05 9’5 8’4 6’9 3’9 3’0 2.5 -
M. P. 884 83’9 12’9 lo’8 8’6 I’D8 1-55 8’0 7’1 5’8 4’2 3’3 2’7 I -
Punjab 799 71’4 12‘8 IO.7 a.5 1’25 1‘79 8’2 7’3 6.0 4’2 3’3 2’7 I c
W. Bengal 647 86’1 12.1 10’0 8’0 0’83 1’18 7.3 6’5 5’3 2’7 2’1 I’7 111 a
w . Bengal 622 75’6 11’8 9’9 7’9 0’94 I.34 7’1 6’3 5’2 3’5 2’7 2‘2 III d
Mah.r*1btra 818 76’9 10’9 9’1 7’3 0’85 1’22 7’0 6‘2 5’1 3’3 2.6 2’1 II
W. Bengal 485 83.8 9’8 8’2 6.5 0’6Jl 0’85 b’4 5.7 4’7 I’8 1’4 I’1 III e
Madru 466 87.4 9’7 8’1 6’4 0’70 0’99 6’3 5’6 4’6 2’0 I’5 1’3 C
MUhI 753 60.0 10’2 8‘5 6’8 0’85 1’20 7‘3 6-5 5.3 4’0 3’1 2’5
Madru 687 64’8 9’2 7’7 6’1 0’70 I ‘00 6’9 6’1 5’0 4’0 3‘1 2-6 - - -
Is. P. 571 75‘8 Il.7 9’7 7.8 1’01 1’45 7’2 6’4 5’3 3’4 2’6 2’1 I l B
Il. P. 501 70’2 9’8 8’2 6‘6 0’84 1’21 5’7 5’0 *I 4’2 3’2 2’7 I e B
M. P. 705 71.3 14.1 11’7 9’4 I.20 I’70 8’4 7.4 6’1 4’6 3’6 3’0 -
M. P. 852 66’4 14’1 I I’8 9’4 I’29 I ‘84 9’0 80 6’5 7’4 5’6 1’7 I e
u. P. 592 74.6 12’0 IO.0 8.0 0’89 1‘20 6’7 6’0 4-9 2’8 2’2 1’8 III b B
M. P. 616. 86’9 12’3 IO.2 8’2 0’67 0’96 7’9 7.0 5’7 3’4 2’6 2’1 -
u. P. 565 90’0 9’9 8’3 6’6 0’85 I’22 5’8 5’2 4’2 2’2 1’7 I’4 III Is ’
N. Andamsn 622 85’3 12’1 lo’1 8’1 0’82 1’17 7’7 6’8 5’6 3’4 2’6 2’2 II l B
,
( Cmtiwd )
618 883 I 1394
Table 1 ( conlinucd )
spcciem Lacdlty Prom
y--P- -----Y Wbae Tut-d
Botanical Name Trsde Nmne
(15) (16) (17) (18) (19)
Jbingan u. P. 557 56’3 8’5 7’1 5’7 0’64 0 91 4.9 4.4 3’6 2’2 I.7 I’4 III e R
.
673 63’2 11’6 9’7 7.8 1’04 1’49 7’4 6’6 5’4 3’8 3’0 2 *4
460 73.3 8’5 7’5 5’6 0’53 0’83 53 *7 1’0 I’8 I’4 1’1 1iI - .C
936 88’2 13’0 IO’8 8’7 1’01 I’44 7’5 6’7 5’5 6’3 )‘9 4’0 1 e A
M.&go, Aam Orissa 661 91’2 12’2 10’1 8’2 0.9G 1‘37 7’3 6’5 53 3.1 2’4 2’0 III . C
Mxhilru Madru 521 76’3 lo’2 8’5 G’8 0’71 I ‘02 6’3 5’6 4’6 2’4 1’9 I’5 III * B
Raini u. P. 662 75’1 10’8 9.0 7’2 0’96 1’36 6’0 5.4 44 2’9 2’3 I’.9 III B
A_ 449 103’7 lo’9 9.1 i.3 0’68 0% 8’0 7’l- 5’8 3.4 2’6 2’1 - -
Cbmnp w. Bengal 512 82.5 10’9 9’1 7.3 0’72 I’02 6’6 59 4’8 2’8 2’2 1’8 I - B
KGm u. P. 651 78.2 12’6 IO’5 8’4 I ‘04 I’49 7’9 7.0 5’7 37 2’9 2’4 IlE b B
ChUlp W. Bengal’ 513 lOI’ 9’8 8’2 6’5 0’72 I’03 6’1 5’5 45 I’6 1’3 I’0 II e B
Domul u. P. 747 79’2 II’7 9’7 7’8 I’14 1’63 7’0 6’3 5’1 3’2 2’9 2’4 III -
Mulberry u. P. 743 82’0 I I’8 9’8 7’9 1’00 I’43 6’6 5-a 4’8 3’8 2’9 2’4 III - B
MUlb=lY Ii. P. 657 70’3 10’2 8’5 68 0’91 I.30 5’6 SO 4.1 2’6 2’0 1’6 III B
BOls And8llun 588 86’1 12’3 lo’2 8’2 1’02 1’46 7’2 6’4 5’3 3’3 2’5 2’1 B
S8OdUl M. P. 784 85’4 13’3 II.1 0’9 1’21 1’72 8’5 7.5 6’2 5’1 3.9 3’2 I - B
Bowurn Asum 566 95% 13’2 11’0 8’8 0’84 1’21 8’8 7‘8 6’4 2’8 21 1’8 II e B
ChiI u. P. 525 90’2 8’5 7’3 6’0 0’62 0’88 6’0 5’3 4.4 2’0 I’5 I’3 III b C
Kail 515 680 6’6 5’6 5’0 0’60 0’80 5’2 4’6 3’8 1’7 1’3 1’0 II 5 c
nonrum Asum 511 76’5 9’7 8‘1 6’5 0’70 1’01 6’6 5’9 4.8 2’2 1’7 I’4 II c B
Rohu H. P. 761 57.7 12’5 10’4 8’3 1’15 I.65 6’8 6’1 5’0 4’0 3’1 2’5 III - B
Purotia
Kbri pine North Eut 513 73.8 8’9 7’4 5‘9 0’57 0’74 5’8 5’2 )‘3 1‘5 1’2 I’0 B
Kikw rioghi J. & K. 881 73.2 13’1 lo’9 8’7 I‘20 I’71 8’0 7.1 5’8 4’3 3’4 2.8
Thirmin S. Andamm 533 941 12’5 lo’4 8’3 06’1 0’86 8’0 7’1 5’8 2’6 2’0 I’6 II
752 91‘5 11’9 9’9 7’9 0’83 1‘19 6’7 6’0 1‘9 3’0 2’3 I’9 III B
700 92’9 13’2 11’0 8’8 0’97 1’39 7’1 6’3 5’2 3’2 2’5 2’0
548 94’ I 104’4 8’7 69’6 0’86 1’23 67 6’0 4.9 2’4 I’9 1’6
687 95.5 13’5 11’3 9’0 0’85 1’22 0’7 7.7 6’3 3.2 2’5 2’0 III B
657 I165 II’4 9’5 7’6 0’84 1’19 6‘7 5’9 K8 2’0 1’6 I’3 II B
696 85’2 13’2 I I’0 8’8 1’06 1’52 9’0 8’0 6’6 4’3 33 2’7 II -
( Conrtid)
IIS 883 t 1994
Table 1 ( conchdcd )
,_____---*_-__---T Sp2iM L Wo hc ea rl eit y TeF sr to em d Av Ie Jn og ie t Mod oo f lus r__------------_---_- Ptrmissiblc Stress in N A/ _m __m _’ _ __f _o _r _ _G __r _n _d _c 1 ____ --_~ P Cr bc rs rc .r cv tr* rt .i vc gnefr*ctori-
Botanical Name I-rade Name Mua .t Elnaticity Bending and Tension Shea, Camprerrmn Comprrtrmn c_-*---_
12 Per- (All G-d-s Along Gram, Extreme All locations Parallel 10 Gram Pe,pend,cula, to Cram tDu,abi- fT,rat-
cent *ad All Fibre btrrsr ,-__-n--- ~ ‘;“~d, __h_____~ ,_-_-.-_h-__-_~ lay Clru abdity
Moianre Locatioa~) C----h____ _ HO,U.OIl Along OU,ll& \Vet Inride Outside WC1 Grade
Goatctlt Instide Outride We, ,a, G,al” LOC& L0ca- LCXa- Loca- Loca- Loca-
(8) ! IG) (17) (18) (19,
Kucum Bihar 1 0 32 121’2 15.5 13’0 IO‘4 1.4; 2’11 IO’Y 9.7 7’9 b’i 4.: _I’!, II J A
Chilauni W. Bengal 693 95’7 Il.1 Y’3 7.4 0’8Y I.28 6’6 5’Y 4’8 “‘3 I’8 it IIL d D
Makai Astam 548 92’7 II.1 9’2 7‘4 0’91 I’ZY 7’1 6’3 5.L 2’Y 2’1 I‘8 III c LI
KC0r.i W. Bengal 617 86’3 12’8 10’7 8’5 0’92 I.32 7‘4 6’6 5’4 q8 3’7 3’0 II - n
Padri u. P. 721 88’6 13’3 I I.1 8’9 0’98 I’29 7’3 7’0 5‘7 3’5 2’7 2’2 III B
Teak M. P. 617 84 9 12’8 IO’7 8’5 OS4 1’30 7’9 70 5’7 4‘0 3’1 2’6 1 e ”
Arjun Bihar 794 77’1 12’2 10’2 8’2 1’12 I’60 7‘4 6.6 5’4 5’2 4’1 3’3 II b H
Hollock ASsam 615 96 2 II’9 9’9 8’0 0’85 I’21 7.6 6’7 5.5 2.!J 2’2 1’8 III a u
White bomb- N. Andaman 616 89’9 I I’8 9’8 7’9 0’89 1’27 7’2 6’4 5‘3 3’0 z3 I’9 111 b 8
wae
Yew W. Bengal 705 77’9 14’3 II’9 9’5 I 22 I’74 8’7 i‘8 6’4 4’7 3.7 3’0 - -
lmli Madras 913 56’3 II’4 9’5 7’6 1’22 I.71 7’0 6’2 5’1 5.3 4‘1 3‘4 B
TOOti 0. P. 487 64’0 8’7 7’3 5’8 0 70 1’00 5’4 4’8 3’9 2’4 I’8 I’5 II c B
Vellnpins Madras 535 109’5 Il.5 9’6 i.6 0’73 I ‘05 i’5 6’7 5’5 2’3 I’8 I’4 111 e C
Ho,,ecbntnut U. P. 484 75-5 8’5 7’1 5’7 WE I’ll 4’8 4’2 3’5 I’8 I’4 1’1 - - B
Tad (Palmyra) A. P. 838 87’9 lo‘5 6’8 7’0 0’67 0’96 IO.0 8’8 7.2 4.7 3’6 2’7 - -
Eucalyptur Kamataka 804 95’3 12’8 lo’6 8’5 0’78 I’ll 7’2 r4 5’2 3’5 2’7 2’2 - A
Eucalyptut u. P. 781 70’3 12’4 10’4 8’3 1’12 I ‘60 i’9 7’0 5‘7 3’5 2’8 2’3 A
Eucrlyptw T. N. 713 922 14’8 12’3 11’1 0’99 I’41 8’5 7’6 6’2 2’H 2’2 1’8 - A
Euulyptu~ T. N. 584 79’3 12’8 IO’7 8’j 0’80 I-15 8’0 5’4 4’4 25 I‘9 1’6 - - A
Eucalyptur U. P. 819 82’4 II’5 9’6 7.6 I’46 2’08 8‘2 7‘3 6’0 6‘2 4’8 4.0 - - A
*Species rhur muked and tetted from other localitier thaw higher rtrengtb to enable their categorization ia higher group.
Fer Exam+
i) Sal tested from Went Bengal, Bihar, U. P. and Awarn can be clan&d at Group ‘A’ tpeciet:
ii) Hnldu tested fmm Biba, can be clurified at Group ‘B’ rpeclet;
iii) Morut la&gate ( Bole ) of Asaam can be clnuitied in Group ‘B’ rpecin.
fllat&ication for preservation based 011 durability test), etc.
CIOSS
I-Average life more than 120 mooch>;
II-Average life 60 months ad above but lerr than 120 montbt; and
III-Average life Iem tban 60 mootha.
* Irwfability Cradu
a- Heartrood euily t,catrble;
b Heartwood treatable but complete penetration nor alwws obtained, in cae where the lcut dimension it mo,e than 60 mm;
c- Heartwood only part\ally treatable;
d- Henrtvood refractory to t,e.t,twttt; and
C- Heanvood very refractory to t,catmem, penetntion of prerervative being practically nil even from the ends.
OData bucd cm ttrengtb pmpcrtiet at three yea,, of age of Ilee.
$Clattinicationt bated on teatoning bcbaviou, of ttmbc, nod ,cf,arra,ioetr w.,.t. rncking, tpliting rod drying rate:
A - Highly rrf,acto,y ( tlow and difficulty to Keaton free from rurface and end cracking ):
B- Moderately refractory j mayb er enmonfreedef roms urfacaend end cracking wIthin reamnnblv short periodt, given a little protectloo agaiott rapid drying conditioot ): and
C- Non-refractory may be npidly reamned frrc fmm turfare and tnd-cracking even in the open al, and sun. If not rrpidlv dried, they dovelop blue tlain and mould on the turface.
8IS 663 : 1994
Table 2 Recommended hfois~ or with, respect to nailing edge distance
Content Valqes ( Percent ) and the general appearance.
( Clause 5.3 ) b) Worm holes other than those due to
po&der post bee&s; reduction in stqength
Sl Use Z&s ( see ‘Note ) to be evaluated in the same way ias for
No. #-----_*--ll-_~ knots depending upon location and group-
I II III IV
ing of such holes.
1. Structural ele- 12 I4 17 20
ments c) All other defects unlikely to affect any of
2. Joinery ( doors 10 12 14 16 the mechanical strength properties.
and windows )
5.6.2.3 Besides the permissible deSects
NOTE - The country haa been broadly divided into under 5.6.2.2, for knots, and checks and shakes
the following four zonea based on the humidity
provisions given in 8.2.2 and 8.2.3 of IS 3629 :
variations:
1986 shall apply.
Zone I Average annual relative humidity less
than 40 percent, 5.6.2.4 Location of deftct
Zone II Average annual relative humidity 40 to
50 perctnt, The influence of defects in timber is different for
different locations in a structural element. There-
Zone III Average annual relative humidity 50 to
67 percent, and fore, these should be so placed during construction
Zone IV Average annual relative humidity more in accordance with good practices that they do
than 67 percent. not have any adverse effect on the member.
5.4 Requirements of Structural Timber 5.7 hitability in Respect of Durability and
Treatability
The various other requirements of structural.
5.7.1 There are two choices fbr normal good
timber for use in budding shall conform to
structures as given below and listed in Table 1
IS 3629 : 1986.
( see also Table 1 of IS 3629 : 1986 ).
5.5 Sawn Timber
5.7.1.1 First choice
The cut sizes of timber stock for structural pur-
The species of timber shall be any one of the
pcses shall be in accordance with IS 4891 : 1988.
following Categories:
.5.6 Grading of StructnraX Timber
4 Untreated heartwood of high durability.
5.6.1 The cut sizes of structural timber shall be
Heartwood if containing more than 15
graded, after seasoning, in accordance with
percent sap wood, may need chemical
IS 1331 : 1975 into the following three grades:
treatment for protection;
a) Select grade,
b) Treated heartwood of moderate and low
b) Grade I, and
durability and class ‘a’ and class ‘b’ treat-
c) Grade II.
ability;
5.6.2 The prohibited defects given in 5.6.2.1 and
cl Heartwood of moderate durability and
permissible defects given in 5.6.2.2 and 5.6.2.3
class ‘c’ treatability after pressure impreg-
shall apply to structural timber in accordance
nation; and
with IS 3629 : 1986.
5.6.2.1 Prohibited defects 4 Sapwdod of all classes of durability after
thorough treatment with prgervatives.
All grades of timber with the following defects
shall not be used for structural purposes: 5.7.1.2 Second choice
a) Loose grain, splits, compression wood in The species of timber shall be of heartwood of
coniferous species, heartwood rot, sap rot, moderate durability and class ‘d’ treatability.
and crookedness; and
5.7.2 Choice for load-bearing temporary structures
b) Worm holes made by powder post beetles
or semi-structurals at construction site-
and pitch pockets.
a) Heartwood of low durability and class ‘e’
5.6.2.2 Permissible defects
treatability; or
The following defects are permitted for all grades
of timber: b) The species whose durability and/or treat-
ability is yet to be established, as listed in
a) Wanes, provided (i) they are not combined
Table 1.
with knots and reduction in strength due
to this is not more than reduction with the 5.7.3’-Storing of Timber
maximupl allowable knots* and (ii) there
is no objection to its use as bezring area This shall be in accordance with IS 3629 : 1986.
9IS 883 : 1994
6 PERMISSIBLE STRESSES 6.4 Modification Factors for Permissible
Stresses
6.1 Fundamental stress values of different
species of timber are determintd on small 6.4.1 Due to Change in Slope of Grain
specimen in accordance with standard practice
laid in IS 1708 ( Parts 1 to 18 ) : 1986. In these When the timber has not been graded and has
values are then applied appropriate reduction major defects such as slope of the grain, knots
factors given in the relevant table of IS 3629 : and checks or shakes ( but not beyond permissible
1986 to obtain the permissible stresses. values ), the permissible stresses given in Table 1
shall be multiplied by the modification factor X1
6.2 The permissible stresses for Groups A, B and
for different slopes of grain as given in Table 4.
C for different locations of use and applicable to
Grade I of structural timbers shall be as given in 6.4.2 Due to Duration of the Load
Table 1; and the corresponding minimum permis-
sible stress limits shall be as given in Table 3, For different durations of design load, the per-
missible stresses given in Table 1 shall be multi-
provided that the following conditions are met:
plied by the modification factor Ks given in
4 The timber should be of high or moderate Table 5.
durability and be given suitable treatment
6.4.2.1 The factor Xs is applicable to modulus of
where necessary,
elasticity when used to design timber columns,
b) Timber of low durability shall be used otherwise they do not apply thereto.
after proper preservative treatment in
accordance with IS 401 : 1982, and 6.4.2.2 If there are several durations of loads ( in
addition to continuous ) to be considered, the
Cl The loads should be of continuous and
modification factor shall be based on the shortest
permanent type.
duration load in the combination, that is, the one
6.3 For permissible stresses ( excepting E ) of yielding the largest increase in the permissible
other grades of timber, values given in Table 1 stresses, provided the designed section is found
and Table 3 shall be multiplied by the following adequate for a combination of other longer
factors, provided that the conditions laid down duration loads.
in 6.2 are satisfied: [ Explanation : In any structural timber design
a) For Select Grade Timber 1.16 for dead loads, snow loads and wind or earth-
quake forces, members may be designed on the
b) For Grade II Timber 0.84
basis of total of stresses due to dead, snow and
6.3.1 When low durability timbers are to be used wind loads using Ks = 1.33, factor for the per-
on outside location, the permissible stresses for all missible stress ( of Table 1 ) to accomodate the
grades of timber, arrived at by 6.2 and 6.3 shall wind load, that is, the shortest of duration and
be multiplied by 0.80. giving the largest increase in the permissible
Table 3 Minimum Permissible Stress Limits ( N/mma ) in Three Groups of
Structural Timbers ( For Grade I Material )
( Clauses 6.2 and 6.3 )
Strength Character Location of Group A Group B Group C
2. Use
9 Bending and tension along Inside 1) 18’0 12-o 8’5
grain
ii) Shear r) 1’05 0’64 0.49
Horizontal All
locations
Along grain All 1’5 0’91 0’70
locations
iii) Compression parallel to Inside *) 11.7 7.8 4’9
grain
iv) Compression perpendicular Inside s) 4’0 2’5 1’1
to grain
y) Modulus of elasticity All 12’6 98 5’6
( x 103 N/mm* ) locations
and grade
1) The values of horizontal shear to be used only for beams. In all other cases shear along grain to be used.
2) For working stresses for other locations of use, that is, outside and wet, generally factors of 5/6 and 213 are
* applied.
10IS 883 : 1994
stresses. The section thus found is checked to projected area of all material removed by boring,
meet the requirements based on dead loads alone grooving or other means at critical plane. In case
with modification X, = 1.00. J of nailing, the area of the prebored hole shall not
be taken into account for this purpose.
Table 4 Modification Factor K1 to Allow
for Change in Slope of Grain 7.4.2 The net section used in calculating load-
carrying capacity of a member shall be the least
( Clause 6.4.1 )
net section determined as above by passing a
plane or a series of connected planes transversely
Slope Kl
~-~---~--h_ , through the members.
Strength of Strength of
7.4.3 Notches shall in no case, remove more
Beams. Joists Posts or
and Ties Columns than one quarter of the section.
(1) (2) (3) 7.4.4 In the design of an intermediate or a long
1 in 10 0’80 0.74 column, gross section shall be used in calculating
1 in 12 0’90 0.82 load-carrying capacity of the column.
1 in 14 0.98 0.87
1 in 15 and flatter I *co 1’00 7.5 Flexural Member
7.5.1 Such structural members shall be investiga-
Table 5 Modification Factor KS for ted for the following:
Change in Duration of Loading
a) Bending strength,
( Clause 6.4.2 )
b) Maximum horizontal shear,
Ii:. Duration of Modification c) Stress at the bearings, and T
Loading Factor, Kc
d) Deflection.
(1) (2) (3)
9 Continuous ( Normal ) 1.00 7.5.2 Effective Span
ii) Two months 1’15
The effective span of beams and other flexural
iii) Seven days I *25 members shpll be taken as the distance from of
iv) Wind aud earthquake 1’33 supports plus one-half ?f the required length of
v) Instantaneous or impact 2’00 bearing at each end except that for continuous
beams and joists the span may be measured from
6.4.2.3 Modification factor KZ shall also be centre of bearing at tbse supports over which
the beam is continuous.
applied to allowable loads for mechanical faste-
ners in design of joints, when the wood and not
7.5.3 Usual formula for flexural strength shall
the strength of metal determines the load
apply :
capacity.
F
7 DESIGN CONSIDERATIONS fab = <fb
7.1 All structural members, assemblies or frame- 7.5.4 J’orm Faclors for Flexural Members
work in a building, in combination with the
The following form factors shall be applied to the
floors, walls and other structural parts of the
bending stress:
building shall be capable of sustaining, with due
stability and stiffness the whole dead and imposed
a) Rectangular section - For rectangular
loadings as specifird in appropriate codes
sections, for different depths of beams, the
[ IS 875 ( Parts 1 to 5 ) : 1987 1, without exceed-
form factor Ks shall be taken as:
ing the limits of relevant stresses specified in this
standard. D’ + 89 400
Xs = 0.81
D= + 55 000
7.2 The worst combination and location of loads
shall be considered for designs. Wind and seismic NOTE - Form factor ( Ks ) shall not be applied
forces shall not be considered to act for beams having depth less than or equal to
300 mm.
simultaneously.
b) Box beams and I-beams - For box beams
7.3 The design requirements may be satisfied and I-beams the form factor Ic, shall be
either by calculation using laws of mechanics or obtained by using the formula:
by prototype testing.
Ds + 89 400 - 1
X1 = 0.8 + 0.8~
7.4 Net Section D’ -j- 55 OOO- >
where
7.4.1 The net section shall be obtained by deduc-
ting from the gross sectional area of timber the Y = PI’ ( 6 - 8 ~1 + 3 P? ) ( l - q1) + q1
11IS 883 : 1994
4 Solid circular cross-sections - For solid e) Notched at upper ( compression ) face,
circular cross-sections, the form factor Ks where e < D
shall be taken as 1.18.
4 Square cross-section - For square cross-
H= Pb[D-;$:)a 1
sections, where the load is in the direction
of diagonal, the form factor K’s shall be
taken as 1.414. 7.5.7.2 For concentrated
1OC ( 1-x ) ( x/D )”
loads, V
= 91[ 2 + ( x/D )* ]
7.5.5 Width
and for uniformly distributed loads,
The minimum width of the beam or any llexural
member shall not be less than 50 mm or l/50 of
v= - F ( 1-E
the span, whichever is greater. 1 >
After arriving at the value of V, its value will be
7.5.6 Depth substituted in the formula:
The depth of beam or any flexural member shall H+
not be taken more than three times of its width
without lateral stiffening.
H should be within the allowable safe permissible
7.5.6.1 Stfining stress in horizontal shear recommended for the
species.
All flexural members having a depth exceeding
three times its width and or a span exceeding fifty 7.5.7.3 In determining the vertical reaction V,
times its width or both’shall be laterally restrained the following deductions in loads may be made:
from twisting or buckling and the dist.ance
between such restraints shall not exceed 50 4 Consideration shall be given to the possible
times its width. distribution of load to adjacent parallel
beams, if any;
7.5.7 Shear
b) All uniformly distributed loads within a
7.5.7.1 The following formulae shall apply: distance equal to the depth of the beam
from the edge of the nearest support may
a) The maximum horizontal shear, when the be neglected except in case of beam hang-
load on a beam moves from the support ing downwards from a particular support;
towards the centre of the span, and the and
load is at a distance of three to four times
the depth of the beam from the support, Cl All concentrated loads in the vicinity of
shall be calculated from the following the supports may be reduced by the reduc-
general formula: tion factor applicable according to Table 6.
*__Q
- Table 6 Reduction Factor for Concentrated
Ib
Loads in the Vicinity of Support
b) For rectangular beam:
Q =+bxDx$-+bDz Distance of Load 1’5 D 2D 2.5D 3D
from the Nearest or Less or More
support
and I, =& bD3
Reduction FActor 0’60 0’40 0’20 No
VQ 3V reduction
That is, H - Ib = -
260 NOTE - For intermediate distance, the reduction
factor may be obtained by linear interpolation.
c) Notched beams, with tension notch at the
supports:
7.5.7.4 Unless the local stress is calculated and
3 VD found to be within the permissible stress, flexural
HE2 member shall not be cut, notched or bored except
1
as follows:
d) Notched at upper ( compression ) face,
where e > D: a) Notches may be cut in the top or bottom
neither deeper than one fifth of the depth
of the beam nor farther from the edge of
H+
the support than one-sixth of-the span;-
1
12IS 889 : 1994
b) Holes not larger in diameter than one- bearing with a length equal to the diameter
quarter of the depth may be bored in the of the washer or the width of the small
middle third of the depth and length; and plate; and
g) When the direction of stress is at an angie
C>I f holes or notches occur at a distance
to the direction of the grain in any struc-
greater than three times the depth of the
tural member, then the permissible bearing
member from the edge of the nearest
stress in that member shall be calculated by
support, the net remaining depth shall be
the following formula:
used in determining the bending strength.
fcp x fen
foe =
7.5.8 Bean’ng faD sins 6 +fcn toss B
Table 7 Modification Factor K7 for
7.5.8.1 The ends of Rexural members shall be
Bearing Stresses
supported in recesses which provide adequate
ventilation to prevent dry rot and shall not be [ Clause 7.5.8.3.1, ( c ) and ( f ) ]
enclosed. Flexural members except roof timbers
which are supported directly on masonry or con- Length of 15 25 40 50 75 loo 150
crete shall have a length of bearing of not less Bearing in
mm MZC
than 75 mm. Members supported on corbels,
offsets and roof timbers on a wall shall bear im- Modification I.67 1’40 1.25 1’20 1’13 1’10 1.00
mediately on and be fixed to wall-plate not less factor, K-j
than 75 mm x 40 mm.
7.5.9 Deflection
7.5.8.2 Timber joists or floor planks shall not be
7.5.9.1 The deflection in the case of all flexural
supported on the top flange of steel beams unless
members supporting brittle materials like gypsum
the bearing stress, calculated on the net bearing
ceilings, slates, tales and asbestos sheets shall not
as shaped to fit the beam, is less than the permis-
exceed l/360 of the span. The deflection in the
sible compressive stress perpendicular to the
case of other flexural members shall not exceed
grain.
l/240 of the span, and l/150 of the freely hanging
length in the case of cantilevers.
7.5.8.3 Bearing stress
7.5.9.2 Usual formula for deflection shall apply:
7.5.8.3.1 Length and position of bearing
a= q ( ignoring deflection due
a) At any bearing on the side grain of timber, to shear strain )
the permissible stress in compression per-
pendicular to the grain, fen is dependent K-values = $ for cantilevers with load at
on the length and position of the bearing; free end,
b) The permissiblestresses given in Table 1 $ for cantilevers with uniformly
for compression perpendicular to the grain distributed load,
are also the permissible stresses for any
length at the ends of members and for --& for beams supported at both
bearing 150 mm or more in length at any ends with point load at
other position; centre, and
4 For bearings less than 150 mm in length & f”doth “Ez; w;pp,;;;mfs
and located 75 mm or more from the end of
distributed load.
a member the permissible stress perpendi-
cular to the grain may be multiplied by the 7.5.9.3 In order to allow the effect of long dura-
modification factor K, given in Table 7; tion loading on E, for checking deflection in case
of beams and joists the effective loads shall be
4 No allowance need be made for the diffe-
twice the dead load if the timber is initially dry.
rence in intensity of the bearing stress due
to bending of a beam; 7.5.9.4 Self weight of beam shall be considered
in design.
e>T he bearing area should be calculated as
7.6 Columns
the net area after allowance for the amount
of wane as permitted in IS 1331 : 1975; 7.6.1 Solid Columns
f1 For bearing stress under a washer or a Solid columns shall be classified into short, inter-
small plate, the same coefficient reconf- mediate and long columns depending upon their
mended in Table 7 may be taken for a slenderness ratio ( S/d ) as follows:
13IS 883 : 1994
a) Short columns - where S/d does not exceed 7.6.2.3 For intermediate columns, the permissible
11, compressive stress shall be obtained using the
b) Intermediate columns - where S/d is following formula:
between 11 and Xs, and
_--- S 4
C) Long columns - where S,‘d is greater fc = qfcrl
than Ks. Kg 1/ d12 + d,=
L
7.6.1.1 For short columns, the permissible com- 7.6.2.4 For long columns, the permissible
pressive stress shall be calculated as follows: compressive stress shall be calculated by using
fc =fcLl the formula:
0 329 UE
7.6.1.2 For intermediate columns the permissible
a
compressive stress is calculated by using the fc = ___-S
following formula: ( s/ d18 + dz” J
=fw[
fo --$(& )‘] 7.6.2.5 The following values of U and q depend-
1 ing upon plank thickness (t) in 7.6.2.3 and 7.6.2.4
shall be used:
7.6.1.3 For long columns, the permissible com-
pressive stress shall be calculated by using the t CT Q
following formula: mm
25 0.80 1.00
f c = o.329E 50 0.60 1.00
( 3/d Y
7.6.3 Spaced Columns
7.6.1.4 In case of solid columns of timber, S/d
The formulae for solid columns as specified
ratio shall not exceed 50.
in 7.6.1 are applicable to spaced columns with a
7.6.1.5 The formulae given are for columns with restraint factor of 2.5 or 3, depending upon
pin end conditions and length shall be suitably distance of end connectors in the column,
modified with other end conditions NOTE - A restrained factor of 2.5 for location of
centroid group of fasteners at S/20 from rnd and 3 for
7.6.1.6 The permissible load on a column of
location at S/IO to S/20 from end shall be taken.
circular cross-section shall not exceed that
7.6.3.1 For intermediate spaced column the per-
permitted for a square cc!umn of an equivalent
missible compressive stress shall be:
cross-sectional area.
+(&,‘I
7.6.1.7 For determining S/d ratio of a tapered fc =fcl, [ 1 -
column, its least dimension. shall be taken as the
sum of the corresponding least dimensions at the 7.6.3.2 For long spaced columns the formula shall
small end of the column and one-third of the be:
difference between this least dimension at the 0,329 E x 2.5
small end and the corresponding least dimension fc =
( S!d )”
at the large end, but in no case shall the least
dimension for the column be taken as more than 7.6.3.3 For individual member of spaced column
one and a half times the least dimension at the S/d ratio shall not exceed GO.
small end. The induced stress at the small end of 7.6;4 Compression members shall not he notched.
the taperedcolumn shall not exceed the permissible When it is necessary to pass services through
compressive stress in the direction of grain. such a member, this shall be effected by mean2 of’
7.6.2 Box and Built-up Columns a bored hole provided that the local stress is
calculated and found to be within the permissible
7.6.2.1 Box columns shall be classified into short, stress specified. The distance from the edge of the
intermediate and long columns as follows: hole to the edge of the member shall not be less
S than one-quarter of width of the face.
4 Short columns -where is less
4Xa 7.7 Structural Members Subject to Bending
and Axial Stresses
than 8,
7.7.1 Structural members subjected both to bend-
S
b) Intermediate columns -where ing and axial compression shall be designed to
4 dP + dp2 comply with the following formula:
is between 8 and x^,, and
fat
s . -f- + ffabb I.S not greater than 1.
Cl Long columns - where - 0
7.7.2 Structural members subjected both to ben-
greater than Ks. ding and axial tension shall be designed to
comply with the following formula:
7.6.2.2 For short cc;lumns, the permissible com-
pressive stress shall be calculated as follows:
is not greater than 1.
fc = QfCP
1,
14IS 883 : 1994
ANNEX A
( Clause 2 )
LIST OF REFERRED INDIAN STANDARDS
IS Jfo. Title IS No. Title
287 : 1993 Recommendations for per- 1331: 1975 Specification for cut sizes of
missible moisture content for timber ( second revision )
timber used for different
purposes ( third rcoision ) 1708 Methods of testing of small
( Parts 1 to 18 ) : specimens of timber ( second
401 : 1982 Code of practice for preserva-
1986 revision )
tion of timber ( third revision )
707 : 1976 Glossary of terms applicable 3629 : 1986 Specification for structural
to timber technology and timber in buildings ( first
utilization ( second revision) revision )
875 Code of practice for design
( Parts 1 to 5 ) : loads ( other than earthquake 4891 : 1988 Specification for preferred out
1987 for buildings strtictures ) sizes of structural timbers
( second revision ) ( jirst revision )
15Bureau of Indian Standards
BIS is a statutory institution established under the Bureau of Indian Standurds Act, 1986 to promote
harmonious development of the activities of standardization, marking and quality certification of goods
and attending to connected matters in the country.
Copyright
,&S 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
r ” reviiwed periodically; a standard along with amendments is reaffirmed when such review indicates that
no changes are needed; if the review indicates that changes are needed, it is taken up for revision. Users
of Indian Standards should ascertain that they are in possession of the latest amendments or edition by
referring to the latest issue of ‘BIS Handbook’ and ‘Standards Monthly Additions’.
This Indian Standard has been developed from Doc.I’h. CED 13 ( 4788 ).
Amendments Issued S&e Publication
Amend No. Date of Issue Text Affected
BUREAU OF INDIAN STANDARDS
Headquarters:
Manak Bhavan, 9 Bahadur Shah Zafar Marg, New Delhi 110002 Telegrams : Manaksanstha
Telephones : 3310131,33113 75 (Common to all offices)
Regional Offices : Telephone
Central : Manak Bhavan, 9 Bahadur Shah Zafar Marg 3310131
NEW DELHI 110002 33113 75
Eastern : l/14 C. LT. Scheme VII M, V. I. P. Road, Maniktola 378499,378561
CALCUTTA 700054 378626,378662
Northern : SC0 335-336, Sector 34-A CHANDIGARH 160022 603843
602025
{
Southern : C. I. T. Campus, IV Cross Road, MADRAS 600113 235 02 16,235 04 42
235 15 19,235 23 15
_(
Western : Manakalaya, E9 MIDC, Marol, Andheri (East) 632 92 95,632 78 58
BOMBAY 400093 { 632 78 91,632 78 92
Branches : AHMADABAD. BANGALORE. BHOPAL. BHUBANESHWAR.
COIMBATORE. FARIDABAD. GHAZIABAD. GUWAHATI. HYDERABAD.
JAIPUR. KANPUR. LUCKNOW. PATNA THIRWANANTHAPURAM.
Printed at Printograph, New Delhi-5 (INDIA)
|
4031_7.pdf
|
IS : 4031 ( Part 7 ) - t988
( Realfirmed 1695 )
Indian Standard
METHODSOFPHYSICALTESTSFOR
HYDRAULICCEMENT
PART 7 DETERMINATION OF COMPRESSIVE STRENGTH
OF MASONRY CEMENT
First Revision )
(
semnd
Reprint MARCH 1998
UDC 666’946’5: 539’411
@ Copyright 1988
BUREAU OF INDIAN STANDARDS
MANAK BHAVAN, 9 BAHADUR SHAH ZAFAR MARG
NEW DELHI 110002
Gr2 , Augur 1988IS : 4031 ( Part 7 ) - 1988
Indian Standard
METHODSOFPHYSICALTESTSFOR
HYDRAULICCEMENT
PART 7 DETERMINATION OF COMPRESSIVE STRENGTH
OF MASONRY CEMENT
First Revision )
(
0. FOREWORD
0.1 This Indian Standard ( Part 7 ) ( First Revi- original standard in 1968, a number of standards
sion ) was adopted by the Bureau of Indian covering the requirements of different equipment
Standards on 10 March 1988, after the draft used for testing of cement, a brief description
finalized by the Cement and Concrete Sectional of which was also covered in the standard, had
Committee had been .approved by the Civil been published. In this revision, therefore,
Engineering Division Council. reference is given to different instrument specifi-
cations deleting the description of the instru-
0.2 Standard methods of testing cement are ments, as it has been recognized that reproducible
essential adjunct to the cement specifications. and repeatable test results can be obtained only
This standard in different parts lays down the with standard testing equipment capable. of
procedure for the tests to evaluate the physical giving desired level of accuracy. This part covers
properties of different types of hydraulic cements. the method for determining the compressive
The procedure for conducting chemical tests of strength of masonry cement. The criteria for
hydraulic cement .is,covered in IS : 4032-1985*. accepting compressive strength values has also
been incorporated in this revision.
0.3 Originally all the tests to evaluate the physi-
cal properties of hydraulic cements were covered 0.4 For the purpose of deciding whether a parti-
in one standard but for facilitating the use of cular requirement of this standard is complied
this standard and future revisions, it has been with, the final value, observed or calculated,
decided to print the different tests as different expressing the result of a test or analysis, shall
parts of the standard and accordingly, this be rounded off in accordance with IS : 2- 1960*.
revised standard has been brought out in The number of significant places retained in the
thirteen parts. This will also facilitate updating of rounded off value should be the same as that of
individual tests. Further, since publication of the the specified value in this standard.
*Method of chemical analysis of hydraulic cement *Rulea for rounding off numerical values ( revised 1.
(first rcvfsion ).
1. SCOPE 3. TEMPERATURE AND HUMIDITY
1.1 This standard ( Part 7 ) covers the procedure 3.1 The temperature of moulding room, dry
for determining the strength of masonry cement materials and water shall be maintained at
as represented by compressive strength tests on 27 f 2°C. The relative humidity of the labora-
50 mm mortar cubes. tory shall be 65 f 5 percent.
2. SAMPLING AND SELECTION OF TEST 3.2 The moist closet or moist room shall be main-
SPECIMENS tained at 27 f 2°C and at a relative humidity of
not less than 90 percent.
2.1 The samples of the cement shall be taken in
accordance with the requirements of IS : 3535 4. GENERAL
1986* and the relevant standard specification for
the type of cement being tested. The repre- 4.1 The standard sand to be used in the prepara-
sentative sample of the cement selected as above tion of mortar cubes shall conform to IS : 650-
shall be thoroughly mixed before testing. 1966*.
*Methods of sampling hydraulic cements ( first *Specification for standard sand for testing of cenicnt
revision ). (first revision 1.
1IS : 4031 ( Part 7 ) - 1988
5. APPARATUS the interior faces and the top and bottom surfaces
of each mould. Moulds shall then be set on
5.1 Balance - The balance shall conform to the
plane, non-absorbent base plates that have been
following requirements:
thinly coated with the mineral oil, petrolatum,
On .balance in use,. the permissible variation or light cup grease.
at a load of 1 000 g shall be plus or minus
1’0 g. The permissible variation on new 7. PREPARATION OF MORTAR
balance shall be one-half of this value.
The sensibility reciprocal shall be not 7.1 Clean appliances shall be used for mixing.
greater than twice the permissible variation. Temperature df water and that of the test room
at the time when these operations are being
NCWEl - The sensibility reciprocal is generally
performed shall be 27 f 2°C. Potable/distilled
defined as the change in load required to change the
position of rest of the indicating element or elements water shall be used in preparing the cubes.
of a non-automatic indicating scale a definite amount
7.2 The material Fw each set of three specimens
at any load.
shall be mixed separately and shall be as follows:
NOTES- Self-indicating balance with equivalent
accuracy may also be used.
Masonry cement 420 g
5.2 Standard Weights - The permissible varia- Standard sand 1440g
tions on weights in use in weighing the cement
shall be as prescribed in Table 1. 7.2.1 The amount of water used for gauging
shall be such as to produce a flow of 110 f’5.
TABLE 1 PERMISSIBLE VARIATIONS percent with 25 drops in 15 s as determined in 7.3.
ON WEIGHTS
7.3 Determination of Flow
WEIGHTS PERMISSIBLE VARIATION 0N
WEIGHTS IN USB,PLUS 7.3.1 Trial Mixing- With dry material as
OR ?XfINUS
specified in 7.2, make trial mortars with different
g g percentages of water until specified flow is
(1) (2) obtained Make each trial flow test with fresh
mortar. The mixing shall be done mechanically
500 0.35
by means of mixing apparatus as specified in
300 0.30
5.4. Place the dry paddle and the dry bowl in
250 O-25
the mixing position in the mixer, then introduce
200 020 the materials for batch into the bowl and mix in
100 0’15 the following manner:
50 0’10
20 0’05 a) Place all the mixing water in the bowl;
10 O-04 b) Add the masonry cement to the water,
5 o-03 then start the mixer and mix at the
2 0.02 slow speed ( 140 & 5 rev/min ) for 30 ‘s;
1 O-01
c) Add the entire quantity of sand slowly
over a period of 30 s, while mixing at
5.3 Cube Moulds - Cube mould of 50 mm size
slow speed ( 140 f 5 rev/min);
and accessories conformiq to IS : 10086-1982*.
4 Stop rhe mixer, change to medium
5.4 Planetary Mixer - Planetary mixer confor- speed (285 * IO rev/min ), and .mix
ming to IS : 10890-1984t.
for 30 s;
5.5 Flow Table and Accessories - Flow table
4 Stop the mixer, and let the mortar
and accessories conforming to IS : 5512-1983%
stand for one and a half minutes.
5.6 Tamping Rod - Tamping rod conforming During the first 15 s of this interval,
to 6.1 (c) of IS : 10086-1982*. quickly scrap down into the batch any
mortar that may have collected on the
6. PREPARATION OF MOULDS side of the bowl, then for the remainder
of this interval, cover the bowl with
6.1 The interior faces of the specimen moulds the lid;
shall be thinly covered with mineral oil or light
cup grease. After assembling the moulds, f ) Finish by mixing for one minute at
excessive oil or grease shall be removed from medium speed ( 285 f 10 revjmin );
and
*Specification for moulds for use in tests of cement d In cases requiring further remixing, any
and concrete.
mortar adhering to the side of the
tSpecification for planetary mixer used in tests of
bowl shall be quickly scra.ped down
cement and pozzolana.
into the batch with the scraper prior to
SSpecification for ffow table for use in tests of
hydraulic cements and pozzolanic materials (firsr remixing which is to be continued till
revision ). a uniform mortar is obtained.
2IS:403L(Part7)-1988
Upon the completion of mixing, the miiing the mortar batch. Place a layer of mortar
paddle shall,be shaken to ‘remove excess? mortar about 25 mrh in thickness in all the cube
into the mixing bowl. compartments, Tamp the mortar in each cube
compartment 32 times in about lOs, in four
7.3.2 Carefully wipe the flow-table top clean,
rounds, each .round to be at right angles to ,ihe
and dry and place ,the mould. at the centre. other and consisting. of eight adjoining 1s trokes
Place about 25 mm thick layer of mortar mixed
over the surface of the specimen as illustra?ed in
in accordance with 7.3.1 in the mould and lamp
Fig. 1. The -tanbping pressure shall be just
20,times with the tamping rod. The tamping sutficient to ensure uniform filling of the moulds.
pressure shall be just sufficient to ensure uniform The four rounds of tamping:( 32 strokes ) of: .the
filling of the mould. Then fill the-mould with mortar shall be completed in an& cube ,bef’ore
mortar and tamp-as specified for the first, -layer. going to the next. When the tamping. of ,the
Cut off the excess mortar to a plane iurf?ce,flush first layer in all of the cube compartments is
with the top of the mould by drawing the,straight completed, fill the compartments with the
edge of a trowel ( held .nearly perpendicular remaining mortar and then tamp as speci5ed for
to the mould ) with a sawing motion .across the the first layer. During -tamping bf the second
top of the mould. Wipe the table toi clean and layer, bring’ in the mortar forced ,dttt on to the
dry, particularly taking care td reillove anjr,waJer tops of tbe moulds after each round of tampihg
from around the edge of the flow mould. Lift by means of the gloved fingers and the tatiper
the mould away from the mortar one minute upon completion of each round and before
after completion of the mixing operatiqn. Imme- starting the next round of tamping. On com-
diately drop.the table through a height, of 12’5 pletion of the tamping, the tops of all cubes
mm, 25 times in 15 s. The flow is the resulting should extend slightly above the tops sf the
increase in average base diameter of ,the mortar moulds. Bring in the mortar that has been forced
mass, measured on ,at least four diaheters at out on ta the tops of the moulds with a trowel
approximately equi-spaced intervals expressed as and. smooth off the cubes by drawing the flat
a percentage of the briginal base diameter. side of the trowel, ( with the leading edge slightly
raised ) once across the top of each cube at right
7.4 The material for moulding each ba$ch of
test specimens shall be, mixed-separately using angles to the length of the mould. Then for the
purpose of.. levelling the mortar and making the
the quantities of dry materials, conforming to
m&tar that protrudes above the top of the
the proportions specified in 7.2 and the-quantity
mould of more uniform thickness, draw the flat
of water as determined in 7.3. Mixing of mortar
side of the trowel with the leading edge slightly
shall be done mechnically as described in 7.3.1.
raised) lightly once along the length of the
8. MOULDING OF SPECIMENS mould. Cut off the mortar to a plane surface
5ush with the top of the mould by drawing the
8.1 Immediately following completion of the
straight edge of the trowel (held nearly prependi-
flow tesf, feturn the mortar from the flow mould
cular to the mould) with a sawing motion over
to the mlxmg bowl. Quickly scrape down into
the length of the mould.
the batch the mortar that may have collected on
the side of the bowl and give the entire batch a NOTE- When a duplicate batch ir to be made
15 s mixing at medium speed ( 285 f IO rev/ immediately for additional specimens, the repctltion
min). Start moulding the specimens within a of flow teat may be omitted and the mortar allowed
to stand in the mixing bowl for 90 s and then remixed
total elapsed time of not more than 2 min and
for 15 s at medium speed before starting the moulding
15 s after completion of the original mixing of of the specimens.
ROUNDS 1 AND 3 ROUNDS 2 AND 4
FIG. 1 ORDER OF TAMPING FOR MOULDING TESTS PECIMENS
9. STORAGE AND CURING OF SPECIMENS on plane plates in a moist cabinet, maintained
9.1 All test specimens, immediately after mo$d- at a temperature of 27 f 2°C and a relative
ing and compaction, shall be kept in the moulds humidity of 90 percent or more, from 48 to 91 h
3IS : 4031 i Part 7 ) - 1988
in such a manner that the upper surfaces shall 10.2.1 The cubes shall be tested on their sides
be exposed to the moist air. The cubes shall then without any packing between the cube and the
be removed from the moulds and placed in the steel plattens of the electrically operated testing
moist cabinet for five days in such a manner as machine. One of the plattens shall be carried
to allow free circulation of an around at least five on a base and shall be self-adjusting. An initial
faces of the specimens PIfter five days curing loading up to one-half of the expected maximum
in moist cabinet, the cubes for ‘I-day com- load for specimens having expected maximum
pressive strength shall be removed for testing loads of more than 13 500 N may be applied at
whereas the cubes for 28-day compressive any convenient rate. Apply no initial loading
strength test shall be immersed in clean water to specimens having expected maximum loads of
for another twenty-one days in storage tanks of less than 13 500 N. Adjust the rate of load
non-corrosive materials. without interruption so that the breaking strength
of the cube is reached in not less than 20 s and
10. TESTING
not more than 80 s. Make no adjustment in the
10.1 Test not less than three cubes for com- control of the testing machine while a specimen
pressive strength for each of the curing periods is yielding rapidly immediately before failure.
of 7 and -28 days as indicated in 9.1, the periods
being reckoned from the completion of moulding 11. CALCULATION
and compaction.
11.1 The measured compressive strength of the
10.2 Testing of the cube specimens shall be cubes shall be calculated by dividing the maximum
carried out immediately aft& their removal from load applied to the cubes during the test by the
the moist cabinet for 7-day specimens, and from cross-sectional area, calculated from the mean
storage water for all other specimens If more dimensions of the section and shall be expressed
than one specimen at a time is removed from the to the nearest 0’5 Nlmm2. In determining the
moist cabinet for 7-day tests, these cubes shall be compressive strength, do not consider specimens
covered with a damp cloth until the time of that are manifestly faulty, or that give strengths
testing. If more than one specimen at a time is differing by more than 10 percent from the
removed from storage water for testing, these average value of all test specimens. After dis-
cubes shall be placed in a pan of water at a carding specimens or strength values, if less than
temperature of 2Y f 2°C and of sufficient depth two strength values are left for determining the
to completely immerse each cube until the time compressive strength at any given period, a
of testing. retest shall be made.
4Bureau of Indian Standards
BIS is a statutory institution established under the Bureau of Indian Standards Act, 1986 to promote
harmonious development of the activities of standardization, marking and quality certification of goods and
attending to connected matters in the country.
Copyright
BIS has the copyright of all its publications. No part of these publications may be reproduced in any form
without the prior permission in writing of BIS. This does not preclude the free use, in the course of
implementing the standard, of necessary details, such as symbols and sizes, type or grade designations.
Enquiries relating to copyright be addressed to the Director (Publication), BIS.
Review of Indian Standards
Amendments are issued to standards as the need arises on the basis of comments. Standards are also reviewed
periodically; a standard along with amendments is reaffirmed when such review indicates that no changes are
needed; if the review indicates that changes are needed, it is taken up for revision. Users of Indian Standards
should ascertain that they are in possession of the latest amendments or edition by referring to the latest issue
of ‘BIS Handbook’ and ‘Standards Monthly Additions’.
Amendments Issued Since Publication
Amend No. Date of Issue Text Affected
BUREAU OF INDIAN STANDARDS
Headquarters:
Manak Bhavan, 9 Bahadur Shah &far Marg, New Delhi 110002 Telegrams: Manaksanstha
Telephones: 323 01 31,323 33 75,323 94 02 (Common to all offices)
Regional Offices: Telephone
Central : Manak Bhavan, 9 Bahadur Shah Zafar Marg 323 76 17,323 38 41
NEW DELHI 110002
Eastern : l/14 C.I.T. Scheme VII M, V.I.P. Road, Maniktola 13 37 84 99,337 85 61
CALCUTTA 700054 337 86 26,337 9120
Northern : SC0 335-336, Sector 34-A, CHANDIGARH 160022 60 38 43
60 20 25
Southern : C.I.T. Campus, IV Cross Road, CHENNAI 600113
{ 223355 0125 1169,,223355 0243 4125
Western : Manakalaya, E9 MIDC, Marol, Andheri (East) 18 32 92 95,832 78 58
MUMBAI 400093 832 78 91,832 78 92
Branches : AHMADABAD. BANGALORE. BHOPAL. BHUBANESHWAR.
COIMBATORE. FARIDABAD. GHAZIABAD. GUWAHATI.
HYDERABAD. JAIPUR. KANPUR. LUCKNOW. NAGPUR.
PATNA. PUNE. THIRUVANANTHAPURAM.
Printed by Reprography Unit, BE, New Delhi
|
2720_40.pdf
|
IS : 2720 ( Part XL) - 1977
Indian Standard
METHODS OF TEST FOR SOILS
PART XL DETERnklNATlON OF FREE SWELL
INDEX OF SOILS
( Third Reprint AUGUST 1997 )
UDC 624.131.434
‘.j Co/)yriglrl 1978
BUREAU OF INDIAN STANDARDS
MANAK BHAVAN, 9 BAHADUR SHAH ZAFAR MARG
NEWDELHI llooo2
.
Gr 2 March 1978IS : 2720 ( Part XL ) - 1977
Iizdian Standard
METHODS OF TEST FOR SOILS
PART XL DETERMINATION OF FREE SWELL
INDEX OF SOILS
Soil Engineering Sectional Committee, BDC 23
Chairman Representing
PROP DINESH MOHAN Central Building Research Institute ( CSIR ),
Roorkee
Members
ADDITIONALC HIEF ENGINEER Public Works Department, Government of Uttar
Pradesh
SHRI D. C. CHATURVEDI( A&malt )
ADDITIONAL DIRECTOR RESEARCH Railway Board ( Ministry of Railways )
(RDSO)
DEPUTY DIRECTOR RESEARCH
( RDSO ) ( Alternate)
Pno~ ALAM S~NGH University of Jodhpur, ,Jodhpur
LT-COL AVTAR SYNCH Engineer-in-Chief’s Branch, Army Headquarters
MAJ V. K. KANITKAR ( Alternate )
DR A. BANERJEE Cementation Co Ltd, Calcutta
SHRI S. GUPTA ( Alternate )
CHIEF ENGINEER ( D & R) Irrigation Department, Government of Punjab
DIRECTOR ( IPRI ) ( Alternnle )
SHRI K. N. DADINA In personal capacity ( P-820, ‘ P ’ New Alipors,
Calcutta 700053 )
SHRI A. G. DASTIDAR In personal capacity ( 5 Hungerford Slreet, 12/I
Hungerford Court, Calcutza 700017 )
SHRI R. L. DEWAN Irrigation Research Institute, Khagaul, Patna
DR G. S. DHILLON Indian Geotechnical Society, New Delhi
SHRI A. H. DIVANJI Asia Foundations & Construction ( P) Ltd, Bombay
SHRI A. N. JANGLE ( Alternafc )
DR SHASHI K. GULHATI Indian Institute of Technology, New Delhi
DR G. V. RAO (A ltrrnate )
SHRI V. G. HE~DE National Buildings Organization, New Delhi
SHRI S. H. BALCHANDANI ( Afbmote )
SHRI 0. P. MALHOTRA Public Works Department, Government of Punjab
SHRI J. S. MARYA Roads Wing (Ministry of Shipping & Transport ),
New Delhi
SHRXN . SEN ( Alfemale)
( Continued on jags 2 )
@ Co&right 1978
BUREAU OF INDIAN STANDARDS
This publication is protected under the Z&an Co&rikhl Acl (XIV of 1957 ) and
reproduction in whole or in part by auy means except with written permission of the
publisher Qall be deemed to be au infringement of copyright under the said Act.
rIS : 2720 ( Part XL ) - 1977
( Confinudfrom page 1 )
Members Reprsssnting
SHRI R. S. MELKOTE Central Water Commission, New De hi
DEPUTY DIRECTOR ( CSMRS ) ( Al:emnh )
SHRI T. K. NATARAJAN Central Road Reseaich Institute ( CSIR 1..
New Delhi
REPRESENTATIVE Hindustan Crtruction Co Ltd, Bombay
RESEARCHO FFICER Building Roads Research Laboratory,
Chandigarh
SERI K. R. SAXENA Engineering Research Laboratories, Hyderabad
SECRETARY Central Board of Irrigation & Power, New Delhi
DEPUTY SECRETARY( Alternate )
*DR SHAMSHER PRAKA~H University of Roorkee, Roorkee
Dn GOPAL RANJAN ( Al&ma& )
SHRI H. D. SHARMA Irrigation Research Institute, Roorkee
SUPERINTENDINEGN GINEER Publi _c * W. orks Department, Government of Tamil I
Naclu
EXECUTIVE ENGINEER ( Alternate)
SHR1 B. T. UNWALLA Concrete Association of India, Bombay
SHRI T. M. MENON (Alternate)
SHRI H. C. VBRYA All India Instruments Manufacturers & Dealers
Association, Bombay
SHRI V. K. VASUDEVAN( Allemu& )
SHRI D. AJITHA SIMHA, Director General, IS1 ( Ex-o$cio Member)
Director ( Civ Engg )
Sccrcta~
SHRX G. &WAN
Deputy Director ( Civ Engg ), IS1
Soil Testing Procedures and Equipment Subcommittee, BDC 23 : 3
Convener
PROF ALAY SINGH University of Jodhpur, Jodhpur
Members
SHRI AMAR SINGH Central Building Research Institute ( CSIR ),
Roorkee
LT-COL AVTAR SINGH Engineer-in-Chief’s Branch, Army Headquarters
MAJ V. K. KANITKAR ( Alternate )
SHRI R. L. DEWAN Irrigation Research Institute, Khagaul, Patna
D a P u T Y DIRECTOR RESEARCH Railway Board ( Ministry of Railways )
( SOIL MECHANICS-I) ( RDSO )
ASSISTANT DIRECTOR
RESEARCH (SOIL
MECHANICS-I ) ( RDSO ) ( Alrem& )
DIRECTOR ( I 8~ C ) Beas Dama Projects, Talwora Township
SHRI K. S. PREM ( Altsrnate )
SHRI H. K. CUEA Geologist Syndicate Pvt Ltd, Calcutta
SHRI N. N. BRATTACHARAYA( Ahmur~ )
SHRI SHASHI K. GULHATI Indian Institute of Technology, New Delhi
SHRI R. K. JA~N United Technical Conaultantr ( P ) Ltd, New Delhi
DR P. K. DII ( AltemaL )
-Also rcprescnrsI nstitution of Engineera ( India ), Delhi tkttre.
( cbnfintud on page 5 )
2IS : 2720 ( Part XL) - 1977
Indian Standard
METHODS OF TEST FOR SOILS
PART XL DETERMINATION OF FREE SWELL
INDEX OF SOILS
0. FOREWORD
0.1 This Indian Standard (Parr XL ) was adopted by the Indian
Standards Institution on 30 December 1977, after the draft finalized by the
Soil Engineering Sectional Committee had been approved by the Civil
Engineering Division Council.
0.2 With a view to establish uniform procedures for the determination of
different 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 being
published in parts. Forty-one parts of this standard have been published.
This part [IS: 2720 ( Part XL)-19771 deals with the method of test for
the determination of free swell index of soils. Free swell is the increase in
volume of a soil, without any external constraints, on submergence in
water. The possibility of damage to structures due to swelling of expensive
clays need be identified, at the outset, by an investigation of those soils
likely to possess undesirable expansion characteristics. Inferential testing
is resorted ‘to reflect the potential of the system to swell under different
simulated conditions. Actual magnitude of swelling pressures developed
depends upon the dry density, initial water content, surcharge loading and
several other environmental factors.
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 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 ( IID~SC$).
3IS t 2720 ( Part XL ) - 1977
1. SCOPE
1.1 This standard ( Part XL ) covers a test for the determination of free
( Cnntil
swell index of soil which helps to identify the potential of a soil to swell
which might need further detailed investigation regarding swelling
and swelling pressures under different field conditions. &RI (
R
2. APPARATUS
SHRI F
2.1 Sieve - 425-micron IS Sieve. 0.
SHRI I
2.2 Glass Graduated Cylinders - Two, lOO-ml capacity (see IS : 878-
1956. ). SHRX r
3. PROCEDURE SI
SFIRI1
3.1 Take two 10 g (see Note ) soil specimens of oven dry soil passing
through 425-micron IS Sieve. 01
t&RI ?
NOTE -In thccase of highly swelling soils, such as sodium bentonites, the sample SHRX H
size may he 5 g or alternatively a cylinder of 250 ml capacity may be used.
3.2 Each soil specimen shall be poured in each of the two glass graduated
cylinders of 100 ml capacity. One cylinder shall then be filled with
kerosene oil and the other with distilled writer up to the 100 ml ( see Note
under 3.1) mark. After removal of entrapped air ( by gentle shaking or
stirring with a:tglass rod ), the soils in both the cylinders shall be allowed
to settle. Suffident time (not less than 24 h ) shall be allowed for the soil
sample to attain equilibrium state of volume without any further change in
the volume of the soils. The final volume of soils in each of the cylinders
shall be read out.
4. CALCULATION
4.1 The level of the soil in the kerosene graduated cylinder shall be read
as the original volume of the soil samples, kerosene being a non-polar
liquid doea not cause swelling of the soil. The level of the soil in the
distilled water cylinder shall be read as the free swell level. The free
swell index of the soil shall be calculated as follows:
v, - Vk x ,o()
Free swell index, percent = 7
k
where
Vd = the volume of soil specimen read from the graduated
cylinder containing distilled water, and
v, = the volume of soil specimen read from the graduated
cylinder containing kerosene.
fSpeci&ation for graduatedm easuring cylinders.
4IS : 2720 ( Part XL ) - 1977
( Continrredfrom page 2 )
Members Representing
SHRI 0. P. MALHOTRA Building & Roads Research Laboratory, Chandigarh
RESEARCH OFFICER ( BLDC. &
ROADS ) ( A&au/e )
SHRI R. S. MELKO~E Central Water Commission, New Delhi
DEPUTY DIRECTOR ( CSMRS ) ( Alternate )
SHRI P. JAGANNATHA RAO Central Road Rese trch Institute ( CSIR ),
New Delhi
SHRI N. SEN Ministry of Shipping & Transport ( Roads Wing ),
New Delhi
SHRI P. K. THOMAS ( A~temnte )
SFIRI M. M. D. SETH PublFra;zrhks Department, Government of Uttar
DR B. L. DHAWAN ( AI&nate )
SHRI V. V. S. RAO In personal capacity ( F-24, Green Park, New Delhi )
SHRI H. C. VERMA Associated Instruments Manufacturers CI ) Pvt Ltd.
New DelhiBUREAU 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,Ql 11 3239399, 91 11 3239382
Telegrams : Manaksanstha
(Common to all Offices)
Central Laborafoty : Telephone
Plot No. 20/Q, Site IV, Sahibabad industrial Area, Sahibabad 201010 8-77 00 32
Regional Offices:
Central : Manak Bhavan, 9 Bahadur Shah Zafar Marg, NEW DELHI 110002 32376 17
*Eastern : l/14 CIT Scheme VII M, V.I.P. Road, Maniktola, CALCUTTA 700054 337 66 62
Northern : SC0 335336, Sector 34-A, CHANDIGARH 160022 60 38 43
Southern : C.I.T. Campus, IV Cross Road, CHENNAI 600113 23523 15
tWestern : Manakalaya. EQ, Behind Mar01 Telephone Exchange, Andheri (East), 032 92 95
MUMBAI 4OOOQ3
Branch Offices::
‘Pushpak’, Nurmohamed Shaikh Marg, Khanpur, AHMEDABAD 360001 5501348
SPeenya Industrial Area, 1 st Stage, Bangalore-Tumkur Road, 839 49 55
BANGALORE 560058
Gangotri Complex, 5th Floor, Bhadbhada Road, T.T. Nagar, BHOPAL 462003 55 40 21
Plot No. 62-63, Unit VI, Ganga Nagar, 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 a-20 08 01
Savitri Complex, 116 G.T. Road, GHAZIABAD 201001 0-71 1996
53/5 Ward No.29, R.G. Barua Road, 5th By-lane, GUWAHATI 761003 541137
58-56C, L.N. Gupta Marg, Nampally Station Road, HYDERABAD 500001 20 1083
E-52, Chitaranjan Marg, C- Scheme, JAIPUR 302001 37 29 25
117/418 B, Sarvodaya Nagar, KANPUR 208005 21 68 76
Seth Bhawan, 2nd Floor, Behind Leela Cinema, Naval Kishore Road, 23 09 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, THIRLJVANANTHAPURAM 695034 621 17
*Sales Cffice is at 5 Chowringhee Approach, P.O. Princep Street, 27 1085
CALCUTTA 700072
tSales Office is at Novelty Chambers, Grant Road, MUMBAI 400007 309 65 28
*Sales Cffice is at ‘F’ Block, Unity Building, Narashimaraja Square, 222 39 71
BANGALORE 560002
Reprography Unit, BIS, New Delhi, India
-,
|
6276.pdf
|
IS:6276- 1971
UDC 621’624’5 : 666.97.033.16 ( First Reprint MAY 1983 ) I Reaffirmed 1977 )
Indian Standard
SPECIFICATION FOR
FLEXIBLE SHAFTS USED IN CONCRETE VIBRATORS
. Sc?pe - Terminology, dimensions and general requirements of flexible shafts for concrete vibrators.
!. Tsrfninology
!.li nnerS haff -The bare working element without end fittings.
!;2 loner Shaft End Fitfing - Parts for fastening to the ends of the inner shbft by means of which the
lexibls shaft assembly is connected to the driving and driven element.
!,3 inner Shaft Assembly - The inner shaft with end fittings attached or one with integrally formed
iquares.
!.4 Outer Casing-A flexible covering in the form of a tube, which acts as a run way or guide for the
nner shaft, protects it from dirt and injury and assist in retaining lubrication.
!.5 Outer Casing End Fittings - Parts used for fastening to- the ends of the outer casings by means 01
,vhich the outer casing is connected or coupled to the body of the driving and driven members.
2.6 Outer Casing Assembly - Outer casing with~end fittings attached. \
2.7 Nexible Shaft Assembly - A combination of inner shaft assembly and coordinated outer casing as
sembly (see Fig. 1).
2.8 fay of the Shafl- The pitch direction of the outer layer of the inner shaft. Depending upon the
direction of lay, shafts may be specified as left-lay or right-lay.
2.9 Direction of Rofafion --The direction which tightens up the outer layer of the inner shaft.
3. Types -The flexible shafts ror concrete vibrators shall be of two types, namely, Type A and Type B
depending upon ths form of end fittings used for the assembly ( see a/so 4.3 ).
4. Dimensions
4.1 Diameter-The diameters of the flexible inner shafts shall be IO, 12, 12.7 and 15 millimetres. Th
size 12.7 millimetres shall be second choice.
4.2 Length - The lengths of the flexible shafts shall be 4 000 mm, 5 000 mm and 6 000 mm.
4.3 End Fittings Dimensions
For Type A -See Fig. 2 to 5.
For Type B -See Fig. 6 to 8.
5. Designation - A flexible shaft for concrete vibrator of Type A having left-lay (L) of the outer laye
of shaft, with inner shaft of 12 mm diameter and 4 000 mm length shall be designated as:
Flexible Shaft A - L12 x 4 000 IS : 6276
6. Mat&al
a) /nner Shaff - Spring steel conforming to IS : 4454-l 967 ‘ Specification for steel wire fc
cold formed springs *.
b) Oufer Casing -Rubber with the inner liner of steel having a minimum tensile strength c
-1 200 MN/m2 ( 120 kgf/mm2 approx ) with rolled rounded edges.
_a-.- --____--_
Adopted 21 September 1971 @iI December 1971, ISI Gr 2
I I
INDIAN STANDARDS INSTITUTION
MANAK BRAVAN, 9 BAHADUR SHAH ZAFAR MARG
NEW DELHI 110002IS:6276 - 1971
7. General Requirements
7.1 The outer casing of the flexible shaft shall be capable of holding the needle securely without
stretching under normal conditions of use in construction work, without damage to the inner shaft.
Adequate insulated covering shall be provided for the outer casing.
7.2 Coupling or threading arrangement between the inner shaft and the vibrating needle shalj be
designed to prevent disengagement of the needle from the shaft during its operation.
8. Tests
8.1 Visual lnspecfion - The shaft shall be inspected for obvious flaws in the shaft, such as kinks, bends
and looseness.
8.2 Roll Test - A length of about one metre is taken and is laid on the floor in approximately lo-metre
diameter curve and rolled back and forth from the centre by foot. The shaft shall roll smoothly
throughout its length without offering resistance and shall roll without jerking or flapping about. The
extreme ends may flap a little.
8.3 Locking Diameter Test-A inner shaft assembly is looped and the junction is held in hand.
One end of the inner shaft is pulled so as to reduce the diameter of the loop until the shaft
assembly is felt to offer consjderable resistance. The diameter of the lcop is then measured and
the diameters shall not be more than 20 times the inner diameter. The loop shall be,as nearly circular
as possible and there shall not be any obvious difference in the radius of curvature at two adjacent
points.
9. Marking -All the shafts shall be marked with the designation and manufacturer’s name or trade-
mark.
9.1 IS/ Cerfificafion Marking - Details available from the Indian Standards Institution.
INNER SHAFT OUTER CASING END FITTING CASING END FITTING
(NEEDLE END) (PRIME MOVER END)
\ (SEE FIG.41 ( SEE FIG. 5)
-
\\
INNER SHAFT END FITTING / MlNER SHAFT END FITTING
(NEEDLE END) (PRIME MOVER END)
(SEE FIG.3) END STIiFENER (SEE FIG.2)
FIG. 1 ASSEMBLY OF FLEXIBLE SHAFT FOR CONCRETE VIBRATORS, TYPE A
I-----25---+3t-
-60------4
All dimensions in mlllimetres.
FIG. 2 DIMENSIONS FOR INNER SHAFT END FITTING (PRIME MOVER END)
FOR TYPE A FLEXIBLE SHAFT ASSEMBLYlS:6276- 1971
All dimensions In millimetres.
FIG. 3 DIMENSIONS FOR INNER SHAFT END FITTING ( NEEDLE ‘END )
FOR TYPE A FLEXIBLE SHAFT ASSEMBLY
All dimensions in millimetres.
FIG. 4 DIMENSIONS FOR OUTER CASING END FITTING (PRIME MOVER END)
fOR TYPE A FLEXIBLE SHAFT ASSEMBLY
M5L x I.25 LH
All dimensions in millimetres.
FIG. 5 DIMENSIONS FOR OUTER CASING END FITTING (~NEEDLE END)
FOR TYPE A FLEXIBLE SHAFT ASSEMBLY
3IS : 6276- 1971
I-----5c+---i I
20
t-
1- ---7, /_A
11@ r - I,; - -_ _ _- _-- __ _ __ --7--__--___ tr m9
__-_a
41 I l---T
‘QH70 DRILLEDL-~,oO KEY_~AY___.,_j ’
All dimensions in millimetres.
FIG. 6 DIMENSIONS FOR INNER SHAFT END FITTING (PRIME MOVER END AND
NEEDLE END) FOR TYPE 6 FLEXtBLE SHAFT ASSEMBLY
All dimensions in millimetres.
FIG. 7 DIMENSIONS FOR CASING END FITTING ( PRIME MOVER END)
FOR TYPE B FLEXIBLE SHAFT ASSEMBLY
All dimensions in milllmetres.
FIG. 6 DIMENSIONS FOR CASING END FITTING (NEEDLE END)
FOR TYPE 6 FLEXIBLE SHAFT ASSEMBLY
Printed at Slmco Pflriting Preoa,Dethl;lndla
|
14472_5.pdf
|
IS14472 (Part5):1997
IS0 9374-5 : 1991
m&m
Indian Standard
CRANES - INFORMATION TO BE PROVIDED
PART 5 OVERHEADTRAVELLING CRANES AND PORTAL-BRIDGE CRANES
ICS 53.020.20
O_BiS 1997
BUREAU OF INDIAN STANDARDS
MANAK BHAVAN, 9 BAHADUR SHAH ZAFAR MARG
NEW DELHI 110002
May 1997 Price Group 4Cranes, Lifting Chains and Its Belated~Equipment Sectional Committee, HMD 14
NATIONAL FOREWORD
This Indian Standard which is identical with IS0 9374-5 : 1991 ‘Cranes - Information to be provided - Part
5 : Overhead travelling cranes and portal bridge cranes’, issued by International Organization for Standardization
(ISO), was adopted by the Bureau of Indian Standards on the recommendations of the Cranes, Lifting Chains
and Its Related Equipment Sectional Committee,and approval of the Heavy Mechanical Engineering Division
Council.
This standard is being published in five parts. Other parts of the standard are as follows:
Part 1 General
Part 2 Mobile cranes
Part 3 Tower cranes
Part 4 Jib cranes
The text of IS0 standard has been approved for publication as Indian Standard without deviations. Certain
terminology and conventions are, however, not identical to those used in Indian Standards. Attention is
particularly drawn to the following:
a) Wherever the words ‘International 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 full stop ( ) as a decimal marker.
In this adopted standard, reference appears to certain International Standards for which Indian Standards also
exist. The corresponding Indian Standard which is to be substituted in its place is listed below along with its
degree of equivalence for the editions indicated:
lnterna tional Standard Corresponding Indian Standard Degree of
Equivalence
IS0 7363 : 1986 IS 14471 :1997 Cranes and lifting Identical
appliances - Technical characteristics
and acceptance documents
In reporting the results of a?est 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 14472 ( Part 5-) : 1997
IS0 9374.5 : 1991
Indian Standard
CRANES -INFORMATION TO BE PROVIDED
PART 5 OVERHEADTRAVELLING CRANES AND PORTAL BRIDGE CRANES
1 Scope suitable overhead travelling crane or portal bridge crane and
equipment to satisfy the duty requirements and service con-
This part of IS0 9374 specifies information to be provided ditions.
a) by a purchaser in enquiring about or ordering an
overhead travelling crane or portal briige crane: and
b) by a manufacturer in tendering for or supplying an 4 Information to be provided by the
overhead travelling crane or portal bridge crane. manufacturer
2 Normative reference 4.1 Technical information
The following standard contains provisions which, through
The information provided by the manufacturer shall include:
reference in this text, constitute provisions of this part of
IS0 9374. At the time of publication, the edition indicated was
a) technical information and test certificates for the crane
valid. All standards are subject to revision, and parties to
to facilitate its installation, testing and use in accordance
agreements based on this part of IS0 9374 are encouraged to
with IS0 7393 and as appropriate for the appliance;
investigate the possibility of applying the most recent edition of
the standard indicated below. Members of IEC and IS0 main-
b) -an instruction manual which shall include details of
tain registers of currently valid International Standards.
routine servicing, inspection and maintenance of the crane;
IS0 7363 : 1996, Cranes and lifting appliences - Technical
c) erection information, when requested.
characteristics and acceptance documents.
3 information to be provided by the 4.2 Dimensions
purchaser with the enquiry or order
The manufacturer shall provide general arrangement drawings,
The purchaser shall provide the information given in annex A to with dimensions, showing that the purchaser’s requirements,
enable the crane manufacturer to offer or to supply the most including the restrictions stated in figures l to 3, arem et.IS 14472(Part5):1997
IS0 9374-s : 1991
Max.
al
7Clearance line
-
Required
lifting heights
b)
Figure 1 - Overhead travelling crane
2IS 14472 (Part 5) : 1997
IS0 9374-5 : 1991
Y
a) Portal bridge crane
b) Semi-portal crane
cl End view
‘1 Max., if restricted.
Figure 2 - Portal bridge crane and semi-portal bridge crane
3IS 14472(Part5):1997
IS0 9374-5 : 199;
; Max. I
II
Rail type
A !
‘1 Max., if restricted.
Figure 3 - Typical ship-to-shore container crane
4IS 14472 ( Part 5) : 1997
IS0 9374-5 : 1991
Annex A
(normative)
Format for information to be provided by the purchaser
with the enquiry or order
Purchase enquiry or order form
Nameofcompany: ..................................................................................................
Address: ...........................................................................................................
Nameofpersonwhomaybecontacted: ................................................................................
Telephonenumber: ..................................................................................................
Telexnumber: .....................................................................................................
Telefaxnumber: .....................................................................................................
Crane to be installed in: ....................................... (town) ....................................... (country)
Numberofcranesrequired: ...........................................................................................
Required rated capacity (payload plus non-fixed lifting attachment)
a) Mainhoist: ................................................................................................. t
b) Auxiliaryhoist: ............................................................................................. t
Throughput
a) Path of movements (coordinates)
i 1 2 3 4 5
x, (ml
(ml
Yi
3 4 3 4
-- - - - -
b) Timeofoneworkingcycle: ................................................................................... s
cl Numberofworkingcyclesperhour: ......................................................................... h-l
d) Throughput with 100 % rated payload:. ...................................................................... t/h
Span, centre-to-centre of gantry rail(s) : .............................................................................. m
Descriptionoftypeofcraneandcrab: ..................................................................................
...................................................................................................................
Areplatformsrequiredonthebridge?. ..................................................................................
Positionofaccesspoint(s): ............................................................................................
Typeofpayload: ..................... .._ .....................................................................
Material to be handled : ...............................................................................................
Specific weight of bulk material: .................................................................................. t/m3
Typeofhookorliftingdevice: .........................................................................................IS 14472 ( Part 5 ) : 1997
IS0 9374.5 : 1991
Operating speeds
Nominal-speed Slow or Maximum speed with
creep speed reduced load
(if required) (if required1
Main hoist: .................. m/min .................. mlmin .................. mlmin
Auxiliary hoist: .................. mlmin .................. m/min .................. mlmin
Traverse : .................. m/min .................. mlmin .................. mlmin
Travel : .................. mlmin .................. mlmin .................. m/min
Use of crane and its mechanisms
a) Where detailed information is available about the operations that the appliance is expected to perform and the individual loads
to be carried at each stage of the operations, it should be provided as follows.
Utilization :
1) Main hoist
Averagelift: ............................................................................................... m
Averagenumberofliftsperhour: ................................................................................
2) Auxiliary hoist
Averagelift: ............................................................................................... m
Averagenumberofmtsperhour: ................................................................................
3) Traverse
Averagemovement: ...................................................................................... m
Averagenumberofmovesperhour: .............................................................................
4) Travel
Averagemovement: ....................................................................................... m
Averagenumberofmovesperhour: .............................................................................
Craneoperating hoursperday: ......................................................................................
orpermonth: ......................................................................................
If the operation of a movement of the crane is not evenly distributed over the day or over the hour, indicate the maximum rate
0fWts: .............................................................................................................
Payloads :
I) Percentage of lifts with approximately full load : ....................................................................
2) Percentage of lifts with approximately 75 % load : .................................................................
3) Percentage of lifts with approximately 50 % load : ..................................................................
4) Percentage of lifts with approximately 25 % load : ..................................................................
Weight of the non-fixed lifting attachment. ............................................................................. t
lntendeddesignlife: ............................................................................................ years
b) Where insufficient information is available about the operations that the appliance is expected to perform, the purchaser should
request the manufacturer to recommend the most suitable classification for the appliance as a whole and each mechanism for
the anticipated duty.
State any special environmental conditions (for example, humidity, wind): ...................................................
Air temperature conditions
a) ambient: ................................................................................................. OC
b) maximum: ................................................................................................ OC
cl minimum: ............................................... .._ .............................................. OC
q
Crane is situated : indoors cl , under shelter , or outdoors cl
For outdoor cranes, a layout drawing of the site with the-points of the compass is required.
6IS 14472 ( Part 5-) : 199i
IS0 9374-5 : 1991
Special service conditions
Specify any special conditions that apply, such as:
a) handling molten metal ;
b) use in hazardous gases, vapours, solids or volatile liquids;
c) use in mines and quarries;
d) use for processes such as galvanizing, pickling and hot dipping;
e) use in saiine atmospheres, where the degree of exposure shall be stated;
f) the presence of any local heat sources such as furnaces or radiant space heating panels;
9) the need for special precautions against termites;
h) any physical obstructions not apparent from the dimensions provided for cfearances (see figures 1 to 3);
il in the case of pedestrian-controlled cranes, any differences in the operating floor level;
j) any variation in electrical supply greater than f 6 % on nominal voltage;
k) any particular requirements concerning headroom above servicing platforms and if the crane servicing platforms are to be used
for other activities. The need, if any, for fine mesh screen to prevent the dropping ~of articles from the servicing areas;
I) limitations in use of radio control;
ml any other conditions.
Typeofrails: ........................................................................................................
Allowablewheelloading: .......................................................................................... kN
Allowable load oer metre of rail : ................................................................................. kN/m
Controls
Control is:
a) from cabin cl
b) by pendants cl
c) radio cl
d) remote cl
q
e) other (specify)
If al:
Positiononcrab: ._.__._._..,_,...,_........,.....___..._,.,..,__._..._._.,...,_....,...........................
or,independentlymovable,onbridge: . . . .._.__._.......__......._._......._.......___._.....................
orfixedonbridge(positiontobegivenl:........................................._............................
Typeofcabin:open .__,_._..,.,.,.........,.,_..,._.._.._..,..._____,..___.,.,...._._,_..........................
closed . . . . . . . . . . . . . . . . . . . ..__..__......._____......._.__....._._......._...........................
Specialfeatures: . . . .._......._._..___............__.........,.,_.........._....___..............................
If b):
Fromfixedpointonbridge: ........................................................................................
Fromcrab: .....................................................................................................
Mobileonseparatetrack: ..........................................................................................
Anyspecialcontrolrequirements: ...................................................................................
. . . . . ..__._.__.__._.............................................................................................
Power supply system
q
a) Cable drum cl, current collector system or festoon cable cl
b) Power supply: existing 0. or new system required cl
c) Length~fcable:............................................................................................ m
d) Positiondescription:............................................................................................
7IS 14472 (Part5):1997
IS0 9374.5:lQQl
Power supply
a) Voltage: ................................................................................................... v
bl Phases: ......................................................................................................
cl Frequency: ............................................................................................... Hz
d) Conducton: ..................................................................................................
4 Isthereaneutral? .............................................................................................
f) Ee~hingsystem: ..............................................................................................
Limiting devices
Staterequirements: ..................................................................................................
...................................................................................................................
...................................................................................................................
Any special requirements, statutory or technical: .........................................................................
...................................................................................................................
...................................................................................................................
...................................................................................................................
Arethereanyotharcraneaonthetrack? ................................................................................
...................................................................................................................
If so, advise if:
a) devices are required to prevent collision of the cranes or their loads: ...................................................
b) provision is to be made for cranes to be separated by a minimum distance in order not to overstress the track or bridge
st~cture: ....................................................................................................
cl thereareanyothercranesinthevicinity: ..........................................................................
.............................................................................................................
Clearances and dimensions (for example see figures 1 to 3). This information is indicative only and should be checked by the manufac-
turer.Bureau of Indian Standards
BIS is a statutory institution established under the Bureau oflndian SandurdsA cl, 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 : Monfhly Additions’.
This Indian Standard has beendeveloped from Dot : No. HMD 14 ( 04 1’1:)
Amendments Issued Since Publication
Amend No. Date of Issue Text Affected
BUREAU OF INDIAN STANDARDS
Headquarters:
Manak Bhavan, 9 Bahadur Shah Zafar Marg, New Delhi 110002 Telegrams: Manaksanstha
Telephones : 323 01 31, 323 94 02, 323 33 75 ( Common to
all offices )
Regional Offices: Telephone
Central : Manak Bhavan, 9 Bahadur Shah Zafar Marg I 323 76 17
NEW DELHI 110002 323 3841
Eastern : l/14 C. I. T. Scheme VII M, V. I. P. Road, Maniktola 337 84 99, 337 85 61
CALCUTTA 700054 337 86 26, 337 86 62
Northern : SC0 335-336, Sector 34-A, CHANDIGARH 160022 60 38 43
I 60 20 25
Southern : C. 1. T. Campus, IV Cross Road, CHENNAI 600113 23502 16,2350442
I 235 15 19,235 23 15
Western : Manakalaya, E9 MIDC, Marol, Andheri (East) 8329295,8327858
MUMBAI 400093 I 8327891,8327892
Branches : AHMADABAD. BANGALORE. BHOPAL. BHUBANESHWAR.
COIMBATORE. FARIDABAD. GHAZIABAD. GUWAHATI. HYDERABAD. JAIPUR.
KANPUR. LUCKNOW. NAGPUR. PATNA. PUNE. THIRUVANANTHAPURAM.
Printed at New India Printmg Press, Khuja, India
|
3606.pdf
|
IS3606:1998
(S uperseding IS 7256 : 1974 )
Indian Standard
SOIL WORKING EQUIPMENT - DISC HARROW,
ANIMAL DRAWN - SPECIFICATION
( Second Revision )
ICS 65.060.20
0 BIS 1998
BUREAU OF INDIAN STANDARDS
MANAK BHAVAN, 9 BAHADUR SHAH ZAFAR MARG
NEW DELHI 110002
March 1998 Price Group 3Farm Implements and Machinery Sectional Committee, FAD 59
FOREWORD
This Indian Standard ( Second Revision ) was adopted by the Bureau of Indian Standards, after the draft final-
ized by the Farm Implements and Machinery Sectional Committee had been approved by the Food and Agricul-
ture Division Council.
The disc harrow is a tillage implement used for the preparation of seed beds. The disc harrows drawn by animals
usually have six or eight discs fixed in two gangs each gang having three or four discs. The gangs are mounted
on a rigid frame on which a seat for the operator is provided. Often, these harrows have transport wheels to
facilitate their movement from one place to other.
This standard was originally issued in 1966 covering the general provisions of disc harrow and some specific
dimensions only for single action disc harrows. With the increase in use and manufacture of double action disc
harrows (offset type) and with the publication of Specification for agricultural tillage discs it was revised in 1972.
The revision of this standard has been taken up again to incorporate the requirements of plain spool which were
earlier covered in IS 7256 : 1974. With the publication of this standard IS 7256 : 1974 will be withdrawn.
In the preparation of this standard assistance has been taken from ASAE S.290 ‘Determining the cutting width
and the designated weight of disc harrows’ issued by the American Society of Agricultural Engineers, USA.
The trade and manufacturing practices prevailing in the country have also been kept in view while preparing this
standard.
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 3606 : 1998
Indian Standard
SOIL WORKING EQUIPMENT - DISC HARROW,
ANIMAL DRAWN - SPECIFICATION
( Second Revision )
1 SCOPE a) For Single Action
1.1 This standard prescribes the material, dimensions
and requirements for disc harrow (single action and w =0.95 NS+ 0.3 D
double action offset type) drawn by animals. 1000
2 REFERENCES
b) For Double Action (Offset Type)
The Indian Standards listed in Annex A contain
provisions which, through reference in this text,
constitute provision of this standard. At the time of w = 0.95 NS+0.6 D
publication, the editions indicated were valid. All 1000
standards are subject to revision and parties to agree-
ments based on this standard are encouraged to
where
investigate the possibility of applying the most
recent editions of the standards indicated there. W = width of cut ( see 3.2 ) in m,
3 TERMINOLOGY N = number of spaces between disc,
3.0 For the purpose of this standard, the following S = disc spacing in mm, and
definition in addition to those given in 4.1 to 4.3 of
D = diameter of disc in mm.
IS 98 18 (Part 2) shall apply.
5.2 Some of the calculated values of width of cut are
3.1 Ground Clearance
given in Table 1.
The vertical distance between ground and the
6 MATERIALS
lower edge of the disc, when the harrow is supported
on transport wheels. 6.1 The requiremnts of the material used for different
components of the disc harrow shall be as given in
3.2 Width of Cut
co1 3 of Table 2. As far as possible, the material shall
The transverse distance between the top or bottom conform to the Standards given in co1 4 of Table 2.
cutting edges of the end discs. For measuring width
7 ESSENTIAL FtEQUlREMENTS
of cut gangs of the harrow shall be set at an angle of
18” (in case of offset type included angle of 36’). 7.1 The disc harrow shall fulfil the following
requirements:
4 TYPES
a) Number of gangs - Two
4.1 According to the setting of gangs, the animal drawn
disc harrow may be of following types: b) Number of discs - 3 or 4 in each gang
a) Single Action Disc Harrow (see Fig. l), and
c) Disc size (nom) - 355 or 405 mm
b) Double Action Disc Harow (see Fig. 2).
d) Length of spool - 150 f 2 mm
SSIZE
5.1 The size of the disc harrow shall be determined e) Gang angle - Upto24O
by the number of disc, size of disc and width of cut.
The width of cut can be calculated by the following 7.2 Hardness of plain spool shall be 160 to 220 HB
formula:_ (see IS 1500 ).
1IS3606:1998
FRAME
ACER
ySHOVEL
FOOT REST-/
bEARING
FIG. 1 DISCH ARROWS,I NGLEA CTIONA, NIMALD RAWN
2IS 3606 : 1998
r SCRAPER
\FRAME
L WEIGHT PLATFORM
ANGLING LEVER
L BEARING BLOCK L DISC
FIG. 2 DOUBLEA CTIONO FFSETTY PE ANIMAL-DRAWND ISCH ARROW
Table 1 Width of Cut of Harrows
( Clause 5.2 >
SI TYPO Disc Spacing Disc Size Width of A C ut with
No. r \
3-Disc Gang 4-Disc Gang
mm mm
(1) (2) (3) (4) ;T, &
i) Single action 153.15 355 0.54 0.69
153.55 405 0.56 0.70
ii) Offset 153.15 355 0.65 0.80
153.55 405 0.68 0.83
8 OTHER REQUIREMENTS 8.6 The gangs should be so attached that their angles
can be easily changed to desired position with gang
8.1 The disc used in disc harrow shall conform to all
angling mechanism.
the requirements as stipulated in IS 4366 (Part 1).
8.2 The cross sectional size of gang axle shall be 8.7 The scrapers should be sent in such a way that
in accordance with the provisions given in IS 4366 they should not touch the face of the disc and should
(Part 1). be able to scrape the soil effectively. Arrangement
8.3 The dimensions of plain spool shall be as given for adjusting the scrapers shall be made.
in Fig. 3.
8.8 The discs (in each gang) of the assembled har-
8.4 The frame should be rigid and strong.
row shall be firmly fixed among themselves by spool
8.5 Both faces of spool coming in contact with disc and there should not be any relative movement be-
face should be finished for proper gripping. tween disc and axle.
3IS 3606 : 1998
Table 2 Requirements of Material Used for the Different Components of Disc Harrow, Animal Drawn
(Cluuse6.1 )
Sl No. Name of Component Material Applicable IS No. Grade
(1) (2) (3) (4) (5)
i) Frame Mild steel IS 2062
ii) Scraper Mild steel do
iii) Spool Cast iron IS 210 200
iv) Gang axle Mild steel IS 2062
-
v) Gang angling mechanism Mild steel IS 2062
and/or steel tube IS 3601
vi) Bearing block Cast iron IS 210 200
vii) Bearing Cast iron or IS 210 200
hard wood impregnated IS 399
with oil or grease, or brass IS 407
viii) Washer Cast iron IS 210 200
ix) Clevisidrawbar Mild steel IS 2062
x) Transport wheel Cast iron/ IS 210 200
Mild steel IS 2062 -
xi) Wheel standard Mild steel IS 2062
xii) seat Mild steel and wood IS 2062
IS 399
xiii) Weight platform Mild steel IS 2062
xiv) Beam Sal wood IS 399
xv) Middle tine Carbon steel IS 1570 c55
xvi) Middle shovel Carbon steel do c55
All dimensions in millimetres.
FIG. 3 PLAINS POOL
4IS 3606 : 1998
8.9 Bush bearings of suitable materials as given in cracks seams and other visual defects
Table 2 impregnated with oil or grease should be
9.4 The hole for axle in spool shall be free from cast-
provided. The bearing should be reasonably dirt-proof
ing projection.
and properly aligned.
9.5 The exposed metallic parts shall be free from rust
8.10 Adequate arrangement for lubrication of
and shall have a protective coating which will prevent
bearings shall be provided.
surface deterioration in transit and storage.
8.11 Requisite number of transport wheels should be 10 MARKINGANDPACKING
provided for transportation of harrow from one place
10.1 Marking
to another.
Each disc harrow shall be marked with the following
8.12 Adequate arrangement to take care of side thrust particulars:
should be provided.
a) Manufacturer’s name or recognized trade-mark,
8.13 Operational manual and set of tools required to if any;
open the harrow for field adjustment should be b) Type and size;
provided.
c) Batch or code number; and
8.14 For putting extra load, weight platform in the
d) Year of manufacture.
rear of offset harrow and on top of single action har-
row shall be provided. These particulars shall be stamped, embossed or
engraved on a metallic plate and rigidly attached on a
8.15 For the ease of operator, a seat with back rest
non-wearing part of the disc harrow.
should be provided.
10.2 BIS Certification Marking
8.16 In single action harrow provision may be made
for attaching a shovel or sweep in the centre of two The disc harrow may also be marked with the Stan-
gangs in order to cut the uncut soil between two gangs. dard Mark.
8.17 In single action disc harrows to prevent the in- 10.2.1 The use of the Standard mark is governed by
side discs of the gangs from rubbing against each other, the provisions ofBureau ofhdian StandardsAct, 1986
large concave washers (bumpers) may be provided. and the Rules and Regulations made thereunder. The
The bumpers should be shaped to fit the discs and details of conditions under which the licence for the
should be able to prevent the discs from rubbing each use of Standard Mark may be granted to manu-
other at any angle at which the disc gangs are set. facturers or producers may be obtained from the
Bureau of Indian Standards.
8.18 Proper hitching arrangement to connect the
harrow with source of power should be provided. Hitch 10.3 Packing
height should be adjustable in order to suit the height
The disc harrow shall be packed to ensure safety of
of animal.
the parts in transportation as agreed to between the
9 WORKMANSHIP AND FINISH purchaser and the manufacturer.
9.1 The discs shall be finished as specified in IS 4366 11 SAMPLING AND CRITERIA FOR
(Part 1). CONFORMITY
11.1 Unless otherwise agreed to between the
9.2 The welding of the various parts shall be satis-
purchaser and the supplier, the method of sampling
factory in all respects ( see IS 822 ).
and criteria for conformity given in IS 7201 (Part 1)
9.3 The components should be free from pits, burrs, shall be followed.Is 3606 : 1998
ANNEX A
( Clause 2 )
LIST OF REFERRED INDIAN STANDARDS
IS No. Title IS No. Title
210 : 1993 Grey iron castings ( fourth 3601 : 1984 Steel tubes for mechanical and
revision ) general engineering purposes
(first revision )
399 : 1963 Classification of commercial tim-
bers and their zonal distribution
4366 Agricultural tillage discs :
407 : 1981 Brass tubes for general purposes (Partl) : 1985 Part 1 Concave type (second
( third revision ) revision )
822 : 1970 Code of procedure for inspection 7201 Methods of sampling for agricul-
of welds (Part 1) : 1987 tural machinery and equipment :
Part 1 Hand tools and hand
1500 : 1983 Method for Brine11h ardness test
operated/animal drawn equipment
for metallic materials (second
(jrst revision )
revision )
1570 : 1961 Schedules for wrought steels for 9818 Glossary of terms relating to
general engineering purposes (Part2) : 1981 tillage and intercultivation
equipment : Part 2 Terms
2062 : 1992 Steel for general structural
relating to equipment
purposes (fourth revision )Bureau of Indian Standards
BIS is a statutory institution established under the Bureau ofIndian StandardsAct, 1986 to promote harmonious
development of the activities of standardization, marking and quality certification of goods and attending to
connected matters in the country.
Copyright
BIS has the copyright of all its publications. No part of these publications may be reproduced in any form without
the prior permission in writing of BIS. This does not preclude the free use, in the course of implementing the
standard, of necessary details, such as symbols and sizes, type or grade designations. Enquiries relating to
copyright be addressed to the Director (Publications), BIS.
Review of Indian Standards
.4mendments are issued to standards as the, need arises on the basis of comments. Standards are also reviewed
periodically; a standard along with amendments is reaffirmed when such review indicates that no changes are
needed; if the review indicates that changes are needed, it is taken up for revision. Users of Indian Standards
should ascertain that they are in possession of the latest amendments or edition by referring to the latest issue
of ‘BIS Handbook’ and ‘Standards : Monthly Additions’.
This Indian Standard has been developed from Dot : No. FAD 59 ( 682 ),
Amendments Issued Since Publication
Amend No. Date of Issue Text Affected
BUREAU OF INDIAN STANDARDS
Headquarters:
Manak Bhavan, 9 Bahadur Shah Zafar Marg, New Delhi 110002 Telegrams: Manaksanstha
Telephones : 323 01 31, 323 94 02, 323 33 75 ( Common to
all offices )
Regional Offices: Telephone
Central : Manak Bhavan, 9 Bahadur Shah Zafar Marg 323 76 17
NEW DELHI 110002 323 3841
Eastern : l/l4 C. I. T. Scheme VII M, V. I. P. Road, Maniktola I 337 84 99, 337 85 61
CALCUTTA 700054 337 86 26, 337 86 62
Northern : SC0 335-336, Sector 34-A, CHANDIGARH 160022 I 60 38 43
60 20 25
Southern : C. I. T. Campus, IV Cross Road, CHENNAI 600113 235 02 16,235 04 42
235 15 19,235 23 15
Western : Manakalaya, E9 MIDC, Marol, Andheri (East) 8329295,8327858
MUMBAI 400093 ( 8?27891,8327892
Branches : AHMADABAD. BANGALORE. BHOPAL. BHUBANESHWAR.
COIMBATORE. FARIDABAD. GHAZIABAD. GUWAHATI. HYDERABAD. JAIPUR.
KANPUR. LUCKNOW. NAGPUR. PATNA. PUNE THIRUVANANTHAPURAM.
Prhted at New Indta Prmting Press, Khurja, India
|
12804.pdf
|
~s 12804:1$89
( Reaffirmed 1999)
CRITERIA FOR
ESTIMATION OF AERATION DEMAND FOR
SHLLWAY AND OUTLET STRUCTURES
m?a
mm
UllC 62’783:532’528”2
@ BE3 1990
BUREAU QJ? INDIAN ST AN DA RIJS
MANAK BHAVAN, 9 BA13ADUR SHAH ZAFAR MARG
NEW DELHI 110002
May 1990 Prim Grsap 6Spillways Including Energy Dissipators Sectional Committee, RVD 10
FOREWORD
This Indian Standard was adopted by the Bureau of Indian Standards on 25 September 1989, after the
draft finalized by the Spillways Including Energy Dissipators Sectional Committee had been approved
by the River Valley Projects Division Council.
Cavitation is formation of gas phase within liquid. The successive formation and collapse of cavities
causes damage to nearby boundary. The cavitation occurrence is effected by high velocity and dis-
charge concentration. The flood water contains impurities and cannot withstand substantial tensile
force ( compared to pure water ) and therefore ruptures easily. The cavitation damage occurs down-
stream from the source of cavitation. The irregularities at the boundaries of flow surface are the
main cause for cavitation damage. The aeration of high velocity flow prevents cavitation damage in
hydraulic structure.
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 12804 : 1989
Indian Standard
CRITERIA FOR ’
ESTIMATION OF AERATION DEMAND FOR
SPILLWAY AND OUTLET STRUCTURES
1 SCOPE pressure areas associated with high velocity flow,
frequently causes severe damage to concrete or
1.1 This standard deals with provision of aera- steel surface. The roughening or formation of
tion for spillway and oultet structures to over- pockets in .surface due to cavitation is commonly
come the cavitation damages. called ‘pi&g’.
2 TERMINOLOGY 2.5 Cavitation Damage
2.0 The following terms and definitions shall The sudden reduction of pressure, at any point
apply for the purpose o,f this standard. due to the vapour pressure of water is caused in
water passage by abrupt changes in boundary
2.1 Cavitation
which causes a tendency of separation of the flow
Cavitation is formation of gas phase within from the boundary, by constrictions which pro-
liquid. The successive formation and collapse of duce high velocities and low pressures, and by
cavities in a stream of flowing liquid which results siphons in which pressures are reduced due to
from pressure changes within the stream caused elevation. Vapour cavities form as spheres in
by changes in the velocity of flow. the low pressure areas and collapse when a
higher pressure area is reached in a short distance
2.2 Vaporous Cavitation downstream. The collapse is very rapid and sets
During process of cavitation when the void is up a high pressure shock wave in the water which
filled primarily with water vapour, the process is causes the damage to the nearby boundary.
further classified as vaporous cavitation.
3 ESTIMATION OF AERATION DEMAND
2.2.1 Gaseous Cavitation FOR SPILLWAY STRUCTURES
During process of cavitation when the void is 3.1 Cavitation and Associated Damage
filled with gases which have come out of the 3.1.1 The flow of water on overflow section in
liquid the process is classified as gaseous the spillway causes high&r velocities, if the height
cavitation. of overflow section is more than 60 m above the
river bed. For higher velocities of water the
2.2.2 Pseudo Cavitation
problem of cavitation becomes more critical. For
During the process of cavitation if the reduction velocities around 30 m/set the pressure field
in pressure is sufficiently low, the cavities/voids becomes much sensitive. The cavitation occurrence
may get filled partly with gas(es) and partly with is not only related with high velocity but with
liquid vapour, then it is called pseudo cavitation. discharge concentration also.
2.3 Incipient Cavitation 3.1.2 Pure water can withstand very large tensile
forces before it ruptures, but impurities in the
In vaporous cavitation, the vaporization first water are the points of weakness. Most of flood
takes place at local weakness in the liquid which water contains impurities.
are called ‘Cavitation nuclei’. The nuclei often
found to be are either micro gas bubbles existing 3.1.3 Cavitation damage occurs when vapour
freely in the liquid, or a gas pocket in a small bubbles form in the void/partial vacuum creqted
crevice present in the solid surface in contact or the high velocity water tends to break away
with the liquid, gas bubble with organic skin or a from the concrete surface while jumping over the
hydro phobic solid. This onset of vaporization irregularities.
is called ‘Incipierit Cavitation’.
3.1.4 The surface irregularities include projections/
offsets of joints, grooves, etc. All precautions
2.4 Pitting
shall be taken to avoid irregularities on the down-
The successive formation of vapour pockets in stream face of overflow section. The projections/
low pressure areas and subsequent collapse in high offsets shall not be more than 3 mm.
1Wl2804:1989
3.1.5 The abrupt variation in the surface smooth- tion on spillway glacies or a chute by using the
ness on the alignment and curvature in flow following equation:
surface can also cause cavitation damage.
d v’ Pb P,
3.1.6 The cavitation damage always occurs down- dcosB+-- + -- 7
gR y
stream from the source of cavitation. The right K= . . . ...(l)
v’/2g
angle break occurs when the damage has destroyed
the concrete lining. The cavitation damage where
occurs usually at all similar type of locations.
The floor slabs of the spillwaqi are more vulner- d = depth of flow in metre.
able to cavitation damage than the walls or piers. e = angle between horizontal and invert in
Cavitation erosion due to pitting are seen as a degree,
series of tear drop-shape holes.
g = acceleration due to gravity,
3.2 Preventive Measures to Avoid Cavitation
R = radius of curvature of invert in metre,
Damage
v = velocity of flow in metrelsecond,
a) The aeration of high velocity flow is
becoming a widely accepted method of barometric pressure expressed in terms
-p=b
preventing cavitation damage in hydraulic Y of height of water in metre, and
structures.
vapour pressure expressed in terms of
b) The air entrained by a high velocity flow F= height of water in metre .
affects the compressibility of the airwater
NOTE - It can be observed from the above equa-
mixture. So, when vapour-bubbles collapse,
tion that the cavitation index decreases as velocity
the collapsing effect of the bubble should increases and the damage will increase very rapidly
be smaller than those occurring in water with even a small increase in velocity beyond a
without free air. limiting value.
The. radius of curvature 'R'i s worked out by
cl Construction .of flow surface produces
using the formula:
irregularities that cannot be totally avoided.
With the successful adoption of aeration I+( dyldx 1’ 1’
devices, the cavitation damages can be R = [ . . . .> ..(2)
d1yyldx2
minimized.
When the value of flow cavitation index ( K) is
3.3 Criteria of Occurrence of Cavitation Damage
to be calculated in a uniform slope below tangent
3.3.1 As explained in 3.1 irregularities at the
point of ogee section, then centrifugal form c
boundaries of the flow surfaces are the main gR
causes for the cavitation damage. The following may be neglected and formula reduced to:
procedure is recommended to find out the
Pb Pv
occurrence of cavitation damage by comparing the dcosBf y-y
incipient cavitation index ( o ) and flow cavitation Kz_ ..,(3)
. . .
index ( K ) for every overflow section of hydraulic 9
structures. 2g
3.3.2 The incipient cavitation index ( cr ) is given 3.3.4 If the flow cavitation index ( K) is greater
by the formula: than incipient cavitation index ( Q ). then cavita-
tion will not take place and also no damage will
Q== 1’2(h/B)
occur. In case the flow cavitation index (K) is less
where than incipient cavitation index ( D ), then cavita-
tion will occur.
h = height of offset, and
3.3.5 Based upon the computation of the flow
B = depth of water flow channel.
cavitation index as per 3.3.3 the range of index
The relative height of offset ( h/B ) shall be and its effects are given in Table 1.
less than 0.05.
3.3.6 Whenever cavitation occurs, it will damage
3.3.3 Now Cavitation lttdex ( K ) the surface. However, the e&tent and length of
time in which the damage takes place is very
Cavitation occurrence is considered to be correlat- important for ascertaining the potential of damage
ed not only to high velocities but also to the and safety of the structure. The magnitude of
discharge concentration. An index is to be cavitation damage occurrence is related to length
worked out to describe the potential for cavita- of time which is given in Table 2 for guidance.
2IS 12804l: 19w
Table 1 Effect of Flow Cavitation Index 3.4.2 While designing the aeration system, follo-
wing three important aspects are necessary to be
( Clause 3.3.5 ) considered:
a) Velocity of air,
Range o:nFd~~~avitntioo Remarks/Recommendations
b) Correct volume of air, and
i) ifK> 1.7 No damages, because the
c) Spacing between the aerators.
structure is free from cavita-
tion
3.4.3 Aeration arrangements for supplying air
ii) if 1.7 > K > 0’3 Smoothen all offsets to 1 : 15 into the high velocity spillway flows are of follo-
chamfer to avoid cavitation wing types:
damage
a) Aeration grooves,
iii) if 0’3 > K > 0’2 Revised design is necessary
iv) if 0’2 > K > 0’12 Provision of local protection b) Ramps, and
is necessary
c) Steps and.combination of ramps and steps
v) if 0’12 $ K Use a completely different or specially designed aeration grooves and
concept of design
ramps.
3.4.4 Design Criteria of Aeration Groove
Table 2 Magnitude of Cavitation Damage
3.4.4.S The cross-sectional area of the groove
( Clause 3.3.6 )
should be minimum 0’30 m’. Large grooves
should maintain a square or near square section.
Range of Flow Cavita- Magoitud;e;~o~mage and The cross sectional area of the groove should be
tion Index (K)
such that the velocity of air does not exceed the
a) oKjbetween l-2 and i) Damage can ba expected maximum value of air velocity considered for the
to occur in an accumula- design.
tive operating time of one
year 3.4.4:2 An air velocity of 30 m/s could be consi-
ii) Serious damage would, dered as reasonable, however, the velocities up to
occur for accumulative 100 m/s may also be allowed at some places with
operating time exceeding adequate precaution. However, the velocities
10 years
greater than 60 m/s create noise.
b) gX3between 0.2 and i) A minor damage
occur after one monthmi; 3.4.4.3 The air groove geometry is influenced by
operation the type of structure into which the groove is to
be provided. The groove should be self draining.
ii) Severe damage may occur
after one year If the groove is not functioning properly and the
groove is filled up with water, it becomes a
c) Koble;ween @2 and i) Damage may occur after
few hours of operation potential source of damage, which is more dange-
rous than the irregularities. To avoid above likely
ii) Major damage may occur phenomena,, a ramp is to be provided on upstream
after one day
of the groove.
d) K less than O-12 The design is to be chang-
ed 3.4.4.4 Considering convenient length. of ramp,
the height of ramp can be found out by the.
NOTE - Cavitation indices should be calculated
formula:
over the expected, range of flows as the lowest flow
cavitation index frequentty occurs at about one-
H_((So-Tan+)L+ gL’
third of the design discharge. - ~~ . ..(4)
,/I I&~ 29 Cos’ 4 \/l-I. s”*
3.4 Aeration Devices where
3.4.1 Provision of some aeration arrangement to So = Downstream slope of spillway,
combat cavitation will be effective and economical
L = assumed ramp length in metre,
as compared, to the practice of preventing cavi-
tation erosion by improved cavitation resistant Y = velocity of flow in m/s at reference, and
materials. Supply of air content of about 1’5 to
4 = vertical angle between the ramp and the
2’5 percent in the bottom layer of flow will mini-
horizontal.
mize the cavitation erosion. If air content is
about 7 percent in the water, then the cavitation A typical sketch of the aeration groove is shown
erosion risk is totally eliminated. Fig. 1.
3L- RAMP LENGTH
FIG. 1 TYPICAL SECTION OF AERATION GROOVE
so
3.4.4.5 When the velocity of flow is more than = Downstream slope of spillway, and
30 m/s or height of overflow section is more than
g = acceleration due to gravity.
60 m, it is desirable to provide artificial air supply
by means of aeration devices. The estimation of 3.4.4.6 The geometrical shape of aeration groove
the air flow rate can be made by assuming a for a particular spillway will have to be finalised
turbulent flow distribution at the location. The by model studies only. Whether such aeration
air flow discharge ( Qa ) is estimated by the equa- grooves are necessary in all the bays of the spill-
tion: way will also have to be decided from model
studies and accordingly provided.
W3 Cos'4 t$ -Tan 4 1’
Pa _ . . . . . (5) 3.4.4.7 The location of aeration groove provided
as per requirements as worked out by flow cavi-
tation index ( K).
where
3.4.4.8 The location of aeration grooves, method
Qa = air flow discharge in m’/s,
of air supply arrangement through air ducts, or
any other suitable methods may be adopted after
B = c/c distance of piers in m, the actual model studies are carried out for the
project as per site conditions.
V = velocity of flow in m/s at reference,
3.4.4.9 The amount of air required should also to
4 = vertical angle between the ramp and the be ascertained from model studies to compare
horizontal, with the design. The spacing of aeration grooves
4IS 12894 : 1989
at different locations can be worked out from the where water flow have separation and exposed to
formula: atmosphere just downstream of pier. If the ramps
= (dVmY4 .. . . are to be located other than as explained above,
s 3.5 d u.(6) then artificial means of air supply will have to be
V
made to meet the requirement of aeration,
where
3.4.5.6 A typical sketch of ramp on spillway is
S = maximum spacing between air grooves
shown in Fig. 2.
in metre,
d = flow depth in metre, 4 ESTIMATION OF AIR DEMAND FOR
OUTLET STRUCTURES
V, = mean velocity in m/s, and
4.1 General
kinematic viscosity of water.
V =
NOTE - Kinematic viscosity of water at 20°C is to Under certain conditions of outlet gate operation,
be taken as 0’000 001 m3/s. the pressure in a conduit may fall considerably
A sample calculation for design of aeration groove below atmospheric pressure. Sub-atmospheric
is given at Annex A. pressure, approaching the vapour pressure of
water, may cause dangerous destructive cavitation
3.4.5 Design Criteria of Ramps
damage in the downstream. To avoid the cavita-
3.4.5.1 The principle of providing ramp as aera- tion damage, air supply is necessary according
tion device is based on the theory that it causes to 3.2 (a) and 3.2 (b).
the nappe to be lifted from the spillway surface
4.2 Large reductions in pressure can be avoided
and strike it back at some distance downstream.
by providing air vents through which air will
A cavity is created under the nappe which draws
discharge into the conduit when a low pressure
in air from outside. As the air is entrained by the
exists. The vents usually open through the conduit
flow, local pressure reduction occurs which causes
roof immediately downstream from the service
more air from atmosphere to rush in water flow.
gate. The size of the air vent is governed by
3.4.5.2 The air requirement shall be worked out Froude number and discharge.
according to the method explained in 3.4.1 or
formula given in 3.4.4.5. 4.3 The air discharge which must be supplied
through air vents is dependent upon the rate of
3.4.5.3 Suitable size of ramp is considered and
air entrained by high velocity flow and upon the
actual model studies are carried out, to find out
rate of air discharged at the conduit exit above
the air drawing capacity of the nappe per unit
the air-water mixture. These factors are variable
width by the formula:
and are influenced by the hydraulic and structural
qa = C. V. L. . . . (7) features of the conduit, and method of 1c onduit
operation. When conduit discharge is not
where
influenced by tail water conditions and hydraulic
w is the quantity of air drawn ma/s of the jump does not form in the conduit, the jet coming
nappe per unit width. out from a small gate opening forms a fine spray
or mist which fills the conduit and is dragged
c is a coefficient which lies between 0’01 to
along the conduit by the underlying high velocity
094. ( The value of C increases with velo-
flow producing a blast of air and spray from tbe
city and upstream roughness ).
exit portal. But at large gate openings a hydrau-
For concrete surface, C may be taken as lic jump is formed in the conduit and the jet will
0’01. entrain air. Further air discharge at the top of
the conduit will be entrained by the turbulence of
V is the velocity of the flow at the centre of the jump and pumped by the jump action into
cavity ( trajectory ) in m/s.
the conduit down stream. Both conditions of air
L. is the length of cavity in to be found from flow in the conduit result in reduced pressure at
experiment. downstream of gate and at the vent exit, resulting
in air discharge through the vent. The maximum
3.4.5.4 The height and length of ramp is to be
air velocity in the vent should not exceed 60 m/s.
finalised from the model studies for the different
flow conditions by comparing air requirement as 4.4 Estimation of Air Demand
per design for avoiding cavitation damage and
actually air drawing capacity due to provision of 4.4.1 The quantity of air requirement can be
worked out from the following method:
ramp.
3.4.5.5 The ideal location of ramp shall be near 225 .. .
i)p=
the downstream pier touching point on spillway,
QwIS12804; 1989
\
LOCATION OF
OVER FLOW
SECTION
DOWNSTREAM
FIG. 2 RAMP DETAILS AND LOCATION OF SPILLWAY
where iii) By the known gate size of outlet and head
of water, the discharge through outlet gate
p is the ratio between quantity of air is worked out by:
requirement vs quantity of water dis-
Qw = C Go JZgH’ . . . . ..(lO)
charge through conduit,
where
Qa is the quantity of air in m8/s,
Qw is the quantity of water discharge C is discharge coefficient or contraction coeffi-
cient 1 can be obtained from the graph of
through outlet in ma/s,
Fig. 4 ).
ii) p = 0’03 ( Fr- 1 ) 1’06 . . . ...(9)
Go is the gate opening above invert in m,
where B is the width of the gate opening in m.
I;i is the Froude = number at vena con- H1 is the height between energy head eleva-
tracta of gate opening. tion - ( invert elevation + C Go ).
Alternatively, the fi can be obtained directly from iv) Quantity of air required is given by:
the graph of Fig. 3. Qa - 3 Qw . . (11)
6IS12804:1989
0-Oi -
06 i-
0.4, -
0.3I -
DE SIGN CURVE
O-2I,
t$
I-
,_
OlO?
i-
O-01
,-
0 05
o-ot
0.03
o-02
0.01
L
1
(Fr-1)
NOTE - F, = V, &$ ( Froude number )
Vr = Water Velocity at Vena Contracta
y = Depth at Vena Contracta
Qa = Air Demand m3/s
Qw = Waler Discharge mJ/s
FIG. 3 GRAPH FOR DETERMINATION OF B
4.4.2 The size of air vent can be worked out by downstream corners of gate slots, and using
knowing the quantity of air, to be supplied from conservative bend radii.
the equation 11 and considering the maximum air
4.5.2 Increasing the pressure or raising the
vent velocity at 40 m/s.
hydraulic grade line at disturbance may be
Therefore area of air vent e 4a . in rn2 . . . . . . (12) accomplished either by restricting the exit end of
an outlet conduit, or by increasing the cross
A typical calculation for estimation of air require- sectional area in such localities as gate passages to
ment and size of air vent is given at Annex B. decrease the velocity and increase the pressure.
4.4.3 Details regarding air vent are shown in 4.5.3 Introducing air at low pressure area to
Fig. 5. alleviate negative pressure conditions. In the design
of high head outlet conduits, it is often desirable
4.5 Corrective Measures to Minimize Cavitation
to combine any two or all three of the above
Damages in Outlet Structures
corrective measures.
4.5.1 Improvement of water passage to minimize
the possibility of the occurrence of cavitation by 4.6 Hi&h head outlet of more than 75 m shall be
stream lining of conduit entrances, rounding of finalised after model studies are carried out.
7IS 12804: 1989
90
-DESIGN CURVE
80 --
70
GATE LIP SHADE
BASIC EQUATION
GATE OPENING ABOVE 1
INVERT IN m.
‘
B = WIDTH OF OPENING IN m. i
ENERGY GRAD ELEV
(INVERT ELEV. + CGO)
20
10
0
OISCHARQE COEFFICIENT C
FIG.4 GRAPH FOR DETERMINATION OF DISCHARGE COEFFICIENTIS 12804: 1989
EGSlOy-
_ BREAST_
WALL -AIR VEN
BELL
MOUTH
CONDUIT
FLOW-
4PPROACH
CHANNEL
I-
Fm.5 TYPICALI NLETP ORTION AIR VENT CONDUIT
AND
9ANNEX A
( Clause 3.4.4.9 )
DESIGN OF AERATION GROOVE WITH RAMP ON UPSTREAM
A-l DATA However, so long as the .flow cavitation index is
less than 1’7, structure is not free from cavitation,
Reservoir maximum water level . . . . ..140’21 m In fact, at discharge of 1/3rd the design discharge
cavitation index will be even less and protection
Intensity of discharge in the . . . ..I35 ma/s
to cavitation damages is essential.
spillway ( q )
A-1.2 Design of Aeration Groove
A-l.1 Necessity of Aeration
The calculations involve:
Flow cavitation index to be found out
at R.L. Reduced level 80’00 m. a) Angle of ramp and impact point,
b) Length and height of ramp,
( According to 3.3.3 equation 3 )
c) Quantity of air required,
dCosB+$ - -+
d) Size and shape of aeration groove, and
K=
v2/2f2 e) Spacing of airgrooves.
Head H = MWL - RL under consideration
A-1.2.1 Angle of Ramp and Impact Point
( MWL = maximum water level )
Consider a point at RI,. 80’0 m
= 140’21- 80’0
Relationship for determining the impact point
H = 60’21 m is given by:
Velocity V = 0’95 /2gH
Cos2 4 ( So- Tan t#~)= Ea . . . ...(A)
= 0’95 JZ
= 32’65 m/s where, 16 = vertical angle between ramp and the
horizontal
Depth of flow d =
So = Downstream slope of spillway,
intensity of discharge _ _q __ 135’0
-- -- -~~.~
velocity V 32 65 g = acceleration due to gravity,
= 4.13 m ;o = distance to impact point in m, and
.VZ = ( 32.65 Y = 54.33 V = reference velocity in m/set.
2g 2X 9’81 Assume: 4 = 55”
Downstream slope of ogee is 0’6 H, 1 V & = 1’666 ( since slope 0’6 : I )
(1)
:. 8 = Tan-l --.-_z59’036 v = 0’95 t/ 2gH
( 0.6 )
= 0’95 \/ 2 x 9'81 x ( 140*21-80.0)
cos 0 = 0’51
dCos 0 = 4’13 x 0’51 = 2’106 = 32’65 m/s
Rearranging the above equation ( A );
$= 10’356 m of water
2v2Cos2I $( SO- Tan 4 )
x = . . . ...(B)
-G+- p+ g
dcose
2 x ( 32’65 )* x Cos2 55” ( 1’666 -Tan 55” )
K = -~ ----- =
v"/2g 9’81
= 17.01 m
= 2’106 + 10’3-0’223_ o.224
54’33 A-1.2.2 Length and Height of Ramp ( as per
para 3.4.4.4 equation 4 ):
(Pv) _
[ Assuming vapour pressure -Y-m- - 0’223 m
(S_o- --T. aFi)L I gL2
at 20°C ] \ ‘1-l-S” 2v’ Cos’ &. (. 1+&“) I 1’3
10IS 12804 : 1989
So = 1’666 Assume : L=4’0 m ( ramp length ) 2~4 ( cos 59’036”+1 )
L
V=32*65 m/s = Sin 59.036
4 = 55”
= 2’4 ( 0’5145fl )
H =--- ( 1’666-Tan 55” )x 4 0’857 49
2/( I +-l-666 j--
= 4’239
9’81 x43
+ 2 x ( 3265 )” Cos’ 55” x (1-t 1’666’ )h Say : 4’25 m
=0’605 m. R_ - DxCot( 8/z)
Sin B
A-1.2.3 Quantity of Air Required
( 59’036” )
( as per 3.4.4.5 equation 5 )
R == 2’4 x cot 2
Bv3 Cos3 4 (So-Tan ‘6 )a
Pa = Sin 59’036”
4g
,_2’4 x 1’766 2
B = 18’3 ( c/c distance of piers in m )
0’857 49
V = 32.65 m/s
= 4’943 m
4 = 55”
Say = 4.95 m
g = 9’81
A-1.2.5 Spacing of Air Groove
Q. = 18.3~ ( 3265 )” Cos3 55” ( 1’666-Tan 55” )’
____ ( As per 3.4.4.9 equation No. 6 )
4 x 9’81
(dVm P*
= 18’3~34805’64~0’1887 (0’05657) S= 3.5d
V
4x9.81
- 173’28 m3/s 135
Depth of flow: d - $- = - = 4.13 m
32’65
A 1.2.4 Size and Shape of.Aeration Groove
Mean Velocity of flow : V, = 32’65 m/s
173’27
Area of groove = -30- = 5.77 ma
v = Kinematic viscosity = 0’000 001 m’/sec
that is 2’4 m x 2’4 m
( 4’13 x 32’65 )l’*
S = 3’5 x 4’13
( limiting the value of air velocity 30 m/s ) O’lJWu o 1
Finding out details of components as per Fig. 1 = 1 557’67 m
( L’ and R )
NOTE - Thus, second aeration groove may not be
D(Cos6+1) required. However, the above aeration arrangement
L’ - shall be tested by carrying out model studies and if
Sin B required, suitable modification may be considered.
Necessity of additional aeration groove at suitable
(1)
where, D = 2’4 m 8 = Tan-’ -- = 59’036 location also shall be decided from the model
0’6 studies.
ANNEX B
( C1au.k 4.4.2 )
DETERMINATION OF AIR REQUIREMENT AND SIZE OF AIR VENT FOR OUTLET
Size of gate : 1’52 m x 2’74 m Discharge of conduit : Qw = C GO B d2 ~rii
Conduit size : 2’74 m dia (as per equation No. 10 )
Head ofwater : 60’98 m Value of C is 0’805 for 80 percent gate opening
Maximum air demand occurs at SO percent gate Obtained from graph Of Fig. 4*
opening
Lzih= gate opening ) G, = 80 percent of gate
Air requirement Qa = 13Q w. in ma/s
( as per equation No. 11 ) = 0.80x2.74 = 2’192 m
111s 12804: r989
Y = depth of vena contracta = C Go F*-l = 8’20 - 1 = 7’20
= 0+805 x 2.192 = 1.765 m g is obtained from graph of Fig. 3 that is 0’25
B = 1’52 m width of gate
Qa = @xQw
Hl = Head on vena contracta =
= 0’25 x 91’42 m3/s
( Head of water - y ) = 22’855 m3/s
= 60.98 m-l.765 m es
Area of air vent A, = v-
- 59’215 m w
where, VWi s air vent velocity, and considered as
@v = 0’805 x 0’80 x 2’74 x 1’52 x d/z x9 81 x59.215
40 m/s maximum
= 91’42 mS/s ’
22’855
Velocity at vena contracta YI = 42gH' Area of air vent A, = 4. -= .0 .’5 71 4 m”-
= 1/2x9.81x59.215
4xA,
Diameter of air vent dr = _c_
= 34’085 m/s lT
Vr
Froude number R = - = 2/‘4 x 0’5714
\/gY 3’14
34’985 =085m
= 8’20
= (9’81 x 1’765)i Use 0’90 m pipe
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Amendments Issued Since Poblication
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Printed at Printwell Printers, Delhi, India
|
4845.pdf
|
IS : 4845- 1968
Indian Standard
DEFINITIONS AND TERMINOLOGY
RELATING TO HYDRAULIC CEMENT
( Fourth Reprint SEPTEMBER 1994)
UDC 001.4:666.94
@ CopyrigAl 1969
BUREAU OF INDIAN STANDARDS
MANN< BHAVAN, 9 BAHADUR SHAH ZAFAR MARC
NEW DELHI 110002
Gr 2 March 1969ls:484!5-1968
Indian Standard
DEFINITIONS AND TERMINOLOGY
RELATING TO HYDRAULIC CEMENT
Cement and ConcreteSectional Committee, BDC 2
Chairman Representing
SHRI J. DAM . The Concrete Association of India, Bombay
Members
SHRI M. A. MEHTA (Alternate to
Shri J. Datt )
SHRI A. P. BACCHI Sahu Cement Service, New Delhi
SHRI P. S. BHATNACAR Bhakra & Beas Designs Organization, New Delhi
DR S. K. CHOPRA Central Building Research Institute ( CSIR ),
Roorkee
SHRI J. S. SHARMA ( Alternate )
DIRECTOR ( CSM) Central Water & Power Commission, New Delhi
DIRECTOR( DAMS III ) ( Alfemate )
DR R. K. GHOSH Indian Roads Congress, New Delhi
DR R. R. HATTIANGADI The Associated Cement Companies Ltd, Bombay
SHRI V. N. PAI ( Alternate)
JOXNT DIRECTOR STANDARDS Research, Designs & Standards Organization
(B&S) ( Ministry of Railways), Lucknow
DEPUTY DIRECTORS TANDARDS
( B & S ) ( Alternate )
SHRI S. B. JOSHI S. B. Joshi & Co Ltd, Bombay
PROF S. R. MEHRA Cent;;aeth.Road Research Institute ( CSIR ), New
1
DR R. K. GBOSH ( Alternate )
DR S. N. MUKERJI National Test House, Calcutta
SHRI E. K. RAUACHANDRAN( Alternate )
SHRI ERACH A. NADIRSHAH Institute of Engineers ( India ), Calcutta
SHRI K. K. NAMBIAR In personal capacity ( 16 First Crescent, Park Road,
Madras 20 )
SHRI M. L. NANDA Central Public Works Department
SUPERINTENDING ENGINEER,
END CIRCLE ( Alternate )
BRIG NARESHP RA~AD Engineer-in-Chief’s Branch, Army Headquarters
SO 1 DESIGN ( PAVEMENT) ( Alternate )
SHRI I. L. PATEL Directorate General of Supplies & Disposals
( Ministry of Works, Housing & Supply )
SHRI RABXNDERS INQH National Buildings Organization ( Ministry of Worka,
Housing & Supply )
SHRI B. D. AHUJA ( dltemate )
( Continued on page 2 )
BUREAU OF INDIAN STANDARDS
MANN< BHAVAN, 9 BAHADUR SHAH ZAFAR MARC
NEW DELI-II 110002Momkors Rgnortkl
PROPG . s. RAMMWAMY Str~~~~ngIncering RCSWCII omhe ( CSIR).
DRN.S.BEAL(A~~~~~~~)
SBRXT.N.S.RAO Gammon India Ltd, Bombay
SEtRxS.RPINIizmo(Aflrmofr)
REPRB8ENYATIVE Gz&gical survey of Indin, Calcutta
RIuJ-AnvB M.N.Dastur&Co(Pvt)Ltd,Calcutta
RBP-A~VB The India ccmcatl Lta, Madlxu
SRIU K. G. SALVI Hindustan Houhg Factory Ltd, New Delhi
snu c. L. KAtlLIwAL( Al&mat8 )
SEZRBTAY. Central Board of Irrigation & Power, New Ddbi
SHor S. N. SINHA Roadr Wing, Ministry ofTrauaport
SHIU KARTnKP RAMD ( Alt#ma&)
&iRI L. SWAROOP Da&h Cement ( BharPt ) Ltd, New Delhi
SEIRXA.V.R.UUNA(A~~~~)
DR H. c. VQWEWAkUYA CementR aearch Institute of India, New Delhi
SnarR. NAOAIUJAN, Director General, IS1 ( Bw&& Mnnbm )
Director ( Civ Engg )
Smtr Y. R. TMEJA
Deputy Diictor ( civ Eillgg ), IS1
Cement Subconpnittee, BDC 2 : 1
DuR.R. HATTIANOADI The Ashciatcd Cement Companies Ltd, Bombay
SWRl V. N. PAI ( AI&ma& to
Dr R. R. Hattiangadi )
DR S. IL CHOPRA Ccnt~~r~~~lding Research Institute ( CSIR ),
SHRI C. A. TANEJA ( Altmato )
SHRIJ . DATT The Concrete Association of India, Bombay
SHRI M. A. MEHTA ( Al&ma& )
hRECTOR( CSM) Crntral Water & Power Commission
JOINT DIRECTOR RPasaRm Research, Dcsbi fn s & Standards Organiaation
( Ministry Railways )
(:&%T DIRECTORR EsrsrsacH
sHRI &B$A~~u!~l~na~o 1
Cmtral Warehousing Corporation, New Delhi
SHRI R.‘K. GA~TANI Shree Digvijay Cement Co Ltd, Bkka,
DE R. K. GHOSH Cen~el$oad Research Institute ( CSIR ), New
SEUUR . M. KRUHNAN National Metallurgical Laboratory ( CSIR ),
Jamshedpur
SHR1 R. L. KUYAR Hindustan Steel Ltd, Ranchi
SXRI P. CON (Al&mob )
( Contiwd on pago 7 )
2Indian Stan&d
DEFINITIONS AND TERMINOLOGY
RELATrNG TO HYDRAULIC CEMENT
0. FOREWORD
0.1 This Indian Standard was ado ted by the Indian Standards Institution
on 18 September 1968, after the x raft finalized by the Cement. and Con-
Crete Sectional Committee had been approved by the Civil Engineering
Division Council.
0.2 Hydraulic cement, more commonly known as cement, is one of the most
extensively used basic materials in all. civil engineering constructions.
Tremendous progress in the civil engineering industry and the exacting
demands of engineers for high quali building materials have resulted
in the development of a large variety o7 hydraulic cements, both for specia-
lized and general use in civil engineering constructions. There are a number
of technical terms connected with the production and use of different type
of hydraulic cements, which quite often require clarifications to give precise
meaning to the stipulations in the standard specikations and other technical
documents. This standard has been prepared with the object of defining
various terms relating to hydraulic cements.
0.3 In the formulation of this standard due weightage has been given to
international co-ordination among the standards and practices prcvaili
in diierent countries in addition to relating it to the practices in the fie3l
in this country.
0.4 This standard is one of a series of Indian Standards on cements. Other
standards published in the series are the following:
‘IS *. 269-1967 Ordinary, rapid-hardening and low heat portland
cement ( secondr &&n )
IS : 455-1967 Portland blastfumace slag cement ( secondr coision)
*IS : 1489-1967 Portland-pozzolana cement (fist rezkzka)
IS : 650-1966 Standard sand for testing of cement (1srJtr sotioa )
IS : 4031-1968 Methods of physical tests for hydraulic cement
IS : 4032-1968 Methods of chemical analysis of hydraulic cement
0.5 For the purpose of deciding whethpf a particular requirement of this
standard is complied with, the final value, observed or calculated, expressing
the result of a test or anal rounded off in accordance with
IS : 2-1960t. The number laces retained in the rounded off
value should be the same spccifkd value in this standard.
%
ls illcc rWiWd.
*Rulesf or rounding off numerial vlrlua ( rrrrirrd1 .
3Y. SCOPE
1.1 This standard lays down the general definitions applicable to hydraulic
cements, as well as the particular ddinitions and the denominations which
pertain to each type of cement.
2. GENERAL DEFINITIONS
2,l Hydraulic cement - Finely ground material which on addition of
requisite quantity of water is capable of hardening both under water and in
tir by the chemical interaction of its constituents with water, and is also
capable of bending together appropriate materials.
2.2 Component Materials
2.2.1 Principal Com@nent Materials - The principal materials used in the
manufacture of hydraulic cement should have either hydraulic or pozzolanic
properties.
2.2.1.1 Hydraulic jwo~erties - Hydraulic properties are the ability of a
material to set and harden in the presence of water, with formation of stable
wmpounds.
2.2.1.2 Pozzolanic @ropertiGs- The ability of a material to combine
chemically with calcium hydroxide in the presence of water under ambient
temperature forming compounds having cementitious properties.
2.2.2 Portland Clinker - Clinker, consisting mostly of calcium silicates,
obtained by heating to incipient fusion a predetermmed and homogeneous
mixture of materials principally containing lime ( CaO ) and silica ( SiO, )
with a smaller proportion of alumina ( Also, ) and iron oxide ( FesO, ).
2.2.3 Granulated Blartjhace Slag - Blastfurnace slag in granulated form is
used for the manufacture. of hydraulic cement. Blastfurnace slag is non-
metallic product consisting essentially of glass containing silicates and alumino
silicates of lime and other bases, which is developed simultaneously with iron
in blastfurnace or electric pig iron furnace. Granulated slag is obtained by
further processing the molten slag by rapidly chilling or quenching it with
water or steam and air.
2.2.4 High Alumina Clinker - Clinker consisting mainly of mono calcium
aluminates and obtained by complete or partial fusion of a predetermined
mixture of materials mainly containing alumina ( Also, ) and lime ( CaO )
with smaller proportions of iron oxides, silica (.SiOs ) and other oxides.
2.2.5 PozzoCana -An essentially silicious material which while in itself
possessing little or no cementitious properties will, in finely divided form
and in the presence of water, react with calcium hvdroxide at ambient tern--
pcrature to form compounds possessing cementitious properties. The
4IS:4845-1968
term includes natural volcanic material having pozzolanic properties as
also other natural and artificial materials, such as diatomaceous earth,
calcined clay and fly ash.
PORTLAND CJMENT
3.1 Portland Cement - Portland cement is the cement obtained by grind-
ing Portland clinker with the possible addition of a small quantity of gypsum,
water or both, and not more than one percent of air entraining agents or
other agents which have proved not to be harmful ( see IS : 269-i967* ).
3.2 Additives - In the manufacture of Portland cement, any material,
other than water or gypsum, or both, which is interground with the clinker,
in an amount not to exceed one percent. The following two types of addi-
tives are recognized:
a) Processing additives designed primarily to aid the cement manu-
facturer in grinding or otherwise processing or handling his cement,
and
b) Functional additives added primarily to modify the end properties
of cement.
3.2.1 The additives should be covered by a statement of their nature
completing the standard denomination of the cement.
3.3 Standard Deno mination Portland Cements - Ordinary Portland
cement, rapid hardening Portland cement and low-heat Portland cement.
4. CEMJJNT CONTAINING BLASTFURNACE SLAG
4.1 Portland ‘Blastfurnace Slag Cement - An intimately interground
mixture of Portland clinker and granulated blastfurnace slag with addition
of gypsum and permitted additives ( see 3.2 ) or an intimate and uniform
blend of Portland cement and finely ground granulated blastfurnace slag
(see IS : 455-1967t ).
4.1.1 Standard Denomination- Portland blastfurnace slag cement. The
abbreviation ‘ PBFS Cement ’ shall be used for ‘ Portland.blastfurnace slag
cement ‘.
4.2 Cements Composed IKainly of Blastfurnace Slag and Caldum
gulphate
4.2.1 Su@rsu&hated Ccment- A hydraulic cement having sulphuric
anhydride ( SO, ) content not more than 5 percent and made by
*Spccitieation for ordinary, rapid-hardening and low heat Portland cement (MC&
noirion). (Since revised).
tSpeci&ation for Portland blastfurnace slag cement( MC&r un&~). ( Since revkd )intergrinding a mixture oTat least 70 percent granulated blastfurnace slag,
calcium sulphate. and a small amount of lime or Portland clinker.
4.2.2 Standard lhtomination - Supersulphated cement.
5. HIGH ALUMINA CEMENT
5.1 High Alumina Cement - High alumina cement is the cement
obtained by grinding high alumina clinker.
5.2 Standard Denomination - High alumina cement.
6. CEMENTS CONTAINING POZZOLANA
6.1 Cements containing pozzolana are cements obtained by intergrinding
Portland clinker, gypsum and pozzolana or by intimate and’ unSorm
blending of Portland cement and fine pozzolana.
6.2 Portland-Pozzolana Cement - An intimately interground mixture of
Portland clinker and pozzolana with the possible addition of gypsum or
an intimate and uniform blend of Portland cement and fine pokzolana, the
pozzolana constituent being within limits specified in IS : 1489-1967*.
6.2.1 Standmd Denomination- Portland-pozzolana cement.
7. MASONRY CEMJJNT
7.1 Masonry Cement - Product obtained by intergrinding a mixture of
Portland cement clinker with inert m3terials ( non-pozzolanic ), such as
limestone, conglemetites, dolom$e limestone and dolomite; and gypsum
And an w eritraining plasticiser,, m suitable proportions so that the resulting
product conforms to the reqmrements laid down in IS : 3466-1967t.
It is characterized by certain physical properties, such as slow-harden-
ing, high workability and high water retentivity which make it especially
suitable for masonry work.
7.2 Standard Denominatioa - Masonry cement.
8. OILWELL CElW&
8.1 Hydraulic cement suitable for use in high pressure and temperature
in SW water and gas pockets and setting casings during the drill.&
and re of oil-wells, often contains retarders to meet the requirements
of sue /F use in addition to coarser griixling and/or reduced tricalcium
aluminate ( CsA ) cdntent of clinker.
*&ccibth for Porthd-pozzoba cement (ptrt
aision).
(Since r&ined).
. .
tspeaciaoaform88auyamalL
6IS:484!i-1968
9. SULPIIAT%RESISTANT CEMENT
9.1 Sulphate-Resistant Portland Cement - Portland cement with its
tricalcium aluminate ( C,A ) content [ calculated by the formula
C&A 5: 2.65 ( A&O, ) - I.69 ( Fe,Os ) ] not more than 5 percent and
specific surface determined by Blames air permeability method not less than
2 500 cm2/g.
10. HYDROPHOBIC CEMENT
10.1 Hydrophobic Cement - Cement obtained by grinding ordinary
Portland cement clinker with an additive which will impart to ground
cement, a water repelling property which shall be destroyed only by wet
attrition, such as in concrete mixer. The hydrophobic quality of cement
would facilitate its storage for longer periods in extremely wet climatic
conditions.
( Ghtind from tag* 2 )
Members Representing
SH~I A. P. MAUJZ+HWARY Rohtaq Industries Ltd, Dalmiauagar
SHRI P. B. PATIL Gammon India Ltd, Bombay
SHRI RNIINDER SINGH National Buildings Organization
SHIU G. T. BHIDE ( Alternate )
SFW E. K. RAPWXANDRM National Tut House, Calcutta
SFIRID . M. SAVUR The Hindustan Coostruction Go Ltd, Bombay
SO 1 DI~SI~N( PA~I~MEN) T Engineer-in-Chief’s Branch, Army Headquarters
SHRXB . P. MUKHERJE(E A ltemat~ )
SHRI K. A. SUBRAMANMY Cement Manufacturers Association, Bombay
DR P. K. MEHTA ( Al&ma@)
S~~ING,ENQ~NJUZR ( PLAN- Public Works Department, Government of Madraa
NINQ& DESIGNS)
Execunv~ ENGINEERk,m uwo
CENTRED IVISION( Al&mute )
SFIRI L. SWAROOP Dalmia Ccmmt ( Bharat ) Ltd, New Delhi
SHRIA . V. bMA#A (Al- 1
SERE S. P. VARMA Directorate General of Technical Development
DR H. G. VISVESVARAYA Cement Research Institute of India, New Delhi
7BUREAU OF INDIAN STANDARDS
Headquarters :
Manak Bhavan, 9 Bahadur Shah Zafar Marg. NEW DELHI 110002
Telephones : 331 01 31 Telegrams Nlanaksansthr,
331 1375 (Common to all Offices)
Regional Offices : Telephone
Central : Manak Bhavan, 9, Bahadur Shah Zafar Maro 33181 31
NEW DELHI 110002 i 331 13 75
’ Eastern : l/14 C.I.T. Scheme VII M. 37 86 62
V.I.P. Road, Maniktola, CALCUTTA 700054
Northern : SC0 445-446, Sector 35-C, CHANDIGARH 160036 21843
Southern : C.I.T. Campus, IV Cross Road, MADRAS 600113 41 29 16
t Western : Manakalaya, E9 MIDC. Marol. Andheri (East), 6 32 92 95
BOMBAY 400093
Branch Offices :
‘Pushpak’, Nurmohamed Shaikh Marg, Khanpur, AHMADABAD 380001 2 63 48
r Peenya Industrial Area, 1st Stage, Bangalore-Tumkur Road, 39 49 55
BANGALORE 560058
Gangotri Complex, 5th Floor, Bhadbhada Road, T.T. Nagar. 55 40 21
BHOPAL 462003
Plot No. 82/83, Lewis Road, BHUBANESHWAR 751002 5 36 27
Yalai Kathir Burlding, 6/48-A Avanasi Road, COIMBATORE 641037 2 67 05
Quality Matking Centre, N.H. IV, N.I.T., FARIDABAD 121001 -
Savitri Complex, 116 G. T. hoad, GHAZIABAO 201001 8-71 19 96
53/5 Ward-No. 29, R.G. Barua Road. 5th By-lane. 3 31 77
GUWAHATI 781003
5-8-5GC L. N. Gupta Mary. ( Nampally Station Road ) 23 10 83
HYDERABAD 500001
RI4 Yudhister Marg, C Scheme, JAIPUR 302005 ’ 63471
117/418 B Sarvodaya Nagar, KANPUR 208005 21 68 76
Plot No. A-9, House No. 561/63, Sindhu Nagar, Kanpur Roaa. 5 55 07
LUCKNOW 226005
PatIip.utra Industrial Estate, PATNA 800013 6 23 05
Drstrrct Industries Centre Complex, Bagh-e-Ali Maidan. -
SRINAGAR 190011
T. C. NO. 1411421. University P. 0.. Palayam. 6 21 04
THIRUVANANTHAPURAM 695034
Inspection Offices (With Sale Point) :
Pushpanjalr. First Floor, 205-A West High Court Road. 52 51 71
Shankar Nagar Square. NAGPUR 440010
Institution of Engineers (India) Building, 1332 Shivaji Nagar. 5 94 35
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
Reprography IJrt.lt, BIS, New Delhi, India
|
14914.pdf
|
Is 14914:2001
Indian Standard
METHOD FOR DETERMINATION OF PHORATE
RESIDUES IN AGRICULTURE AND FOOD
COMMODITIES, SOIL AND WATER
ICS 13.080.99;65.100.01;67.040;71.040.50
0 BIS2001
BUREAU OF INDIAN STANDARDS
MANAK BHAVAN, 9 BAHADUR SHAH ZAFAR MARG
NEW DELHI 110002
May 2001 Price Group 2
3,
‘Pesticide Residues Analysis Sectional Committee, FAD34
FOREWORD
ThisIndianStandard wasadopted bytheBureauofIndianStandards, afterthedraftfinalizedbythePesticide Residues
Analysis Sectional Committee hadbeen approved bythe Food andAgriculture Division Council.
Phorate, 0,0-dimethyl S-ethylthiomethyl phosphorodithioate, formulations areextensively used inagriculture forthe
control ofmany insect pests. This standard willenable the food, health authorities andothers engaged inthe field to
follow uniform test procedure forthe estimation ofresidues ofphorate inagriculture and food commodities, soil and
water.
In preparation of this Standard due consideration has been given to the limits of phorate residues which have been
laid down under the provisions of Prevention of Food Adulteration Act, 1954 and Rules firmed thereunder and
Standards of Weights and Measures (Packaged Commodities) Rules, 1977. The specified testmethod issensitive to
the prescribed level ofresidues.
In reporting the results of a test or analysis made in accordance with this standard, if the final value, observed
or calculated, istoberounded off, itshallbedone inaccordance withIS2: 1960‘Rulesforrounding offnumerical
values (revised )’.IS 14914:2001
Indian Standard
METHOD FOR DETERMINATION OF PHORATE
RESIDUES IN AGRICULTURE AND FOOD
COMMODITIES, SOIL AND WATER
1 SCOPE commodities,soilandwatershallbedrawninaccordance
withIS 11380( Part 1).
Thisstandard prescribes gaschromatographic method
fordetermination ofresidues ofphorate (O,O-dimethyl 6 APPARATUS
S-ethylthiomethyl phosphorodithioate) and itstoxic
metabolizesphorate oxon sulfoxide inagriculture and 6.1 Mechanical Shaker
food commodities, soil and water. The method is
6.2 Vacuum Rotary Evaporator
applicable with alimit of determination inthe range
ofO.01pg/g (ppm). 6.3 Chromatographic Column
2 REFERENCES Glass40 cmx 2cm.
The following Indian Standards contain provisions
6.4 Buchner Funnel
which through reference in this text, constitute
provisions ofthisstandard. Atthetimeofpublication, 6.5 Erlenmeyer (Conical )Flask
the editions indicated were valid. All standards are
500ml,250mlcapacity.
subject to revision, and parties to agreements based
on this standard are encouraged to investigate the 6.6 Round Bottom Boiling Flasks
possibility ofapplying themost recent editions ofthe
standards indicated below: 500 ml,250ml, 100mlcapacity.
1SNo. Title 6.7 Separator Funnel
1070:1992 Reagentgradewater(thirdrevision ) 1000 ml,500ml, 125mlcapacity.
11380 Method of sampling for deter-
6.8 Volumetric Flask
(Part l): 1985 mination of pesticide residues :
Part 1 In agricultural and food 200ml, 100mlcapacity.
commodities
6.9 Gas Chromatograph
3 PRINCIPLE
Residues ofphorate and its all toxic metabolizes are A suitable gas chromatography equipped with a
extracted with acetone. The acetone extract is thermoionic oralkaliflameionizationdetector orNPD
concentrated, diluted with water and residues are andFPDandoperating under thefollowing suggested
partitioned intoethylacetate. The ethylacetateextract parameters. Theseparametersmaybevariedaccording
is concentrated and cleaned up by column to the available facilities, provided standardization
chromatography using 2:5 (w/w) mixture of Darco isdone:
G60andcellulose powder. After cleanup,theextract
Column : Glass 3.5 ft x % inch packed with
is oxidised toconvet?allactiveresidues intosulfones,
3.5%DC200and 1.5%QF-1on80-
which isthen measured by gaschromatography with
100meshGasChrom Q
thermionic oralkali flar,e ionization detector.
Temperatures : Column oven 200”C
4 QUALITY OF REAGENTS
Injection port 225°C
Unless specified otherwise, pure chemicals and Detector 240°C
distilled water (see 1S1070 )shallbeemployed inthe
tests. Gas Flow Rates: Nitrogen (carrier gas) 30ml/min
Hydrogen 3-5ml/min
NOTE — ‘Pure chemicals’ shall mean chemicals that
Air 300ml/min
do not contain impurities which affect the results of
analysis.
Retention Time : Phorate sulfone 5.9min
5 SAMPLING (approx)
Phorate oxon sulfone
The representative samples for the purpose of
(oxygen along) 4.7
estimating phorate residues in agriculture and food
1IS 14914:2001
6.10 Microlitre Syringe 8 EXTRACTION
10@ capacity. 8.1 Plant Material and Soil
7 REAGENTS Take25 goffinely chopped plant, fruit or vegetable,
finely ground grain sample orsoil sample ina250 ml
7.1 Acetone
conical flask. Add 100ml of acetone and extract by
Glass redistilled. shaking the contents onamechnaical shaker at slow
tomoderate speed for2h. Filter the contents through
7.2 Ethyl Acetate suction into 500 ml suction flask and repeat the
extraction twice with 75mleach portions of acetone
Glass redistilled.
collecting theacetone extract eachtime. Combine the
7.3 Chloroform acetone extrtacts, transfer intoa500mlround bottom
flaskandconcentrate toabout 50mlinvacuum rotary
Glass redistilled.
evaporator.
7.4 Methanol
Transfer the concentrated extract to 1litre saparatory
Glassredistilled. funnel di!ute with 50 ml saturated sodium chloride
solution followed by 300 ml distilled water. Extract
7.5 Sodium Sulphate this aqueous phase with three 100-ml portions ofthe
ethylacetate. Collect theethylacetate extract through
Anhydrous.
a layer of anhydrous sodium sulphate kept over a
7.6 Sodium Chloride funnel with a glass wool pad. Combine the ethyl
acetateextract,transfer toa500mlround bottom flask
ARGrade.
and concentrate to dryness using a rotary vacuum
7.7 Darco G 60 evaporator.
Active charcoal, acid washed. 8.2 Water Samples
7.8 Cellulose Powder for Column Chromatography Place an appropriate volume of the water sample
(9 150to 200 ml) in a500 ml separator funnel and
60-120mesh.
extract thrice with 100ml portions of ethyl acetate,
passingtheextractthroughalayerofanhydroussodium
7.9 Megnesium Sulphate
sulphate. Transfer thedried extract toa500mlround
ARGrade. bottom flaskandconcentrate todryness using arotary
vacuum evaporator.
7.10 Sodium Sulphate
9 CLEANUP
Anhydrous.
Prepare achromatographic column inthe following
7.11 Sodium Chloride
order in distinct layers — a layer of glass wool,
ARGrade. 1.5 cm of anhydrous sodium sulphate; 4 cm of
2:5(w/w)mixture ofDarco G60—cellulose powder,
7.12 Potassium Permanganate
1.5 cm of anhydrous sodium sulphate using ehtyl
acetate asthe solvent. Washthe column with 20 ml
ARGrade.
ofethyl acetate followed by20mlofhexane. Do not
7.13 Phorate Reference Standard allowthesolvent tofallto levelbelow theupper layer
of adsorbent packing.
Ofknown purity.
Dissolve the concentrated extract obtained as in 8.1
7.14 Phorate oxon Reference Standard
or8.2in2mlofethylacetateandtransfer quantitatively
Of known purity. intothe column using three 2-ml washings with ethyl
acetate. Ehite the column with 100mlof20 percent
7.15 Preparation ofStandard Solution
methanol inethyl acetate, collect the eluate in250 ml
round bottom flask and concentrate to dryness using
Weigh 0.1 g of phorate and 0.1 gof phorate oxon
arotatry vacuum evaporator.
(oxygen analog) ina 100mlvolumetric flask. Make
tovolume withacetone. Transfer 1mlofthissolution
10 OXIDATION
to a 290 ml volumetric flask, make to volume with
acetone andmix. This flask contains 5pg/ml each of Place 2 ml of the standard (see 7.13) solution in a
phorate and phortate, and phorate oxygen analogue. 100mlround bottom flask. This standard iscarried
2IS 14914:2001
through the reminder of the procedure and contains 12 CALCULATION
5 ~g/ml each of phorate, and phorate and phorate
Calculate the parts per million of residue 9 pg/g in
oxygen analogue.
samplebycomparingtheresponse(peakarea)obtained
for anunknown tothe response obtained for aknown
Dissolve the sample residues from the previous step
amountofphorateoroxygenanalogue standard carried
in 2 ml of acetone. Add 5 ml of 20 percent (w/v)
through the procedure from the oxidation step. The
magnesiumsulphatesolutionand25mlof 0.5N KMnOd
standard isacomposite ofboth compounds, but parts
solution, washing down the sides ofthe flask during
permillion intheunknowns arecalculated separately
the addition. Mix and let stand for 30 min with
using the corresponding standard peak, because
occasional swirling for 30rein, making surethatthere
chromatography response isslightly different for the
isanexcess ofpermanganate theentiretime. Transfer
two compounds.
the oxidation chloroform and add this to separator
funnel containing the oxidation mixture. Shake the Residues of phorateloxygen analogue
separator fmnel for 30s toextract, allowthephases
A_ l“,~d v
to separate (centrifuge if necessary), and drain the QQYJg)= xcx — x— XF
lowerphasethrough 15to20gofpowdered,anhydrous /i,td v, M
sodium sulphate retained in apowder funnel with a
where
loose plug of glass wool. Collect the filtrate in a
250-mlroundbottomflask. Repeattheaboveextraction A, = peak area ofthe sample
twice more with fresh 25 mlportions ofchloroform. A,~d = peak area of the standard
After the final extraction, rinse the sodium sulphate
c= concentration, in pg/ml, ofthe standard
with 20 ml of chloroform. Evaporate the combined
solution
extractsjust todryness onarotary vacuumevaporator
at40”C. Removeanylasttracesofsolventwithastream v,~d= volume in pl, of standard injected
ofdry air atroom temperature. Dissolve the residue v, = volume inpl, of’samplesolution injected
inethyl acetate and analyze byGLC asthe sulfones.
v= totalvolume,inml,ofthesamplesolution
11 ESTIMATION M= mass,ing,ofthesampletakenforanalysis
Dissolve the standard and sample residue from the
100
previous oxidation step (see 10) suitable in ethyl F= recoveryfactor=
Percent mean recovery
acetate and inject an appropriate aliquot of the
standard or sample solution into the gas
NOTE—Percentmeanrecovery isdetermined bytaking
chromatography. Identify the phorate sulfone andthe
untreated control sample to which a known amount of
oxygenanalogue sulfonepeaksbytheirretentiontimes phorate and its oxygen analogue is added and analysed
and measure the peak areas. asdescribed above.
!,Bureau of Indian Standards
BIS is a statuto~ institution established under the Bureau of Indian Standards Act, 1986 to promotp
harmonious development ofthe activities ofstandardization, marking and quality certification ofgoods and
attending t~ cmmected matters in the country.
Copyright
BIShasthecopyright ofallitspublications. Nopartof thesepublicatio~ maybe reproducedin anyform without
the prior permission inwriting ofBIS. This doesnotpreclude the freeuse, inthe course ofimplementing the
standard, ofnecessary details, such as symbols and sizes, type or grade designations. Enquiries relating to
copyright be addressed tothe Director (Publications), BIS.
Review of Indian Standards
Amendments are issued tostandards asthe needarises onthebasis ofcomments. Standards arealso reviewed
periodically, astandard along with amendments isreaffirmed when suchreview indicates&at nochanges are
needed; ifthe review indicates that changes are needed, itistaken upfor revision. Users ofIndian Standards
should ascertain that they areinpossession ofthe latest amendments oredition byreferring tothe latest issue
of ‘BIS Catalogue’ and’ Standards: Monthly Additions’.
This Indian Standard has been developed from Doc :No. FAD34(1040).
Amendments Issued Since Publication
Amend No. Date of Issue Text Affected
BUREAU OF INDIAN STANDARDS
Headquarters:
ManakBhavan, 9Bahadur ShahZafarMarg, NewDelhi 110002 Telegrams: Manaksanstha
Telephones: 3230131,3233375,3239402 (Common to all oftlces )
Regional Offices: Telephone
Central: ManakBhavan, 9Bahadur Shah Zafar Marg 3237617
NEWDELHI 110002 { 3233841
Eastern: 1/14C.I.T.Scheme VIIM, V.I.P.Road, Kankurgachi 3378499,3378561
CALCU’ITA700 054 { 3378626,3379120
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{ 602025
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{ 2351519,2352315
Western: Manakalaya, E9MIDC, Marol, Andheri (East) 8329295 >8327858
MUMBAI 400093 { 8327891,8327892
Branches: AHMADABAD. BANGALORE. BHOPAL. BHUBANESHWAR, COIMBATORE.
FARIDABAD. GHAZIABAD. GUWAHATI. HYDERABAD. JAIPUR. KANPUR.
LUCKNOW. NAGPUR. PATNA. PUNE. RAJKOT. THIRUVANANTHAPURAM.
PrintedatNew IndiaPrintingPress,Khurja,India
|
8282_1.pdf
|
Indian Standard
CODE OF PRACTICE FOR INSTALLATION,
MAINTENANCE AND OBSERVATIONS OF
PORE PRESSURE MEASURING DEVICES
IN CONCRETE AND MASONRY DAMS
P’hRT I ELECTRICAL RESISTANCE TYPE CELL
( Second Reprint AFWL 1992 )
UDC 627.8.012.4:624.131.387
@ Copyright1 977
BUREAU OF INDIAN STANDARDS
MANAK BHAVAN, 9 BAHADUR SHAH ZAFAR MARG
NEW DELHI 110002
Gr 4 April 1977IS : 8282 ( Part I ) - 1976
Indian Standard
CODE OF PRACTICE FOR INSTALLATION,
MAINTENANCE AND OBSERVATIONS OF
PORE PRESSURE MEASURING DEVICES
IN CONCRETE AND MASONRY DAMS
PART I ELECTRICAL RESISTANCE TYPE CELL
Hydraulic Structures Instrumentation Sectional Committee, BDC 60
Chuirmun Representing
SHRI I. P. KAPILA Irrigation Works, Government of Punjab,
Chandigarh
A4embers
DR B. K. AGARWALA National Physical Laboratory ( CSIR ). New Delhi
SHRI S. S. ACJARWAL Central Scientific Instruments Organization (CSIR).
Chandiearh
SHRI B. S. BHALLA Beas Designs Organization, Nangal Township
SHRI M. L. KAUSHAL( Alrernafe )
CHIEF ENGINEER( IRRIGATION) Public Works Department, Govcrnmcnt CA Tamil
Nadu
DIRECTOR ( INSTITUTE OF
HYDRAULICS % HYDRO-
LOOY) ( Alfernafe )
SHRI A. Y. DAFLE Koyna Project, Government of Maharashtra
DIRECTOR Central Water & Power Research Station, Punt
SHRI C. En-v DARWIN Idukki Project, Government of Kcrala
SHRI N. BHWTHALINGA~(I Alferrrare )
SHRI S. N. GURU RAU Central Water Commission, New Delhi
SHRI M. T. GURNANI ( Alfernare )
SHRI N. S. GUJRAL f Alternate \
SHRI P. GOSWAMI ‘Philips India Limited, Bombay
SHRI K. BASU ( AItcrnate )
SHRI R. C. GUPTA Ram Ganga Project, Kalagarh
SHRI L. N. KABIRAJ Damodar Valley Corporation, Calcutta
SHRI Z. M. KARACHIWALA Vasi Shums & Co Pvt Ltd, Bombay
Miss A. MANI Meteorolo_rical Department, New Delhi
SHRI V. N. NAGARAJA Ministry of Irrigation & Power, New Delhi
SHRI P. K. NAGARKAR Irri@ion & Power Department, Government of
Maharashtra
SHRI T. V. MARATHE( Alternate )
( Conrimted on page 2 )
@ Copyright 1977
BUREAU OF INDIAN STANDARDS
This publication is protected under the Indian Copyrighf Act ( XIV of 1957 ) and
reproduction in whole or in part by any means except with written permission of
the publisher shall be. deemed to be an infringement of copyright under the said Act.IS : 8282-( Part I ) - 1976
( Continued from prrgc 1 )
Members Representing - .
SHRI R.G. PATEL Public Works Department, Government of Gujaiat
SHRI R. J. RAJU Irrigation Department. Government of Andhra
Pradesh
DR J. PIJRUSHOTHAM (Alternate)
SHRI K. S. RAO Electronids Corporation of India Ltd. Hyderabad
SECRETARY Central Board of Irrigation & Power. New Delhi
DEPUIY SECRETARY (Alternate)
SHRIH .C. VERMA Associated Instruments Manufacturers ( India ) Pvt
Ltd, New Delhi
SHRIK . G. PIJRANG( Alternate )
SHRID . A~HASIMHA, Director General, ISI ( Ex-oficio Member )
Director ( Civ Engg )
Secrerary
SHRl G. RAhiAN
Deputy Director ( Civ Engg ), IS1IS : 8282 ( Part I ) - 1976
Indian Standard
CODE OF PRACTICE FOR INSTALLATION,
MAINTENANCE AND OBSERVATIONS OF
PORE PRESSURE MEASURING DEVICES
IN CONCRETE AND MASONRY DAMS
PART I ELECTRKA-L RESISTANCE TYPE CELL
0. FOREWORD
0.1 This Indian Standard ( Part I ) was adopted by the Indian Standards
Institution on 39 November 1976, after the draft finalized by the Hydraulic
Structures Instrumentation Sectional Committee had been approved by
the Civil Engineering Division Council.
0.2 Stress and stability analysis of concrete and masonry dams is carried
out by considering the existence of uplift across every horizontal plane,
having uplift intensity-distribution in accordance with the design criterion
in practice. The effect of the uplift is to induce instability on account of
resulting buoyancy in weight of the material in dam above the horizontal
section under consideration.
0.3 Provision of arrays of electric resistance type and vibrating wire type
pore pressure cells in concrete and masonry at different elevations, and
spaced at suitable distances from the upstream face, would provide informa-
tion on the status of pore pressure at the time of observation.
0.4 Large concrete and masonry dams are~provided with a row or rows of
internal formed drains. A record of the pore pressure development and its
variations would indicate the effectiveness and adequacy of these drains.
At the same time, any sudden and significant variations in the pore pressure
development may be indicative of some structural damage or deficiency in
the dam material, warranting timely remedial measures being undertaken.
0.5 For measuring the pore pressures in the body of concrete and masonry
dams, the following device/instruments are used:
a) Pressure pipes; and
b) Electrical pressure cells of two types, namely, electrical resistance
type pore pressure cells, and vibrating wire type pore pressure
cells.
3IS : 8282 ( Part I ) - 1976
0.5.1 Pressure pipes and vibrating wire type pore pressure cells are
proposed to be covered in separate standards. This standard covers the
electrical resistance type pore pressure cells.
0.6 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.
0.7 For the purpose of deciding whether a particular requirement of this
standard is complied with, the final value, observed or calculated, express-
ing the result of a test, shall be rounded of in ackordance 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 details of installation, maintenance
and observation of resistance type pore pressure measuring devices in
concrete and masonry dams.
2. INSTRUMENT
2.1 Electrical Resistance Type Pore Pressure Cell -Resistance type of pore
prcssurc cell utilizes the two electrical principles, namely, changes in tension
in elastic wires cause change in electrical resistance of the wires and changes
in temperature of wires cause changes in electrical resistance of wires.
Details of a typical pore pressure cell are shown in Fig. 1. This instrument
has H solid steel diaphragm which is actuated by the pressure of the pore
fluid which filters through a porous plug. The de5ection of the diaphragm
is measured by means of a strain meter unit. The space between the
porous plug and the diaphragm is filled with petroleum jelly or water before
use so that the response is almost instantaneous. The readings are taken
bv test set working on Wheatstone bridge principle and recorded on a
s&table data form.
3. NUMBER AND LOCATJON
3.1 Representative blocks of the dam shall be selected for the installation
of these cells. Generally the deepest over5ow and non-overflow sections
are selected. The cells are installed in two or three levels in rows. The
bottom row of pore pressure cells may be located a little above the founda-
tion level (say about 1.5 m ) or as may be required by the desi_pn. ~The
second row may be installed at one-third or half the height of the dam.
The spacing of the ceils in each row may be 10 to 15 metres along the width
of the dam.
*Rules l%r rounding off numerical values ( revised) .
4IS : 8282 ( Part I) - 1976
PRESSURE CHAUBER 1 \-STEEL SLEEVE PRESS FIT
FILLED WITH PETROLEUU
JELLY OR WATER
FIG. I TYPICAL RESISTANCET YPE PORE PRESSURE CELL
4; INSTALLATION
4.1 Prior to the embedment of pore pressure cells in the newly placed
concrete or masonrjt, each instrument should be thoroughly checked for cell
resistance as also for the lead resistance and these should be entered in the
pro forma given in Appendis A. The resistance and ‘rcsistancc ratio before
splicing and after splicin, ‘* should also be recorded in the pro forma given in
Appendix A which is meant for recording pre-embcdmcnt test results.
4.2 The pore pressure cells are usually located near the top of a lift, where
placement can be accomplished after concreting in the area has been
completed. A hole just large enough~to accommodate the instrument and
about 300 mm deep should be dug at the desired location. The cell should
be laid horizontally in the hole, normal to the exterior surface of the
concrete and with the porous plug at the desired distance from the upstream
surface.
4.2.1 Frames or brackets to hold the cell in position during embedment,
should not be used, since they would possibly provide a lenkage path
directly to the cell. Concrete or mortar as the case may be, should be
placed by hand around the instrument and tamped lightly so as to obtain
contact between the body of the cell and the surrounding concrete/masonry.
Excessive tamping of the concrete/masonry shall be avoided as this would
result in a highly impermeable zone around the cell and affect the normal
build-up of hydro-static pressure. After embedment, a temporary cover of
boards laid over the cell locations will afford protection until the concrete/
mortar has hardened. The ends of cables attached to the pore pressure
cells which remain uncovered for a while until these are properly terminated
in a terminal board, shall be protected by cable protection caps, This
pre-caution is considered necessary with a view to prevent moisture and
water entering the pore pressure cells through the cable ends.
5IS : 8282 ( Part I ) - 1976
4.3 Cables and Conduits
4.3.1 The pore pressure cells are normally supplied with about 750 mm
of three conductor rubber covered cable attached to the instrument.
Enough additional three conductor cable is then added in the field to
reach from the point where the instrument is embedded to a terminal station
in the gallery. The additional length of cableshall be attached to the pore
pres$ure cells by means of splicing in accordance with the ‘Indian
Standard Code of practice for selection, splicing, installation, and providing
protection to the open ends of the cable used for connecting resistance type
measuring devices in concrete and masonry dams’ (.under prepararian ).
NOTE-Till such time the standard under preparation is published, the matter
shall be as agreed upon between the concerned parties.
4.3.2 In estimating the length of the cable to be added, a suitable route
between the point of embedment of the instrument and the terminal station
in the gallery should be selected by a study of the drawings. In selecting
the route, due consideration shall be given to the construction procedures
involved in placing the concrete/masonry where the instrument is to be
embedded and to possible obstructions along the chosen route. After the
selected route has been verified the .length of the cable required shall be
estimated, and a small amount usually 10 percent or 2 m, whichever is
larger. shall be added to all,ow for extra length required due to normal
variatiops from the seledted route. The length of.the cable should be
limited as far as possible. In any case it shall not exceed 80 m.
4.3.3 In general, cables run horizontally without conduit in the concrete
and in conduits in the masone and run in downward and upward
directions in conduits both in the concrete and the masonry. The conduit
may be of any material which will not collapse in the fresh concrete/
masonry. The size of the conduit may be chosen in accordance with the
procedure given in the ‘Indian Standard Code of practice for selection,
splicing, installation, and providing protection to the open ends of the cable
used for connecting resistance type measuring devices in concrete and
masonry dams’ ( z&er preparation ) ( see Note untieer 4.3.1 ).
4.3.4 If the cable leads are to cross, contraction joints in the structure, a
slack cable recess shall be provided at the crossing point. This may consist
of a wooden box block out, forming a recess into which the cable is run.
During placement of concrete/masonry in the adjacent block, a 300 mm
loop of slack cable shall be left in the unfilled block out and the remaining
length of cable laid in theusual manner.
4.3.5 Cables should be threaded individually into the conduit, so that
each cable will be required to support only its own weight. At the entrance
of the cables into the conduit suitable protection, such as padding with
burlap, should be provided around each cable and in the interstices between
the cables to prevent sharp bends and to prevent the entrance of concrete,’
mortar and grout into the conduit.IS : 8282 ( Part I ) - 1976
43.6 Where a group of cables is to be run horizontally in a concrete lift,
they may be taped together at intervals and laid on the top of the last abut
one layer -of concrete in the lift, covered with pads of fresh concrete/
mortar at several points along their length, and placement of the final
concrete lift layer allowed to proceed in the normal manner.
43.7 The layout should be so planned that cells and terminal boards are
in the same block as far as possible.
4.3.8 In cases where a number of cables from widely-separated points are
collected at one central point and run downward into a conduit, a very
successful plan is to run the cable in two steps. A collecting box or
concrete form is erected around the grouped conduits so that the lifr is left
about 450 mm low at the conduits. During the placement of the concrete
in which the cells are embedded, the cables are brought horizon-
tally to the collection point and there coiled and hung out of the fresh
concrete. As soon as the concrete has set sufficiently to bear traffic,
the cable -coils are taken down the conduit to the terminal boards.
The advantages are that it is much easier to sort and run cables when they
are not muddled with fresh concrete/mortar.
4.4 Identification of Cables and Cells - Each cell should be identified by a
letter prefix designating the type of instrument and numbered consequently.
The normal prefix used for pore pressure cells is PP. When the cable lead
is coilnected to a-cell, -an identification band with the instrument identifica-
tion. number stamped or punched on it is crimped to the cable about
900 mm from the cell and a similar band crimped about 300 mm from the
free end of the cable. In addition a few more markers, consisting of the
identification number marked on white tape and covered with linen zind
friction tape, should be placed around the cable near the reading end.
4.5 Terminal Boards
4.5.1 Location of Terminal Boards - Permanent facilities for making
readings are provided in terminal recess usually located in blockouts on
walls of galleries nearest to the instruments. The reading stations for all
embedded instruments in a monolith should be located in that monolith if
possible, in order to avoid runnin, 0 cable leads across contraction joints.
Separate terminal recesses for cable leads from different types of instru-
ments are not required. Where a gallery or similar semi-protected locaticn
is not-available, a conveniently accessible exterior location may be selected,
and the facilities secured against unauthorized tampering.
4.5.2 Lighting - Normal gallery lighting is usually not adequate and a
supplementary fixture for lighting should be provided at the terminal
reading station.
4.53 Moisture Prevention - To reduce corrosion at the cable terminals
and panel board connections, usually a serious problem in dam galleries, an
.7Is : 8282 ( Part I) - 1976
electrical strip heater or incandescent lamp permanently kept on should be
installed within the terminal recess. A bulb provided in the recess for
lighting may also serve this purpose.
4.5.4 Installing Terminal Equipment - After all cable leads have been
brought into a terminal recess the surplus lengths of cables should be cut
off and the end of individual conductors prepared for permanent connection
to the panel board or terminal strip. Proper care shall be taken for
identification of the cables and cells ( see 4.4 ).
5. COLLECTION OF COMPLEMENTARY DATA
5.1 The collection of related and supportin g data pertaining to structural
behaviour is an integral part of the instrumentation programme, and should
proceed concurrently with the installation of the instruments and the
readings of the embedded instruments. Tvnes of information reauired to
support or clarify the instrument observatidn resultsinclude the foilowing:
a) Construction Progress - schematic concrete/masonry placing dia-
gram showing lift placement dates, concrete placing temperatures
and lift thickness.
b) Concrete Mixes - cement contents, water-cement ratios, and
typical combined aggregate gradings for interior and exterior
mixes.
c) Fine Aggregate - typical fine aggregate gradings, before and after
mixing.
d) Air Entrained- amount of entrained air, admixture use, how
introduced.
e) Cement TJJpe- source or sources, physical and chemical pro-
perties, including heat of hydration.
f ) Aggregates -types, geologic classification, petrographic descrip-
tion, sources, and chemical properties.
g) Curing and Insulation -type and method of curing, type, location
and duration of insulation protection, if any.
h) Pool Elevations - daily reservoir and tailwater elevations.
j) Foundation Conditions - final rock elevations, unusual geologic
features.
Much of the information listed above will usually be available from
investigations carried out prior to and during the project design stage or
will be obtained under usual construction control operations.IS : 8282( Part I ) - 1976
5.1.1 Observers should be alert to detect cracks or similar evidences of
structural distress which may develop; and record time of occurrence, initial
size and extent and subsequent ,changes in size and extent, and any
corrective actiontaken.
-6. OBSERVATIONS
6.1 The readings of resistance of the steel music wire of the cell and the
resistance ratio should be measured using the test set working on the
Wheatstone bridge principle.
6.2 The observations of the pore pressure cells should begin as soon as the
instruments are covered and may continue at gradually increased time
intervals. The pore pressures within concrete/masonry develop slowly and
occur only when hydrostatic head is sustained for an extended period
against the upstream concrete/masonry surface. The pore pressure cells
may be read initially at 1 to 3 h after embedment and subsequent readings
may be taken at weekly intervals after the reservoir level reaches the level
of the instruments and until the operatin, 0 reservoir elevation has been
attained and twice monthly thereafter.
7. RECORD OF OBSERVATIONS AND METHOD OF ANALYSIS
7.1 The observations made of the embedded cells shall be suitably
recorded. A recommended pro forma for the record of observations and
for transfer of observations to a permanent record in the ofTiceis given in
Appendices B and C. These data sheet forms may be got printed
in advance upon which the observations can be noted as they arc taken and
for preparation of permanent records. The method of analysis of the
data obtained by the observations of embedded pore cells -is given in
Appendix C.
8. SOURCES OF ERROR
8.1 The following are the sources of error and should be guarded against in
the measurement of resistance type~pore pressure cells:
4 Low voltage of test set batteries;
b) Loose connection of cable terminals on terminal panels;
cl Loose connections in the test set circuit;
4 High voltage resulting in heatin g of the wires and thus affecting
the accuracy of the reading; and
e) Imperfect cable splice, resulting from improper matching of indivi-
dual conductors, improper soldered connections or splice not
rendered moisture-proof.
9
.IS:82tii(PartI)-1976
APPENDIX A
( Clause 4.1 )
PRO FORMA FOR THE RECORD OF OBSERVATIONS
RESISTANCE TYPE PORE PRESSURE CELLS
PREEMBEDMENT TESTS
Project . . . . - .-............... * . . . . . . . . . .
Instrument No.
Air temperature . . . . . . . . . . . . . . . ..- . . .
Manufacturer’s No.. ............
Wet bulb temperature.. ..........
Project No.. .......................
Location ..............................
1. RESISTANCE BEFORE CABLE SPLICING
i) White-black ii) White-green
iii) Green-black iv) Resistance one pair
2. RESISTANCE RATIO (INSTRUMENT ONLY )
i) Direct ratio ( white-green-black )
ii) Revcrsc ratio ( black-green-white )
3. INDIVIDUAL CONDUCTOR RESISTANCE
i) Length ii) Black
iii) Green
iv) White
4. RESISTANCE OF INSTRUMENT AFTER GABLE SPLICING
i) White-black ii) White-green
iii) Green-black iv) Resistance one pair
5. RESISTANCE RATIO ( INSTRUMENT WITH CABLE)
i) Direct ratio ( white-green-black )
ii) Reverse ratio ( black-green-white)
Date of test:
Date of embedment:
NOTES:
Name and signature of observer
10tj
APPENDIX C . .
( Clause 7.1 )
ii!
PRO FORMA1 ;ORP ERhIANENT RECORD OF OBSERVATIONS
G
RESlSTANCE TYPE PORE l’RESSURE CELLS
3
Project . . . . . . . . . . . ..I.................... Sheet No *. . . . . . , . . . . . . . . . . . . . . . . . . . . . E
I
Pore Pressure Cell No... . . . . . . . . . . . Location . . . . ..I...&....................
G
2
Calibration Data:
Cell resistance at A’C* . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . (B* ) bhms
Charlge in temperature per ohm change in resistance . . . . . . . . . . . . . . . . . . ..a............ (c*) “c!
Ratio at zero stress . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . %
K Original calibration constant . . . . . . . . . . . . . . . . . . . . . . . . ..- (*) N/m* (kg/cmt) per 0.01% ratio change
Calibtation constant corrected for leads . . . . . . . . . . . . . . . ( D) N/m2 ( kg/cm4) per 0’01% ratio change
Resistance of leads at . . . . . . . . . . _. . . . . . . “C . . . . . . . . . . . . . . . . . . ohms (pair)
DATE TlhiE TOTAL LEAD CELL TEM- RESISTANCE cM;;,lN INDICATED REMARKS
RESISTANCE RESISTANCE RESISTANCE PER$FRE HYDROSTATIC
OHhlS OIthlS OIlhiS RY”0 % PRESSURE
N/m* \$/cm9
(1) (2) (3) (4) (5) (6) (7) V-Y (10)
*Calibration data furnished by the manufacturer.Explnnntions for columns including nnnlyris:
Cal 3 Total resistance of cell as tncnsured in the field. With a 4-conductor cable the cell resistance is measured
directly, and this column may be left blank.
co1 4 Resistnncc of tlic white and black conductors, as measured directly during the splicing operation. As an
nltcrnativc a reasonably nccurate vnlue mny be detcrnrincd by subtracling lhe ldtal resistance of the contraction
and expansion coils measured in series from the sum of the resislances of the contraction and expansion coils
measured separately.
co1 5 Resistance of cell excluding cable leads. It is obtaintd by subtracting co1 4 from col 3.
co1 6 Temperature of the cell, obtained by subtracting (II) from the cell resistance in co1 5, multiplying the diflerence
by (C) and adding the product to (A).
co1 7 The resistance ratio of the cell as measured with the test set.
Co1 8 Total change in resistance ratio (col 7 ) from a selected initial value, usually the first reading after the
concrete’masonry has hardened or at about 24 h age. Proper algebraic sign should be shown.
co1 9 Multiply values in col 8 by the corrected calibration constant (D). Negative viilues of the ratio changes
(co1 8) indicate positive pore pressures. Except for minor ratio variation prior to the development of
t;
significant pore pressures, the cell will not respond reliably IO negative pressures, and all entries in co1 9 will
represent pore pressures above the oil pressure in the cell chamber which will be approximately atmospheric.
NOTE- No temperature corrections are made; but the temperature data obtained is of general interest and provide a
possible means for detecting faulty operation of strain measuring units installed in the vicinity of the pore pressure cells.Manak Bhavan, 9 Bahadur Shah Zafar Marg. NEW DELHI 110002
Telephones: 331 01 31, 331 13 75 Telegrams: Manaksanstha
( Cammon 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/l 4 C. I. T. Scheme VII M, V. I, P. Road, 36 24 99
Maniktola, CALCUTTA 700054
Northern : SC0 445-446, Sector 35-C. I 21843
CHANDIGARH 160036 3 16-41
41 24 42
Southern : C. I. T. Campus, MADRAS 600113 1 41 25 19
41 2916
twestern : Manakalaya, E9 MIDC, Marol, Andheri ( East ), 6 32 92 95
~BOMBAY 400093
Branch Offices: i
‘Pushpak’. Nurmohamed Shaikh Marg, Khanpur, 263 48
AHMADABAD 380001 I 2 63 49
SPeenya Industrial Area 1st Stage, Bangalore Tumkur Road 38 49~55
BANGALORE 560058 38 49 56
I
Gangotrt Complex, 5th Floor, Bhadbhada’ Road, T. T. Nagar, 667 16
BHOPAL 462003
Plot No. 82;83. Lewis Road. BHUBANESHWAR 751002 5 36 27
53j5. Ward No. 29, R.G. Barua Road, 5th Byelane, 3 31 77
Y. *-, GUWAHATI 781003
: 5-8-56C L. N. Gupta Marg ( Nampally Station Road ), 23 1083
HYDERABAD 500001
63471
R14 Yudhister Marg, C Scheme, JAIPUR 302005
I 6 98 32
1171418 B Sarvodaya Nagar, KANPUR 298005 I 21 68 76
21 82 92
Patliputra Industrial Estate, PATNA 800013 6 23 05
T.C. No, 14/l 421. University P.O.. Palayam 16 21 04
TRIVANDRUM 695035 16 21 17
lnspsction Offices ( With Sale Point ):
Pushpanjali, First Floor, 205-A West High Court Road, 2 51 71
Smhankar Nagar Square, NAGPUR 440010
institution of Engineers ( India ) Building, 1332 Shivaji ‘Nagar, 5 24 35
PUNE 411005
*Sales Office in Calcutta is et 5 Chowringhee Approach, P. 0. Princep 27 68 00
Street, Calcutta 700072
tSales Office in Bombay is at Novelty Chambers, Grant Road. 89 65 28
Bombay 400007
$Sales Office in Bangalore is at Unity Building, Naraslmharaja Square, 22 36 71
cangalore 56OOO2
Reprography Unit, BIS, New Delhi, India
i.
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10958.pdf
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IS :1 0958 - 1984
UDC 693’244 IS0 3447 - 1975
m Indian Standard
GENERAL CHECK LIST OF FUNCTIONS OF
1
I
JOINTS IN BUILDING
( IS0 Title : Joints in Building - General Check-List of
Joint Functions )
National Foreword
This Indian Standard which is identical with IS0 3447-1975 ‘Joints in building - General check-
list of joint functions’, 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 ‘International Standard’ appear, referring to this standard, it should be read as
‘Indian Standard’.
Adopted 27 June 1984 0 September 1984, ISI Gr 2
I I
INDIAN STANDARDS INSTITUTION
MANAK BHAVAN. 9 BAHADUR SHAH ZAFAR hlARG
NEW DELHI 316002IS : 10958 - 1984
IS0 3447 -1975
1 SCOPE AND FIELD OF APPLICATION A3 To control passage of dust and inorganic
particles
This International Standard gives a general check-
A4 To control passage of heat
list of functions of joints’) in building for use in
their design. A5 To control passage of sound
A6 To control passage of light
2 METHOD OF USE OF THE CHECK-LIST
A7 To control passage of radiation
The initial stage in the design of a joint is to
A8 To control passage of air and other gases
determine the conditions applying to it. The next
stage is to identify the functions it has in conse- A9 To control passage of odours
quence to perform, both those relating to the
Al0 To control passage of water, snow and
functions of the joined components and those
ice
resulting from the presence of the joint as such.
While some functions will be obviously relevant Al 1 To control passage of water vapour
in any particular situation in a building, it is
Al 2 To control condensation
necessary, for all criteria to be considered if the
design is to be complete. Failure in the perfor- Al3 To control generation of sound
mance of only one required function may produce
a failure of the joint. Al4 To control generation of odours
The identification of the range of functions that 3.2 Capacity to withstand stress’)
must be satisfied is simplified if the designer can
check against a general list covering the great To resist stress in one or more direction due to :
majority of considerations in the selection of a
jointing technique. This International Standard 91 compression
provides such a general list in which functions are
grouped under design aspects. Any one joint will 92 tension
be required to satisfy a selection of functions only.
However, as the list cannot be comprehensive, the 93 bending
designer may have to identify additional functions
applying in a specific situation. 94 shear
95 torsion
It is in the synthesis of a design for a joint that
the interrelationship between joint functions
96 vibrations (or any other type of stress
becomes apparent, as one part of the joint may have
which may induce fatigue)
to perform several functions and, moreover, may
impede or prevent the achievement of others.
97 impact
3 GENERAL CHECK-LIST OF JOINT FUNC- 98 abrasion (indicate, for each particular
TIONS, GROUPED UNDER DESIGN ASPECTS case, the type of wear)
3.1 Environmental factors 99 shrinkage or expansion
Al To control passage of insects and vermin 910 creep
A2 To control passage of plants, leaves, 911 dilation or contraction due to temperature
roots, seeds and pollen variations
-.-
1) See IS0 2444, first part of the definition :
The construction formed by the adjacent parts of two or more building products, components or assemblies, when these
are put together, fixed or united with or without the use of a jointing products,
2) Either during or after assembly.
2IS :1 0958 - 1984
IS0 3447 - 1975
3.3 Safety H3 To resist action of animals and insects
Cl To control passage of fire, smoke, gases, H4 To resist action of plants and micro-
radiation and radioactive materials organisms
C2 To control sudden positive or negative H5 To resist action of water, water vapour or
pressures due to explosion or atmospheric aqueous solutions or suspensions
factors
H6 To resist action of polluted air
C3 To avoid generation of toxic gases and
H7 To resist action of light
fumes in case of fire
H8 To resist action of radiation (other than
C4 To avoid harbouring or proliferation of
radiation of light)
dangerous micro-organisms
H9 To resist action of freezing of water
3.4 Accommodation of dimensional H10 To resist action of extremes of temperatures
deviations
Hll To resist action of airborne or structure-
D1 To accommodate variations in the sizes of borne vibration, shock waves or high-
the joint at assembly due to deviations in intensity sound
the sizes and positions of the joined
H12 To resist action of acids, alkalis, oils, fats
components (induced deviations)
and solvents
D2 To accommodate continuing changes in Hi3 To resist abrasive action
the sizes of the joint due to thermal,
moisture and structural movement, vibra-
tion and creep (inherent deviations! 3.9 Maintenance
Jl To permit partial or complete dismantling
3.5 Fixing of components and reassembly
El To support joined components in one or J2 To permit replacement of decayed join-
more directions ting products
E2 To resist differential deformation of joined
components 3.10 Ambient conditions
E3 l%tiermit operation of movable compo- Kl To perform required functions over a
specified range of temperatures
K2 To perform required functions over a
3.6 Appearance specified range of atmospheric humidity
Fl To have acceptable apperance K3 To perform required functions over a
F2 To avoid promotion of plant growth specified range of air or liquid pressure
differentials
F3 To avoid discoloration due to biological,
physical or chemical action K4 To perform required functions over a
specified range of joint clearance varia-
F4 To avoid all or part of the internal tions
structure showing
K5 To exclude from the joint if performance
F5 To avoid dust collection would be impaired :
a) insects
3.7 Economics
b) plants
Gl To have known first cost
c) micro-organisms
G2 To have known depreciation
d) water
G3 To have known maintenance and/or
replacement costs e) ice
f) snow
3.8 Durability
g) polluted air
HI To have specified minimum life, taking
h) solid matter
into account cyclic factors
H2 To resist damage or unauthorized dis- K6 To perform required functions over a
specified range of driving rain volume
mantling by man
3
Printed at Printrade. New Delhi, India
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1367_3.pdf
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IS 1367( Part 3 ) :2002
ISO 898-1:1999
(dk-pn%m)
Indian Standard
TECHNICAL SUPPLY CONDITIONS FOR
THREADED STEEL FASTENERS
PART 3 MECHANICAL PROPERTIES OF FASTENERS MADE OF CARBON
STEEL AND ALLOY STEEL — BOLTS, SCREWS AND STUDS
( Fourth Revision)
ICS21.O6O.1O
@BIS 2002
BUREAU OF INDIAN STANDARDS
MANAK BHAVAN, 9 BAHADUR SHAH ZAFAR MARG
NEW DELHI 110002
December 2002
Price Group 10IS 1367( Part 3 ) :2002
ISO 898-1:1999
—
Bolts, Nuts and Fasteners Accessories Sectional Committee, BP 33
NATIONAL FOREWORD
This Indian Standard ( Fourth Revision) which is identical with ISO 898-1:1999 ‘Mechanical properties
of fasteners made of carbon steel and alloy steel — Part 1 : Bolts, screws and studs’ issued by the
International Organization for Standardization ( ISO ) was adopted by the Bureau of Indian Standards
on the recommendations of the Bolts, Nuts and Fasteners Accessories Sectional Committee and approval
of the Basic and Production Engineering Division Council.
IS 1367 which covers the ‘Technical supply conditions for threaded steel fasteners’ was originally published
in 1961 and first revised in 1967. Inthe late seventies, the second revision was taken up when the work
of lSOflC 2, ‘Fasteners’ taken into consideration of our national work on industrial fasteners. Accordingly,
the Committee decided that IS 1367 should be brought out into several parts, each part covering a
particular feature or property of the fasteners. Subsequently, the second revision of this standard was
published in 1979. The third revision was published in 1991 by adoption of ISO 898-1 :1988. This
fourth revision has been prepared by adoption of latest edition of ISO 898-1 published in 1999.
The text of ISO Standard has been approved as suitable for publication as Indian Standard without
deviation. Certain terminology and conventions are, however, not identical to those used in the Indian
Standards. Attention is drawn especially to the following:
a) Wherever the words ‘International Standard’ appear referring to this standard, they should be
read as ‘Indian Standard’.
b) Comma ( ,) has been used as a decimal marker while in Indian Standards, the current practice
is to use a point ( .) as the decimal marker.
Inthis adopted standard, reference appears to certain International Standards for which Indian Standards
also exist. The corresponding Indian Standards which are to be substituted in their place are listed
below along with their degree of equivalence for the editions indicated:
International Corresponding Indian Standard Degree of
Standard Equivalence
ISO 68-1:1998 IS 4218 ( Part 1 ) :1999 ISO General purpose metric Identical
screw thread: Part 1 Basic profile ( second revision)
ISO 83:1976 IS 1499:1977 Method for Charpy impact test ( U-notch ) Technically
for metals ( first revision) equivalent
ISO 261:1998 IS’4218 ( Part 2 ) :2001 ISO General purpose metric Identical
screw threads: Part 2 General Plan ( second revision)
ISO 262:1998 IS 4218 ( Part 4 ) :2001 ISO General purpose metric do
screw threads: Part 4 Selected sizes for screws, bolts
and nuts ( second revision)
ISO 724: 19781) IS4218( Part 3 ): 1999 ISO General purpose metric screw do
threads: Part 3 Basic dimensions ( second revision)
ISO 898-2:1992 IS 1367 ( Part 6 ) :1994 Technical supply conditions for do
threaded steel fasteners: Part 6 Mechanical properties
and test methods for nuts with specified proof loads
( third revision)
1)since ~~visedin1993.
(i)IS 1367( Part 3 ): 2002
ISO 898:1:1999
—
International Corresponding Indian Standard Degree of
Standard Equivalence
ISO 898-5:1998 IS 1367 ( Part 5 ) :2002 Technical supply conditions for Identical
threaded steel fasteners: Part ~ Mechanical properties
and test methods for set scre~s and similar threaded
fasteners not under tensile stresses ( third rhision )
ISO 898-7:1992 IS 1367 ( Part 20 ) : 1996 Industrial fasteners — do
Threaded steel fasteners — Technical supply
conditions — Mechanical properties: Part 20 Torsional
test and minimum torques for bolts and screws with
nominal diameters 1 mm to 10 mm
ISO 965-1:1998 IS 14962 ( Part 1 ) :2001 ISO General purpose metric do
screw threads — Tolerances: Part 1 Principles and
basic data
ISO 965-2:1998 IS 14962 ( Part 2 ) :2001 ISO General purpose metric do
screw threads — Tolerances: Part 2 Limits of sizes for
general purpose external and internal screw threads —
Medium quality
ISO 3269: 1) IS 1367 ( Part 17 ) : 19962) Industrial fasteners — do
Threaded steel fasteners — Technical supply conditions:
Part 17 Inspection, sampling and acceptance procedure
( third revision).
ISO 4042:1999 IS 1367 ( Part 11 ) :2002 Technical supply conditions for do
threaded steel fasteners: Part 11 Electroplated coatings
( third revision)
1s0 4759-1 :3) IS 1367 ( Part 2 ) :2002 Technical supply conditions for do
threaded steel fasteners: Part 2 Product grades and
tolerances ( third revision)
ISO 6157-1:1988 IS 1367 ( Part 9/See 1 ) : 1993 Technical supply do
conditions for threaded steel fasteners : Part 9 Surface
discontinuities; Section 1 Bolts, screws and studs for
general applications ( third revision)
ISO 6157-2:1995 IS 1367 ( Part 10 ): 2002 Technical supply conditions for do
threaded steel fasteners : Part 10 Surface
discontinuities — Nuts ( third revision)
ISO 6157-3:1988 IS 1367 ( Part 9/See 2 ) : 1993 Technical supply do
conditions for threade<steel fasteners : Part 9 Surface
discontinuities, Section 2 Bolts, scretvs and studs for
special applications ( third revision)
ISO 6506:1981 IS 1500:1983 Method for Brinell hardness test for Technically
metallic materials ( second revision) equivalent
‘) Tobepublished (Revision ofISO3269:1988 ).
‘4 Identicalwith ISO3269:1988.
3,Sincepublishedin2000.
(ii)IS 1367( Part 3 ) :2002
ISO 898-1:1999
—
International Corresponding Indian Standard Degree of
Standard Equivalence
ISO 6507-1:1997 IS 1501 ( Part 1 ) : 19841) Method for Vickers hardness Technically
test for metallic materials : Part 1 HV 5 to HV 100 equivalent
( second revision)
ISO 6508:1986 IS 1586:2000 Method for Rockwell hardness test for do
metallic materials ( scales A, B, C, D, E, F, G, H, K,
15 N, 30 N, 45 N, 15T, 30T and 45T ) ( third revision)
ISO 6892:1998 IS 1608:1995 Mechanical testing of metals — Tensile Related
testing ( second revision)
ISO 8992:1986 IS 1367 ( Part 1 ) :2002 Technical SUPPIYconditions Identical
for threaded steel fasteners: Part 1 Introduction and
general information ( third revision)
In reporting the results of a test or analysis made in accordance with this standard, if the final value,
observed or calculated, is to be rounded off, it shall be done in accordance with IS 2:1960 ‘Rules for
rounding off numerical values ( revised)’.
1)B~~edonIso 6507: 1982~hi~h h~~beenrevisedin1997.
( iii)..—
IS 1367 (Part 3) :2002
ISO 898-1 :1999
.
Indian Standard
TECHNICAL SUPPLY CONDITIONS FOR
THREADED STEEL FASTENERS
PART 3 MECHANiCAL PROPERTIES OF FASTENERS MADE OF CARBON
STEEL AND ALLOY STEEL — BOLTS, SCREWS AND STUDS
( Fourth Revision)
1 Scope
This part of ISO 898 specifies the mechanical properties of bolts, screws and studs made of carbon steel and alloy
steel when tested at an ambient temperature range of 10 “C to 35 “C.
Products conforming to the requirements of this part of ISO 898 are evaluated only in the ambient temperature range
and may not retain the specified mechanical and physical properties at higher and lower temperatures. Attention is
drawn to annex A which provides examples of lower yield stress and stress at 0,2 Y. non-proportional elongation at
elevated temperatures.
At temperatures lower than the ambient temperature range, a significant change in the properties, particularly impact
strength, may occur. When fasteners are to be used above or below the ambient temperature range it is the
responsibility of the user to ensure that the mechanical and physical properties are suitable for his particular service
conditions. .
Certain fasteners may not fulfill the tensile or torsional requirements of this part of ISO 898 because of the geometry of
the head which reduces the shear area in the head as compared to the stress area inthe thread such as countersunk,
raised countersunk and cheese heads (see clause 6).
This part of ISO 898 applies to bolts, screws and studs
— with coarse pitch thread Ml,6 to M39, and fine pitch thread M8 X 1to M39 X 3;
— with triangular ISO thread in accordance with ISO 68-1;
— with diameter/pitch combinations in accordance with ISO 261 and 1S0 262;
— with thread tolerance in accordance with ISO 965-1 and ISO 965-2;
— made of carbon steel or alloy steel.
Itdoes not apply to set screws and similar threaded fasteners not under tensile stresses (see ISO 898-5).
Itdoes not specify requirements for such properties as
— weldability;
— corrosion-resistance;
— ability to withstand temperatures above + 300 “C (+ 250 ‘C for jQJl) or below – 50 ‘C;
. resistance to shear stress;
— fatigue resistance.
NOTE The designation system ofthis part ofISO898 may be usedfor sizes outside the limits laiddown inthis clause (e.g.
d>39 mm), provided that all mechanical requirements ofthe property classes are met.
1IS 1367 (Part 3):2002
ISO 898-1 :1999
2 Normative references
The following standards contain provisions which, through reference inthis text, constitute provisions of this part of ISO
898. 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 898 are encouraged to investigate the possibility of applying the most recent
editions of the standards indicated below. Members of IEC and ISO maintain registers of currently valid International
Standards.
ISO 68-1:1998, ISO general purpose screw threads – Basic profile – Part 1:Metric scre w threads,
ISO 83:1976, Steel – Charpy impact test (U-notch),
ISO 261:1998, /S0 genera/ purpose metric screw threads – Genera/plan.
ISO 262:1998, ISO general purpose metric screw threads – Selected sizes for screws, bolts and nuts.
ISO 273:1979, Fasteners - Clearance holes for bolts and screws.
ISO 724:1978, ISO general purpose metric screw threads – Basic dimensions.
ISO 898-2:1992, Mechanical properties of fasteners made of carbon steel and alloy steel – Part 2: Nuts with
specified proof load values – Coarse thread.
ISO 898-5:1998, Mechanical properties of fasteners made of carbon steel and alloy steel – Part 5: Set screws and
similar threaded fasteners not under tensile stresses.
ISO 898-7:1992, Mechanical propetiies of fasteners made of carbon steel and alloy steel – Part 7: Torsional test
and minimum torques for bo/ts and screws with nomina/ diameters 1mm to 10mm.
ISO 965-1:1998, ISO general purpose metric screw threads – Tolerances – Part 1:Principles and basic data.
ISO 965-2:1998, ISO general purpose metric screw threads - Tolerances – Part 2: Limits of sizes for general
purpose external and internal screw threads – Medium quality.
ISO 6157-1:1988, Fasteners – Surface discontinuities – Part 1:Bolts, screws and studs for general requirements.
ISO 6157-3:1988, Fasteners – Surface discontinuities – Part 3: Bolts, screws and studs for special requirements.
ISO 6506:1981, Mets//ic materia/s – Hardness test - Brine// test.
ISO 6507-1:1997, Mets//ic materia/ - Hardness test – Vickers test – Part 1: Test method.
ISO 6508:1986, Mets//ic materia/s - Hardness test - Rockwell test (sea/es A - B - C - D - E - F - G - H -K).
ISO 6892:1998, Metallic materials - Tensile testing at ambient temperature.
3 Designation system
The designation system for property classes of bolts, screws and studs is shown in table 1. The abscissae show the
nominal tensile strength values, R~, in newtons per square millimetre, while the ordinates show those of the minimum
elongation after fracture, Amin,as a percentage.
The property class symbol consists of two figures:
— the first figure indicates 1/100 of the nominal tensile strength in newtons per square millimetre (see 5.1 in
table 3);
— the second figure indicates 10 times the ratio between lower yield stress ReL (or stress at 0,2 ‘Io non-
proportional elongation RPO,Jand nominal tensile strength Rm,nom(yield stress ratio),
2IS 1367 (Part 3) :2002
ISO 898-1 :1999
—
The multiplication of these two figures will give 1/1Oof the yield stress in newtons per square millimetre.
The minimum lower yield stress ReL ~in, (or minimum stress at 0,27. non-proportional elongation RP0,2,~in) and
minimum tensile strength Rm,~in,are equal to or greater than the nominal values (see table 3).
4 Materials
Table 2 specifies steels and tempering temperatures for the different property classes of bolts, screws and studs
The chemical composition shall be assessed in accordance with the relevant ISO standards.
5 Mechanical and physical properties
When tested by the methods described inclause 8, the bolts, screws and studs shall, at ambient temperature, have the
mechanical and physical properties set out intable 3.
-3IS 1367 (Part 3) :2002
ISO 898-1 :1999
—
Table 1— System of coordinates
Nominal tensile strength
Rm,nom 300 400 500 600 700 800 900 1000 1200 1400
N/mm2
7
8
6.8 12.9
9
10.9
10
g,8a
5.8
12
8.8
14
Mlinimum elongation after 4.8
fracture, Aminpercent 16
18
20
5.6
22
4.6
25
3.6
30
Relationship between yield stress and tensile strength
Second figure of symbol .6 .8 .9
Lower yield stress ReLb 60 80 90
X1OO%
Nominal tensile strength Rm,nom
jr
Stress at0,2%non-proportional elongation Rpo,2bx100Y,
Nominal tensile strength Rm,nom
NOTE Although agreat number ofproperty classes arespecified inthis part of ISO898, this does not mean that all
classes are appropriate for all items. Further guidance for application of the specific property classes is given in the
relevant product standards. Fornon-standard items, it isadvisable tofollow as closely aspossible the choice already
made forsimilar standard items.
a Applies onlytothread diameter d < 16mm.
b Nominal values according totable 3 apply.—-
1S 1367 (Part 3) :2002
ISO 898-1 :1999
.
Table 2 — Steels
Property Material and treatment Chemical composition limits Tempering
class (check analysis) % (drrr) temperature
c P s Ba ‘c
min. max. max. max. max. min.
3.6b Carbon steel 0,20 0,05 0,06 0,003 –
4m6b
0,55 0,05 0,06 0,003 –
4.8 b
5.6 0,13 0,55 0,05 0,06
5.8 b — 0,55 0,05 0,06 0,003
6.8 b
8.4 c Carbon steel with additives (e.g. B, Mn or Cr) o,15d 0,40 0,035 0,035 0,003 425
quenched and tempered
Carbon steel quenched and tempered 0,25 0,55 0,035 0,035
9.8 Carbon steel with additives (e.g. B, Mn or Cr) o,15d 0,35 0,035 0,035 0,003 425
quenched and tempered
Carbon steel quenched and tempered 0,25 0,55 0,035 0,035
llJ$Je f Carbon steel with additives (e.g. B, Mn or Cr) o,15d 0,35 0,035 0,035 0,003 340
quenched and tempered
10.9f Carbon steel quenched and tempered 0,25 0,55 0,035 0,035 0,003 425
Carbon steel with additives (e.g. B, Mn or Cr) 0720d 0955 0,035 0,035
quenched and tempered
Alloy steel quenched and tempered 9 0,20 0,55 0,035 0,035
Isogf hi Alloy steel quenched and tempered 9 0,28 0,50 0,035 0,035 0,003 380
a Boroncontentcanreach0,005 0/0 providedthatnon-effectiveboroniscontrolledbyadditionoftitaniumand/or aluminium.
b Free cutting steel is allowed for these property classes with the following maximum sulfur, phosphorus and lead
contents: sulfur0,34 O/O; phosphorus 0,11 Y.; lead 0,35 O/..
c For nominal diameters above 20 mm the steels specified for property classe 10.9 may be necessary in order to achieve
sufficienthardenability.
d In case of plain carbon boron steel with a carbon content below 0,25 Y. (ladle analysis), the minimum manganese
content shall be 0,6 Y. forproperty class 8.8 and 0,7 ‘ZOfor9.8, 10.9 and ~.
e Productsshall be additionally identifiedby underliningthe symbolofthe propertyclass (see clause 9). Allproperties of 10.9
as specified in table 3 shall be met by ~, however, its lower tempering temperature gives it different stress relaxation
characteristics atelevated temperatures (see annex A).
f Forthe materials ofthese propertyclasses, itisintendedthatthere shouldbe asufficienthardenabilitytoensure a structure
consistingofapproximately 90 0/0 martensite inthecore ofthethreaded sectionsforthefasteners inthe “as-hardened condition
before tempering.
g This alloysteel shallcontain at least one ofthe followingelements inthe minimum quantitygiven chromium 0,30 Y., nicke:
0,30 %, molybdenum 0,20%, vanadium 0,10 % Where elements are specified incombinations oftwo,three orfour and have
alloy contents less than those given above, the limitvalue to be applied for class determination is 70 ?4. of the sum of the
individuallimitvalues shownabove forthe two,three orfourelements concerned.
h A metallographically detectable white phosphorous enriched layer is not permitted for property class 12.9 on surfaces
subjected totensile stress.
i The chemical compositionandtempering temperature are underinvestigation.
5IS 1367 (Part 3):2002
ISO 898-1 :1999
Table 3 — Mechanical and physical properties of bolts, screws and studs
Proparfy class
Sub-clause Mechanical and physical property 3.6 4.6 4.8 5.6 5.8 6.8 8.8’ 9.8b 10.9 12.9
number J< 16C </>16C
mm mm
51 Nommal tensdestrength,Rm,nom Nlmm2 300 400 500 600 800 600 900 1000 1200
5.2 Minimum tensilestrength,Rm,~,nde N/mmz 330 400 420 500 520 600 800 830 900 1040 1220
53 V,ckershardness, HV min. 95 120 130 155 160 190 250 255 290 320 365
F298N max. 220’ 250 320 335 360 360 435
54 Brinellhardness, HB min. 90 114 124 I 147 152 161 236 242 276 304 366
F=30D2 max. 209’ 236 304 316 342 361 414
min. HRB 52 67 71 I 79 62 69 — . — — .
5.5 Rockwell hardness. HR HRC — ———— - 22 23 28 32 39
max. HRE 95,0’ 66,5 — — — _ _
HRC — — 32 34 37 39 44
56 Surface hardneas, HV0,3 max. — 9
57 Loweryieldstress nom, 160 240 320 3CS3 400 4.90 — — — — —
R&h, Nlmm2 mm. 1s0 240 340 3(XJ 420 480 — — — —’ —
5.6 Stressat0,2% rmn.proportional nom. — — 640 640 720 900 1080
elongation RW,2’,N/mmz min. — 640 660 720 940 1100
5.9 S$R,L Or5dRW,2 0,94 0,94 0,91 0,93 0,90 0,92 0,91 0,91 0,90 0,66 0,66
Stress underproofload,Sp N/mm2 160 225 310 260 360 440 560 600 650 630 970
5.10 Breaking torque,MB Nm min. — See ISO 698-7
5.11 Percent elongation afterfracture,A min. 25 1 22 — 20 — 12 12 10 9 8
I I I I I
5.12 Reductmn areaafterfracture,Z %min. — 52 46 46 44
513 Strength underwedge Ioadmge The valuesforfullsizeboltsandscrews (nostuds)shallnotbesmaller thantheminimumvaluesfortensilestrength
shown in5.2
5.14 Impactstrength,KU Jmin. — 25 — 30 30 I 25 20 15
I I I I 1
5.15 Head soundness Nofracture
5.16 Minimum heightof“on-decarburized
thread zone,E —
L HI ~ /{1 ~ !{l
2 3 4
Maximum depthofcomplete mm — 0,015
decarburlzatlon, G
5.17 Hardness afterretempering — Reductmn ofhardness 20HVmaximum
5.16 Surface intagrity
I
Inaccordance withISO6157-1 orISO 6157-3 asao,.,moDriate
a For boltsofproparty class B,8indian’alerads 16mm,thereisanincreaati @of nti stfipp+ngintheme ofi“advetientover-tighteningindutingaloadmexcessofproof
load,ReferencetoISO898.2isracommendad.
b Appfiasenlytonominalthreaddiarnsfersd=s16mm.
c ForstructuralMing thefimitis12mm
d
Minimumte173ilepropertiesappiytoprcducfaofnominallength/a 2,5d,Minimumhard~~ appfieatoprodmaoffength/<2,5 dandotherproductswhichcannotbetensAe-
teafsd(e.g.duetohaadcamfiguration).
e Whenleafingfull-sizeboffs,screwsandstuds,thetensileIMCIS,whiti aretobeeppfiadforthecalcufafionofRm,shallmeet thevaluesgivenintablea6andB.
I Ahardneaareadingtskenattheendofkits, acrewaandstudsshallbs25oHV, 2W HB or9S,5 HRB mtimum.
9 $h’faCs hardnaa.s ahalffS3tbemorethan 30Vidiem @nks Sbevelh rneaaurd COrShadn~ cmth pfodd tien readin~ ofbth suffa@ andmre are csrriad ouiatHV 0,3.
Forproparty daaa 10.9, anyincreaaa inharctaeasatthsaurfaca Wish indicates thatthesurfacehardness ex@ada 3s0HV isnotacceptable.
h
Incases whara the lower yieldstress Rti cannot bedetermined, ifiapenniaaifje tomeaaura the afresa at0,2% ncmprefxxticmal elongation RN p.FOrthe PrOPe~Y classea
4.8,5.8 and 6.8 the values forRA are givan fercalculationpurposesonly,theyarenottestvaluea.
I
Thayieldafraaaratioaccordingtothedeaignaficmofthepropartydaaaandtheminimumafrsaaat0,2%non-propfionaielongationR@,2W@y fomachinad testsP*lmens.
Th6Se vafues ifraceivadfromtaafaoffullsizeM@ andasrawaW vatykaea ofpmcaa.si~methodandskiseffacta.
6.-
1S 1367 (Part 3) :2002
ISO 898-1 :1999
6 Mechanical and physical properties to be determined
Two test programmed, A and B, for mechanical and physical properties of bolts, screws and studs, using the
methods described in clause 8, are set out in table 5. Regardless of the choice of test programme, all requirements
of table 3 shall be met.
The application of programme B is always desirable, but is mandatory for products with ultimate tensile loads less
than 500 kN if the application of programme Ais not explicitly agreed.
Programme A is suitable for machined test pieces and for bolts with a shank area less than the stress area.
Table 4 — Key to test programmed (see table 5)
I
Size Bolts and screws with thread diameter Bolts and screws with thread diameter
d<3mm d>3mm
I
or length 1<2,5 @ and length 1==2,54
I I
Test decisive o I
c
for acceptance
I a Also bolts and screws with special head orshank configurations which are weaker than the threaded section. IIS 1367 (Part 3) :2002
ISO 898-1 : 1999
Table 5 — Test programmed A and B for acceptance purposes
ll_h-.-- -.-,.fi~i,.-.- -nml., +,.
\l Ilcac plu~cuulca apply Lw I- lm l nhGaL_l;_laaltll Lal Uk,U,L+ I, I. U, L. + U_h l!c. ll- ll. u.al-nl-nl ~n l. U,.. ~.a CA $; la L_ I\ C>)
Property Test programme A Testprogramme B
Test method Propertyclass Test method Propertyclass
Test
Iroup 3.6,4.6 8.8,9.8 3.6,4,6 8,8,9.8
5.6 10.9 4.8, 5.6 10.9
12.9 5.8, 6.8 12.9
I 5.2 Minimumtensilestrength, 8.1 Tensiletest l l 8.2 Tensiletesta l l
Rm,mm.
5.3 Minimumhardnessb 8.4 Hardnesstestc o 0 8.4 Hardness testc o 0
and
5.4
and
5.5
Maximum hardness l l c l
o 0 0 0
l l
5.6 Maximum surfacehardness
o 0’
II 5.7 Minimumloweryieldstress 8.1 Tensiletest l
d
‘eL,.min.
l
5.8 Stressat0,2 % non- 8.1 Tensiletest
proportionalel~gation,
RDO~
5.9 Stress underproofload, SP 8.5 Proofloadtest l l
5.10 Breakingtorque,hlB 8.3 Torsionalteste o
Ill 5.11 Minimumpercentelongation 8.1 Tensile test
l l
afterfracture,Amin d
5.12 Minimumreductionofarea 8.1 Tensile test
l
af@rfractureZmin
5,13 Strengthunderwedge 8.6 Wedge loading
l l
loadingf testa
Iv 5,14 Minimumimpactstrength,KU 8.7 Impacttestg l h l
5.15 Head soundness’ 8.8 Head soundness o 0
test
v 5.16 Maximum dacarburized 8.9 Decarburization l 8,9 Decarbunzation l
zone test o test o
l l
5.17 Hardness after 8.10 Retemperingtesti 8.10 Retempering testJ
[tempering o 0
5.18 Surface integrity 8.11 Surfacediscontinuity l l 8.11 Surface discontinuity l l
inspection o 0 inspection o 0
I
Ifthewedgeloadingtestissatisfactoryth,eaxialtensiletestisnotrequired.
o MinimumhardnessappliesonlytoprcductsofnominallengthI<2,5 Jandotherproduds whichcannotbetensiletestedortorsionaltested(e.g. duetohead
configuration).
c HardnessmaybeVickers,BrinellorRockwell.Incaseofdoubt,theVickerehardnesstestisdecisiveforacceptance.
d Onlyforboltsorscrewswithlength{= W,
e OnlyifIAts orscrewscannotbetensiletested.
f
Specialheadbolts andscrewswithconfigurationswhichareweakerthanthethreadedsectionareexcludedfromwedgetensiletestingrequirements.
9 Onlyforbolts,screwsandstudswiththreaddiametersd>16 mmandonlyifrequiredbythepurchaser.
h Onlyproperlyclass5.6.
I Onlyforbeltsandscrewswiththreaddiametersds 10mmandlengthstooshorttopermitwedgebad testing
j Testnotmandatory,tobeappliedasarefereetestinthecaseofdisputeonly.
8IS 1367 (Part 3) :2002
ISO 898-1 :1999
7 Minimum ultimate tensile loads and proof loads
See tables 6, 7, 8 and 9,
Table 6 — Minimum ultimate tensile loads – ISO metric coarse pitch thread
Nominal
“breada stress Property class
area
((i) Abs,nom
~m2
3.6 4.6 4.8 5.6 5.8 6.8 8.8 9.8 10.9 12.9
l
Minimum ultimate tensile load (As,nomx Rm,Min),N
M3 5,03 1660 2010 2110 2510 2620 3020 4020 4530 5230 6140
M3,5 6,78 2240 2710 2850 3390 3530 4070 5420 6100 7050 8270
M4 8,78 2900 3510 3690 4390 4570 5270 7020 7900 9130 10700
M5 14,2 4690 5680 5960 7100 7380 8520 11350 12800 14800 “17300
M6 20,1 6630 8040 8440 10000 10400 12100 16100 18100 20900 24500
M7 28,9 9540 11600 12100 14400 15000 17300 23100 26000 30100 35300
M8 36,6 12100 14600 15400 18300 19000 22000 29200 32900 38100 44600
Ml O 58 19100 23200 24400 29000 302@3 34800 46400 52200 60300 70800
Ml 2 84,3 27800 33700 35400 42200 43800 50600 67400C 75900 87700 103000
M14 115 38000 46000 48300 57500 59800 69 ()()0 92 OOOC104000 120000 140000
M16 157 51800 62800 65900 78500 81600 94000 125 Oooc 141 ()()() 163 ()()() 192000
Ml 8 192 63400 76800 80600 96000 99800 115000 159 Crr)o — 200000 234000
M20 245 80800 98000 103000 122000 127 ()()() 147000 203000 — 255000 299000
M22 303 100000 121000 127000 152000” 158000 182(joo 252000 — 315000 370000
M24 353 116000 141000 148000 176()()o 184000 212000” 293000” — 367000 431000
M27 459 152000 184000 193000 230000 239000 275000 381000 — 477000 560000
M30 561 185000 224000 236000 280000 292000 337000 466000 — 583000 684000
M33 694 229000 278000 292000 347000 361000 416000 576000 — 722000 847000
M36 817 270000 327000 343000 408000 425000 49(3000 678000 — 850000 997000
M39 976 322000 390000 410000 488000 508000 586000 810000 — 1020000 1200000
a Wherenothreadpitchisindicatedina thread designation, coarse pitch isspecified. Thisisgiven WSO 261andISO262.
b To calculate Assee 8.2.
c For structural bolting 70000 N, 95500 Nand 130000 N, respectively.
9IS 1367 (Part 3) :2002
ISO 898-1 :1999
Table 7 — Proof loads – ISO metric coarse pitch thread
rhread a Nominal
stress
((/) area Property class
~b
s,nom
mm2
3.6 4.6 4.8 5.6 5.8 6.8 8.8 9.8 10.9 12.9
Proof load (AsnOmx SP),N
M3 5,03 910 1 130 1560 1410 1910 2210 2920 3270 4180 4880
M3,5 6,78 1220 1530 2100 1900 2580 2980 3940 4410 5630 6580
M4 8,78 1580 1980 2720 2460 3340 3860 5100 5710 7290 8520
M5 14,2 2560 3200 4400 3980 5400 6250 8230 9230 11800 13800
M6 20,1 3620 4520 6230 5630 7640 8840 11600 13100 16700 19500
M7 28,9 5200 6500 8960 8090 11000 12700 16800 18800 24000 28000
M8 36,6 6590 8240 11400 10200 13900 16100 21200 23800 30400 .35500
M1O 58 10400 13000 18000 16200 22000 25500 33700 37700 48100 56300
M12 84,3 15200 19000 26100 23600 32000 37100 48900 c 54800 70000 81800
M14 115 20700 25900 35600 32200 43700 50600 66700 c 74800 95500 112000
M16 157 28300 35300 48700 44000 59700 69100 91000 c 102000 130000 152000
M18 192 34600 43200 59500 53800 73000 84500 115000 — 159000 186000
M20 245 44100 55100 76000 68600 93100 108000 147000 — 203000 238000
M22 303 54500 68200 93900 84800 115000 133000 182000 — 252000 294000
M24 353 63500 79400 109000 98800 134000 155000 212000 — 293000 342000
M27 459 82600 103000 142000 128000 174000 202000 275000 — 381000 445000
M30 561 101000 126000 174000 157000 213000 247000 337000 — 466000 544000
M33 694 125000 156000 215000 194000 264000 305000 416000 — 576000 673000
M36 817 147000 184000 253000 229000 310000 359000 490000 — 678000 792000
M39 976 176000 220000 303000 273000 371000 429000 586000 — 810000 947000
a Wherenothreadpitchisindicatedinathreaddesignationc,oarsepitchisspecified.ThisisgiveninISO 261 and ISO 262,
b TOcalculate Assee 8.2.
c Forstructural bolting50700 N,68800 Nand94500 N, respectively.
10. —
IS 1367 (Part 3) :2002
ISO 898-1: t999
—
Table 8 — Minimum ultimate tensile loads - ISO metric fine pitch thread
Thread Nominal
stress
((/x Pa) area Property class
A b
s, nom
~m2
3.6 4.6 4.8 5.6 5.8 6.8 8.8 9.8 10.9 12.9
I ———
Minimum ultimate tensile load (As nomx Rm,~in),N
M8X1 39,2 12900 15700 16500 19600 20400 23500 31360 35300 40800 47800
M1OX1 64,5 21300 25800 27100 32300 33500 38700 51600 58100 67100 78700
M1OX1,25 61,2 20200 24500 25700 30600 31800 367oo 49000 55100 63600 74700
M12x1,25 92,1 30400 36800 38700 46100 47900 55300 73700 82900 95800 112400
M12x1,5 88,1 29100 35200 37000 44100 45800 52900 70500 79300 91600 107500
M14x1,5 125 41200 50000 52500 62500 65000 75000 100000 112000 130000 152000
M16x1,5 167 55100 66800 70100 83500 86800 100000 134000 150000 174000 204000
M18x1,5 216 71300 86400 90700 108000 112000 130000 179000 — 225000 264000
M20x1,5 272 89800 109000 114000 136000 141000 163000 226000 — 283000 332000
M22x1,5 333 110000 133000 140000 166000 173000 200000 276000 — 346000 406000
M24x2 384 127000 154000 161000 192000 200000 230000 319000 — 399000 469000
M27x2 496 164000 198000 208000 248000 258000 298000 412000 — 516000 605000
M30x2 621 205000 248000 261000 310000 323000 373000 515000 — 646000 758000
M33x2 761 251000 304000 320000 380000 396000 457000 632000 — 791000 928000
M36x3 865 285000 346000 363000 432000 450000 519000 718000 — 900000 1055000
M39x3 1030 340000 412000 433000 515000 536000 618000 855000 — 1070000 1260000
a pisthepitchofthe threacf.
b Tocalculate,4~see8.2.
11IS 1367 (Part 3) :2002
ISO 898-1 :1999
Table 9 — Proof loads - ISO metric fine pitch thread
Thread Nominal
stress
((/x Pa) area Property class
A b
s,nom
Mmz
3.6 4.6 4.8 5.6 5.8 6.8 8.8 9.8 10.9 12.9
Proof load (As nomx $), N
,-
M8X1 39,2 7060 8820 12200 11000 14900 17200 22700 25500 32500 38000
Mloxl 64,5 11600 14500 20000 18100 24500 28400 37400 41900 53500 62700
W1OX1,25 61,2 11000 13800 19000 17100 23300 26900 35500 39800 50800 59400
M12x1,25 92,1 16600 20700 28600 25800 35000 40500 53400 59900 76400 89300
M12x1,5 88,1 15900 19800 27300 24700 33500 38800 51 100 57300 73100 85500
M14x1,5 125 22500 28100 38800 35000 47500 55000 72500 81200 104000 121000
M16x1,5 167 30100 37600 51800 46800 63500 73500 96900 109000 139000 162000
M18x1,5 216 38900 48600 67000 60500 82100 95000 130000 — 179000 210000
M20x1,5 272 49000 61200 84300 76200 103000 120000 163000 — 226000 264000
M22x1,5 333 59900 74900 103000 93200 126000 146000 200000 — 276000 323000
M24x2 384 69100 86400 119000 108000 146000 169000 230000 — 319000 372000
M27x2 496 89300 112000 154000 139000 188000 218000 298000 — 412000 481000
M30x2 621 112000 140000 192000 174000 236000 273000 373000 — 515000 602000
M33x2 761 137000 171000 236000 213000 289000 335000 457000 — 632000 738000
M36x3 865 156000 195000 268000 242000 329000 381000 519000 — 718000 839000
M39x3 1030 185000 232000 319000 288000 391000 453000 618000 — 855000 999000
a Pisthepitchofthethread.
b TOcalculate Assee 8.2.
8 Test methods
8.1 Tensile test for machined test pieces
The following properties shall be checked on machined test pieces by tensile tests in accordance with ISO 6892.
a) tensile strength, f?m;
b) lower yield stress, ReLor stress at 0,2 non-proportional elongation, RP0,2;
?4.
c) percentage elongation after fracture:
~ = L’IJ-LO ~looyo
Lo
d) percentage reduction of area after fracture:
~_ so–s” ~ ,007,
_—
so
12IS 1367 (Part 3) :2002
ISO 898-1 :1999
.-
The machined test piece shown in figure 1 shall be used for the tensile test. If it is not possible to determine the
elongation after fracture due to the length of the bolt, the reduction of area after fracture shall be measured
providing that L.Ois at least 3dO.
When machining the test piece, the reduction of the shank diameter of the heat-treated bolts and screws with
d > 16 mm shall not exceed 25 ‘h of the original diameter (about 44 YO of the initial cross-sectional area) of the test
piece.
Products in property classes 4.8, 5.8 and 6.8 (cold work-hardened products) shall be tensile tested full-size
(see 8.2),
11- ‘, -1 I
Key
d= nominal diameter f-c= length of straight portion (LO+ G(.J
dO= diameter of test piece (dO< minor diameter of thread) ~= total length of test piece (L.c+ 2r +b)
b=threaded length (b z d) f.u=final gauge length (see ISO 6892:1 998)
LO= 5dOor (5,65 & ): original gauge length .SO=cross-sectional area before tensile test
Su= cross-sectional area after fracture
for determination of elongation
LOz 3dO:original gauge length r=fillet radius (r >4 mm)
for determination of reduction of area
Figure 1— Machined test piece for tensile testing
8.2 Tensile test for full-size bolts, screws and studs
The tensile test shall be carried out on full-size bolts in conformity with the tensile test on machined test pieces
(see 8.1). It is carried out for the purpose of determining the tensile strength. The calculation of the tensile strength,
Rm, k based on the nominal stress area As nom:
() 2
[12+ (13
As, nom = ~ —
2
where
d2 is the basic pitch diameter of the thread (see ISO 724);
d3 is the minor diameter of the thread
in which
d, is the basic minor diameter (see ISO 724);
H is the height of the fundamental triangle of the thread (see ISO 68-l).
For testing of full-size bolts, screws and studs the loads given in tables 6 to 9 shall be applied.
13—
IS 1367 (Part 3) :2002
ISO 898-1 :1999
—
When carrying out the test, a minimum free threaded length equal to one diameter (Id) shall be subjected to the
tensile load. In order to meet the requirements of this test, the fracture shall occur in the shank or the free threaded
length of the bolt and not at the junction of the head and the shank.
The speed of testing, as detemined with a free-running cross-head, shall not exceed 25 mm/min. The grips of the
testing machine should be self-aligning to avoid side thrust on the test piece.
8.3 Torsional test
For the torsional test see ISO 898-7.
The test applies to bolts and screws with nominal thread diameters ds 3 mm as well as to short bolts and screws ,.
with nominal thread diameters 3 mm < ds 10 mm which cannot be subjected to a tensile test.
8.4 Hardness test
For routine inspection, hardness of bolts, screws and studs may be determined on the head, end or shank after
removal of any plating or other coating and after suitable preparation of the test piece.
For all property classes, if the maximum hardness is exceeded, a retest shall be conducted at the mid-radius
position, one diameter back from the end, at which position the maximum hardness specified shall not be exceeded.
In case of doubt, the Vickers hardness test is decisive for acceptance.
Hardness readings for the surface hardness shall be taken on the ends or hexagon flats, which shall be prepared by
minimal grinding or polishing to ensure reproducible readings and maintain the original properties of the surface
layer of the material. The Vickers test HV 0,3 shall be the referee test for surface hardness testing.
Surface hardness readings taken at HV 0,3 shall be compared with a similar core hardness reading at HV 0,3 in
order to make a realistic comparison and determine the relative increase which is permissible up to 30 Vickers
points. An increase of more than 30 Vickers points indicates carburization.
For property classes 8.8 to 12.9 the difference between core hardness and surface hardness is decisive for
judgeing of the carburization condition inthe surface layer of the bolts, screws or studs.
There may not be a direct relationship between hardness and theoretical tensile strength. Maximum hardness
values have been selected for reasons other than theoretical maximum strength consideration (e.g. to avoid
embrktlement).
NOTE Careful differentiation should be made between an increase in hardness caused by carburization and that due to
heat-treatment orcoldworking ofthe surface.
8.4.1 Vickers hardness test
The Vickers hardness test shall be carried out in accordance with ISO 6507-1.
8.4.2 Brineil hardness test
The Brinell hardness test shall be carried out in accordance with ISO 6506.
8.4.3 Rockwell hardness test
The Rockwell hardness test shall be carried out in accordance with ISO 6508.
8.5 Proof load test for full-size bolts and screws
The proof load test consists of two main operations, as follows:
a) application of a specified tensile proof load (see figure 2);
b) measurement of permanent extension, if any, caused by the proof load.
14——
IS 1367 (Part 3) :2002
ISO 898-1 : 1999
.—
The proof load, as given in tables 7 and 9, shall be applied axially to the bolt in a tensile testing machine. The full
proof load shall be held for 15 s. The length of free thread subjected to the load shall be one diameter (1J).
For screws threaded to the head, the length of free thread subjected to the load shall be as close as practical to one
diameter (Id).
For measurement of permanent extension, the bolt or screw shall be suitably prepared at each end, see figure 2.
Before and after the application of the proof load, the bolt or screw shall be placed in a bench-mounted measuring
instrument fitted with spherical anvils. Gloves or tongs shall be used to minimize measurement error.
To meet the requirements of the proof load test, the length of the bolt, screw or stud after loading shall be the same
as before loading within a tolerance of i 12,5 Lm allowed for measurement error.
The speed of testing, as determined with a free-running cross-head, shall not exceed 3 mm/min. The grips of the
testing machine should be self-aligning to avoid side thrust on the test piece.
Some variables, such as straightness and thread alignment (plus measurement error), may result in apparent
elongation of the fasteners when the proof load is initially applied. In such cases, the fasteners may be retested
using a 3 O/.greater load, and may be considered satisfactory if the length after this loading is the same as before
this loading (within the 12,5 ~m tolerance for measurement error).
Full-size screw
x
1-d--1
I
Load
Full-size bolt
.
Required “sphere to cone” contact between the
measuring points and the centre-drilled holes in the end
of the bolt or screw.
a dhaccording to ISO273, medium series (see table 10).
Figure 2 — Application of proof load to full-size bolts and screws
15IS 1367 (Part 3) :2002 ~
ISO 898-1 :1999
8.6 Test for tensile strength under wedge loading of full-size bolts and screws (not studs)
The wedge loading test shall not apply to countersunk head screws.
The test for strength under wedge loading shall be carried out in tensile testing equipment described in ISO 6892
using a wedge as illustrated in figure 3.
The minimum distance from the thread run-out of the bolt to the contact surface of the nut of the fastening device
shall be d. A hardened wedge in accordance with tables 10 and 11 shall be placed under the head of the bolt or
screw. A tensile test shall be continued until fracture occurs.
To meet the requirements of this test, the fracture shall occur in the shank or the free threaded length of the bolt, ..
and not between the head and the shank. The bolt or screw shall meet the requirements for minimum tensile
strength, either during wedge tensile testing or in a supplementary tensile test without a wedge, according to the
values given for the relevant property class before fracture occurs.
Screws threaded to the head shall pass the requirement of this test if a fracture which causes failure originates in
the free length of thread, even if it has extended or spread into the fillet area or the head before separation.
For product grade C, a radius r, should be used according to the formula
r, = rmax+ 0,2
in which
damax– dsmin
rmax =
2
where
r is the radius of curvature under head;
da is the transition diameter;
ds is the diameter of unthreaded shank.
I
I_(d/2)min.
a dhaccording to ISO273, medium series (seetable 10).
b Hardness: 45 HRC min.
c Radius orchamfer of45°.
Figure 3 — Wedge loading of full-size bolts
16——
IS 1367 (Part 3) :2002
ISO 898-1 :1999
Table 10 — Hole diameters for wedge loading tensile test
Dimensionsinmillimetres
Nominal thread dha r, Nominal thread dha r,
diameter d diameter d
3 3,4 0,7 16 17,5 1,3
3,5 3,9 0,7 18 20 1,3
4 4,5 0,7 20 22 1,3
5 5,5 0,7 22 24 1,6
6 6,6 0,7 24 26 1,6
7 7,6 0,8 27 30 1,6
8 9 0,8 30 33 1,6
10 11 0,8 33 36 1,6
12 13,5 0,8 36 39 1,6
14 15,5 1,3 39 42 1,6
a Forsquare neck bolts, the holeshall beadapted to admit the square neck.
Table 11 — Wedge dimensions
iominal diameter Property classes fo~
>fbolt and screw
d bolts with plain shank length screws threaded to the head and bolts
/~>2d with plain shank length 1S<2 d
3.6,4 .6,4.8,5.6 6.8, 12.9 3.6,4.6,4.8,5.6 6.8, 12.9
5.8,8.8,9.8, 10.9 5.8,8.8,9.8, 10.9
mm a
f ()” 30”
d~20 10° 6° 6° 4°
20<d<39 6° 4° 4° 4°
For products with head bearing diameters above 1,7 d which fail the wedge tensile test, the head may be machined
to 1,7 d and re-tested on the wedge angle specified in table 11.
Moreover for products with head bearing diameters above 1,9 d, the 10° wedge angle maybe reduced to 6°.
8.7 Impact test for machined test pieces
The impact test shall be carried out in accordance with ISO 83. The test piece shall be taken lengthwise, located as
close to the surface of the bolt or screw as possible. The non-notched side of the test piece shall be located near
the surface of the bolt. Only bolts of nominal thread diameters d >16 mm can be tested,
8.8 Head soundness test for full-size bolts and screws with d <10 mm and with lengths too
short to permit wedge load testing
The head soundness test shall be carried out as illustrated in figure 4.
17IS 1367 (Part 3):2002
ISO 898-1 :1999
When struck several blows with a hammer, the head of the bolt or screw shall bend to an angle of 900-/3 without “–
showing any sign of cracking at the shank head fillet, when viewed at a magnification of not less than X 8 nor more
than x 10.
Where screws are threaded up to the head, the requirements may be considered met even if a crack should appear
in the first thread, provided that the head does not snap off.
h
-9
.
NOTE 1 Fordhand r2(r2= r,), see table 10.
NOTE 2 The thickness ofthe test plate should be greater than 2d.
Figure 4 — Head soundness test
Table 12 — Values of angle ~
Property class 3.6 4.6 5.6 4.8 5.8 6.8 8.8 9.8 10.9 12.9
P 60° 80°
8.9 Decarburization test: evaluation of surface carbon condition
Using the appropriate measuring method (8.9.2.1 or 8.9.2.2 as applicable), a longitudinal section of the thread shall
be examined to determine whether the height of the zone of base metal (E) and the depth of the zone with complete
decarburization (G), ifany, are within specified limits (see figure 5).
The maximum value for G and the formulae for the minimum value for E are specified in table 3.
18IS 1367 (Part 3) :2002
ISO 898-1 :1999
1
Key
1 Completely decarburized
2 Partiallydecarburized
3 Pitchline
4 Base metal
HI istheexternal thread heightinthe maximum material condition.
Figure 5 — Zones of decarburization
8.9.1 Definitions
8.9.1.1
base metal hardness
hardness closest to the surface (when traversing from core to outside diameter) just before an increase or decrease
occurs denoting carburization or decarburization respectively
8.9.1.2
decarburization
generally, loss of carbon at the surface of commercial ferrous materials (steels)
8.9.1.3
partial decarburization
decarburization with loss of carbon sufficient to cause a lighter shade of tempered martensite and significantly lower
hardness than that of the adjacent base metal without, however, showing ferrite grains under metallographic
examination
8.9.1.4
complete decarburization
decarburization with sufficient carbon loss to show only clearly defined ferrite grains under metallographic
examination
8.9.1.5
carburization
result of increasing surface carbon to a content above that of the base metal
8.9.2 Measurement methods
8.9.2.1 Microscopic method
This method allows the determination of E and G.
19IS 1367 [Part 3) :2002
ISO 898-1 :1999
The specimens to be used are longitudinal sections taken through the thread axis approximately half a nominal
diameter (% d) from the end of the bolt, screw or stud, after all heat-treatment operations have been performed on
the product. The specimen shall be mounted for grinding and polishing in a clamp or, preferably, a plastic mount.
After mounting, grind and polish the surface in accordance with good metallographic practice.
Etching in a 3 % nital solution (concentrated nitric acid in ethanol) is usually suitable to show changes in
microstructure caused by decarburization.
Unless otherwise agreed between the interested patties, a x 100 magnification shall be used for examination.
If the microscope is of a type with a ground glass screen, the extent of decarburization can be measured directly ,
with a scale. If an eyepiece is used for measurement, it should be of an appropriate type, containing a cross-hair or
a scale.
8.9.2.2 Hardness method (Referee method for partial decarburization)
The hardness measurement method is applicable only for threads with pitches, P z 1,25 mm.
The Vickers hardness measurements are made at the three points shown on figure 6. Values for E are given in
table 13. The load shall be 300 g.
The hardness determination for point 3 shall be made on the pitch line of the thread adjacent to the thread on which
determinations at points 1and 2 are made.
The Vickers hardness value at point 2 (HV.J shall be equal to or greater than that at point 1 (HV1) minus 30 Vickers
units. In this case the height of the non-decarburized zone E shall be at least as specified in table 13.
The Vickers hardness value at point 3 (HVJ shall be equal to or less than that at point 1 (HV1) plus 30 Vickers
units.
Complete decarburization up to the maximum specified in table 3 cannot be detected by the hardness measurement
method.
Dimensions inmillimetres
2 4 I 0,14
1 3
Key
1,2,3 Measurement points
4 Pitchline
Figure 6 — Hardness measurement for decarburization test
20——
IS 1367 (Part 3) :2002
ISO 898-1 :1999
—
Table 13 — Values for HI and E
Pitch ofthe thread F mm 0,5 0,6 0,7 0,8 1 1,25 1,5 1,75 2 2,5 3 3,5 4
HI mm 0,307 0,368 0,429 0,491 0,613 0,767 0,920 1,074 1,227 1,534 1,840 2,147 2,454
8.8, 9.8 0,154 0,184 0,215 0,245 0,307 0,384 0,460 0,537 0,614 0,767 0,920 1,074 1,227
Property
10.9 Emlnbmm 0,205 0,245 0,286 0,327 0,409 0,511 0,613 0,716 0,818 1,023 1,227 1,431 1,636
class
12.9 0,230 0,276 0,322 0,368 0,460 0,575 0,690 0,806 0,920 1,151 1,380 1,610 1,841
Ia Forps I mm,rnicroscopiC metlmclOnlY. I
b Calculated onthebasisofthespecification in5.16, see table 3.
8.10 Retempering test
The mean of three core hardness readings on a bolt or screw, tested before and after retempering, shall not differ
by more than 20 HV when retempered at a part temperature 10 ‘C less than the specified minimum tempering
temperature and held for 30 min.
8.11 Surface discontinuity inspection
For the surface discontinuity inspection, see ISO 6157-1 or ISO 6157-3 as appropriate.
Inthe case of test programme A the surface discontinuity inspection is applied to test bolts before machining.
9 Marking
Mechanical fasteners manufactured to the requirements of this International Standard shall be marked in
accordance with the provisions of 9.1 to 9.5.
Only if all requirements in this part of ISO 898 are met, shall parts be marked and/or described according to the
designation system described in clause 3.
Unless otherwise specified in the product standard, the height of embossed markings on the top of the head shall
not be included in the head height dimensions.
Marking of slotted and cross recessed screws is not usual.
9.1 Manufacturer’s identification marking
A manufacturer’s identification mark shall be included during the manufacturing process, on all products which are
marked with property classes. Manufacturer’s identification marking is also recommended on products which are
not marked with property class.
For the purposes of this part of ISO 898 a distributor marking fasteners with his unique identification mark shall be
considered a manufacturer.
9.2 Marking symbols for property class
Marking symbols are shown in table 14.
21IS 1367 (Part 3) :2002
ISO 898-1 :1999
Table 14 — Marking symbols
Property class 3.6 4.6 4.8 5.6 5.8 6.8 8.8 9.8 10.9 m 12.9
Marking symbol “b 3.6 4.6 4.8 5.6 5.8 6.8 8.8 9.8 10.9 -lo9b 12.9
a The full-stopinthe markingsymbolmaybe omitted.
b When low~a~on ma~ensitic steelsare usedforpropefly class 10.9(seetable2).
In the case of small screws or when the shape of the head does not allow the marking as given in table 14 the clock
face marking symbols as given intable 15 may be used.
.
Table 15 — Clock-face system for marking bolts and screws
I Property class
.
,6 Q ,0 ~ ,0
Marking symbols
b
b
Property class
,6 ,6. ,6 ;6 ;6 a6b
b
aThe twelve o’clockposltlon(reference mark)shallbe marked eitherbythe manufacturer’sIdentlficatlonmarkorbyaPOlnt.
bThe propertyclass ISmarked byadashoradoubledash and mthecase of12.9 byapoint
9.3 Identification
9.3.1 Hexagon and hexalobular head bolts and screws
Hexagon and hexalobular head bolts and screws (including products with flange) shall be marked with the
manufacturer’s identification mark and with the marking symbol of the property class given in table 14.
The marking is obligatory for all property classes, preferably on the top of the head by indenting or embossing or on
the side of the head by indenting (see figure 7). In the case of bolts or screws with flange, marking shall be on the
flange where the manufacturing process does not allow marking on the top of the head.
Marking is required for hexagon and hexalobular head bolts and screws with nominal diameters d z 5 mm.
22IS 1367 (Part 3) :2002
ISO 898-1 : 1999
—
@@
a Manufacturer’s identification mark
b Property class
Figure 7 — Examples of marking on hexagon and hexalobular head bolts and screws
9.3.2 Hexagon and hexalobular socket head cap screws
Hexagon and hexalobular socket head cap screws shall be marked with the manufacturer’s identification mark and
with the marking symbol of the property class given in table 14.
The marking is obligatory for property classes 8.8 and higher, preferably on the side of the head by indenting or on
the top of the head by indenting or embossing (see figure 8).
Marking is required for hexagon and hexalobular socket head cap screws with nominal diameters d >5 mm.
Figure 8 — Examples of marking on hexagon socket head cap screws
9.3.3 Cup head square neck bolts
Cup head square neck bolts with property classes 8.8 and higher shall be marked with the manufacturer’s
identification mark and with the marking symbol of the property class as given in table 14.
The marking is mandatory for bolts with nominal diameters d >5 mm. It shall be on the head by indenting or
embossing (see Figure 9).
Y
. . .
8.8
@
Figure 9 — Example of marking cup head square neck bolts
23IS 1367 (Part 3) :2002
ISO 898-1 :1999
9.3.4 Studs
Studs with nominal thread diameters d >5 mm, of property class 5.6 and property classes 8.8 and higher shall be
marked by indenting with the marking symbol of the property class as given in table 14 and the manufacturer’s
identification mark on the unthreaded part of the stud (see Figure 10).
If marking on the unthreaded part is not possible, marking of property class only on the nut end of the stud is
allowed, see figure 10. For studs with interference fit, the marking shall be at the nut end with manufacturer’s
identification marking only if it is possible.
I
i
5.6
XYZ
K k
I
Figure 10 — Marking of studs
The symbols in table 16 are permissible as an alternative identification of property classes.
Table 16 — Alternative marking symbols for studs
Property class 5.6 8.8 9.8 10.9 12.9
0 + c1 A
*
Marking symbol -
9.3.5 Other types of bolts and screws
If agreed between the interested parties, the same marking systems as described in the previous paragraphs of
clause 9 shall be used for other types of bolts and screws and for special products.
9.4 Marking of bolts and screws with left-hand thread
Bolts and screws with a left-hand thread shall be marked with the symbol shown in figure 11, either on the top of the
head or on the point.
Marking is required for bolts and screws with nominal thread diameters d >5 mm.
Figure 11 — Left-hand thread marking
24IS 1367 (Part 3) :2002
-
1S0 898-1 :1999
.—.
*
—
Alternative marking for left-hand thread as shown in figure 12 may be used for hexagon bolts and screws.
P
A
k/2
u
k
Key
s isthewidthacrossflats
h’ istheheightofthe head
Figure 12 — Alternative left-hand thread marking
9.5 Alternative marking
Alternative or optional permitted marking as stated in 9.2 to 9.4 should be left to the choice of the manufacturer.
9.6 Marking of packages
Marking with manufacturer’s identification and property class is mandatory on all packages for all sizes.
25..—
IS 1367 (Part 3) :2002
ISO 898-1 :1999
.
Annex A
(informative)
Lower yield stress or stress at 0,2 non-proportional elongation at
YO
elevated temperature
The mechanical properties of bolts, screws and studs will vary in a variety of ways with increasing temperature.
Table A.1, which is for guidance only, is an approximate representation of the reduction in lower yield stress or
0,2 % non-proportional elongation which may be experienced at a variety, of elevated temperatures. These data
shall not be used as a test requirement.
Table A.1 — Lower yield stress or stress at 0,2 % non-proportional elongation at elevated temperature
Temperature “C
+ 20 +100 + 200 + 250 + 300
Property class Lower yield stress, ReLor
stress at 0,2% non-proportional elongation RP0,2
N/mm2
5.6 300 270 230 215 195
8.8 640 590 540 510 480
10.9 940 875 790 745 705
m 940 — — — —
12.9 1100 1020 925 875 825
Continuous operating at elevated service temperature may result in significant stress relaxation. Typically 100 h
service at 300 “C will result in a permanent reduction in excess of 25 ?4. of the initial clamping load in the bolt due to
decrease in yield stress.
26Bureau of Indian Standards
BIS is a statutory institution established under th~llureau 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
BU3hasthecopyright ofallitspublications. Nopartofthese publications maybe reproduced inanyformwithout
the prior permission inwriting of BIS. This does not preclude the free use, inthe course of implementing the
standard, of necessary details, such as symbols and sizes, type or grade designations. Enquiries relating to
copyright beaddressed to the Director (Publications), BIS.
Review of Indian Standards
Amendments are issued to standards astheneed arises onthe basisof comments. Standards are also reviewed
periodically; astandard along with amendments isreaffirmed when suchreview indicates that no changes are
needed; ifthe review indicates that changes are needed, itistaken up for revision. Users of Indian Standards
should ascertain that they are inpossession ofthe latest amendments or edition byreferring to the latest issue
of ‘BIS Catalogue’ and ‘Standards :Monthly Additions’.
This Indian Standard has been developed from Doc :No. BP33(0118 ).
Amendments Issued Since Publication
Amend No. Date of Issue Text Affected
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Headquarters:
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Regio@alOffices: Telephone
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LUCKNOW.NAGPUR.NALAGARH.PATNA.PUNE.RAJKOT.THIRUVANANTHAPURAM.
PrintedatNewIndiaPrintingPress,Khurja, India
|
990.pdf
|
IS:990 - 1982
(Reaffirmed1998)
Edition 3.1
(1988-06)
Indian Standard
SPECIFICATION FOR
SPOONS, STAINLESS STEEL
( Second Revision )
(Incorporating Amendment No. 1)
UDC 672.76:669.14.018.8
© BIS 2003
B U R E A U O F I N D I A N S T A N D A R D S
MANAK BHAVAN, 9 BAHADUR SHAH ZAFAR MARG
NEW DELHI 110002
Price Group 3IS:990 - 1982
Indian Standard
SPECIFICATION FOR
SPOONS, STAINLESS STEEL
( Second Revision )
Cutlery Sectional Committee, CPDC 6
Chairman Representing
LT-COL ASHOK COOMAR Ministry of Defence (DGI), New Delhi
Members
MAJ SURENDER SINGH (Alternate
to Lt-Col Ashok Coomar)
SHRI SATISH CHANDRA BANSAL Satish Cutlery Centre, Meerut
SHRI S. K. BHATIA Directorate General of Technical Development,
New Delhi
SHRI V. K. BHARGAVA V. K. Surgicals, Indore
SHRI A. S. BHATIA Germany Art Industries (Regd) India, New Delhi
SHRI G. S. BHATIA (Alternate)
SHRI RATTAN SINGH BHATIA Spencers India, New Delhi
SHRI DARSHAN SINGH BHATIA (Alternate)
SHRI KULDIP SINGH BHATIA (Alternate)
THE DIRECTOR OF CLOTHING AND Indian Navy, New Delhi
VICTUALLING
THE NAVAL STORE OFFICER (Alternate)
SHRI S. KANJI LAL Kishco Cutlery Ltd, Bombay
SHRI S. K. MALHOTRA India Tourism & Development Corporation Ltd,
New Delhi
SHRI GAURI NATH MEHRAY Giftsland, Allahabad
SHRI PRAN NATH MEHRAY (Alternate)
SHRI S. MITRA Directorate of Industries, Calcutta
SHRI S. SEN GUPTA (Alternate)
SHRI G. G. NAIR National Metallurgical Laboratory (CSIR),
Jamshedpur
SHRI LALIT NIRULA The Federation of Hotel & Restaurant Association
of India, New Delhi
SHRI K. K. MEHRA (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:990 - 1982
(Continued from page 1)
Members Representing
SHRI T. R. SEHGAL Office of the Development Commissioner, New
Delhi
THE SENIOR COMMERCIAL OFFICER Railway Board, New Delhi
(CATERING)
SHRI A. N. SINGH Directorate of Industries, Kanpur
CENTRAL CONTROLLER (Alternate)
SHRI MOHAN B. THAKOOR Thakoor Metal Industries, Bombay
SHRI MADHUKAR B. THAKOOR (Alternate)
SHRI G. D. THAKOOR The Oriental Metal Pressing Works Pvt Ltd,
Bombay
SHRI J. E. YORKE (Alternate)
SHRI S. P. TRIPATHI Ministry of Defence (R&D), New Delhi
SHRI S. S. PANDEY (Alternate)
DR A. S. SETHI, Director General, ISI (Ex-officio Member)
Director (Consr Prods & Med Instrs)
Secretary
SHRI M. K. BHATIA
Deputy Director (Consr Prods & Med Instrs), ISI
Table Cutlery (Flat-ware) Subcommittee, CPDC 6:1
SHRI J. F. D’CUNHA Air- India, Bombay
SHRI F. D. ABREO (Alternate)
THE DIVISIONAL COMMERCIAL Railway Board, New Delhi
SUPERINTENDENT (CATERING)
GENERAL MANAGER WORKS Kishco Cutlery Ltd, Bombay
SHRI KAMALNAIN GUPTA Pearl Metal Works, Bombay
SHRI A. K. KHARE Directorate of Industries, Kanpur
SHRI GAURI NATH MEHRAY Giftsland, Allahabad
SHRI PRAN NATH MEHRAY (Alternate)
SHRI M. NIRULA Federation of Hotel and Restaurant Association of
India, New Delhi
SHRI V. S. SEHGAL Nibro Ltd, New Delhi
SHRI D. A. PHILLIPS (Alternate)
MAJ SURENDRA SINGH Ministry of Defence (DGI), New Delhi
SHRI H. S. MALL (Alternate)
SHRI S. P. TRIPATHI Ministry of Defence (R&D), New Delhi
SHRI S. S. PANDEY (Alternate)
SHRI G. D. THAKOOR The Oriental Metal Pressing Works Pvt Ltd,
Bombay
SHRI J. E. YORKE (Alternate)
SHRI M. K. VERMA Office of the Development Commissioner, New
Delhi
2IS:990-1982
Indian Standard
SPECIFICATION FOR
SPOONS, STAINLESS STEEL
( 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 29 January 1982, after the draft finalized by
the Cutlery Sectional Committee had been approved by the Consumer
Products and Medical Instruments Division Council.
0.2This standard was first published in 1957, and was subsequently
revised in 1964 to cover soup spoons in place of egg spoons and to
incorporate Metric Units. In view of the experience gained through its
implementation by the industry as well as the consumers during past
years a number of suggestions were received. This second revision
incorporates manufacturing tolerances for dimensions and certain
other modifications necessary for the effective implementation of the
standard.
0.3This standard deals with the requirements for spoons made of
stainless steel. Designs other than those covered by this standard are
also popular with certain users to suit aesthetic requirements. In such
cases, it is recommended that the spoons may be made according to the
designs of individual users but other provisions of this standard shall
apply to guide the manufacturer and the purchaser. An important
aspect of table cutlery is that the different items in a set, such as
spoons, forks and knives should match in shape and appearance. This
factor is to be borne in mind by the manufacturers when supplying
cutlery in sets.
0.4This edition 3.1 incorporates Amendment No. 1 (June 1988). Side
bar indicates modification of the text as the result of incorporation of
the amendment.
0.5For the purpose of deciding whether a particular requirement of
this standard is complied with, the final value, observed or calculated,
expressing the result of a test or analysis, shall be rounded off in
accordance with IS:2-1960*. The number of significant places
retained in the rounded-off value should be the same as that of the
specified value in this standard.
*Rules for rounding off numerical values (revised).
3IS:990 - 1982
1. SCOPE
1.1This standard covers the requirements for the following types of
spoons made of stainless steel by forging or pressing or a combination
of two processes:
a)Serving spoon, large;
b)Serving spoon;
c)Dessert spoon;
d)Tea spoon, large;
e)Tea spoon, small;
f)Coffee spoon;
g)Soup spoon;
h)Mustard spoon; and
j)Salt spoon.
2. MATERIAL
2.1The stainless steel used for the manufacture of spoons shall
conform to Designation 07Cr18Ni9 of IS : 1570 (Part V)-1972* or
IS:5522-1978†.
3. DESIGNATION
3.1 The designation of a spoon shall indicate:
a)Type of spoon, and
b)Number of this standard.
Example:
A serving spoon made of stainless steel shall be designated as:
Serving Spoon, SS IS : 990
4. DIMENSIONS
4.1The spoons shall conform to the dimensions given in Fig. 1 to 4.
The spoons may have decorative designs on the upper region of the
handle subject to agreement between the manufacturer and the
purchaser.
NOTE — When spoons are required to be supplied in sets alongwith forks and knives,
the design of the handles and general appearance of the items in a set shall match.
*Schedules for wrought steels: Part V Stainless and heat-resisting steels.
†Specification for stainless steel sheet and coils.
4IS:990-1982
SIZE A B C h F H t
±3.0 ±1.5 ±1.5 ±0.8 ±0.8 ±0.8 +0.2
– 0.0
Serving spoon, large 275 90 54 16 28 20 1.25
Serving spoon 210 70 45 12 18 18 0.80
Dessert spoon 180 62 40 11 16 15 0.80
Tea spoon, large 160 54 33 10.5 16 14 0.80
Tea spoon, small 135 46 30 10 13 13 0.80
Coffee spoon 110 36 22 6 11 10 0.80
All dimensions in millimetres.
FIG. 1 SERVING, DESSERT, TEA AND COFFEE SPOONS
56
IS:990
-
1982
FIG. 2 SOUP SPOONIS:990-1982
FIG. 3 MUSTARD SPOON
FIG. 4 SALT SPOON
7IS:990 - 1982
5. MANUFACTURE, WORKMANSHIP AND FINISH
5.1The spoons shall be forged and/or pressed to shape in one piece.
Spoons shall be free from burrs, seams, cracks and other
manufacturing defects. All edges shall be well rounded. The handle
and the bowl shall be in proper alignment. The spoons shall be finished
smooth and polished all over.
6. TESTS
6.1Staining Test — The spoon, when dipped for 16h in each of the
following solutions, shall not show any sign of staining after removal
from each solution at the end of above period:
a)Ten grams of analytical grade acetic acid conforming to
IS:695-1975* dissolved in distilled water conforming to
IS:1070-1977† to make 100ml, and
b)Five grams of pure sodium chloride conforming to IS : 4408-1967‡
dissolved in distilled water to make 100ml.
6.2Bending Test — The spoon shall be clamped at middle of the
handle in a vice. It shall be bent around a mandrel (having diameter
equal to 2 × thickness of the handle approximately) through 180° over
the handle. There shall be no cracking or breakage.
6.3Load Test — The spoon shall be held tightly from its handle end
and supported in the middle of the length in such a way that the
handle is approximately horizontal. A load of 25N (2.5kgf) in case of
forged handle and 15N (1.5kgf) in case of pressed handle, flat shall
then be applied by the extreme end of the bowl for two minutes, and
then removed. There shall not be a permanent set of more than 1mm.
7. MARKING
7.1Each spoon shall be legibly and indelibly marked by stamping on
the underside of the handle with the letters ‘stainless steel’ or ‘SS’ and
manufacturer’s name or initials or trade-mark. The marking shall be
as far away from the neck as convenient.
*Specification for acetic acid (second revision).
†Specification for water for general laboratory use (second revision).
‡Specification for sodium chloride, analytical reagent.
8IS:990-1982
7.1.1 The spoons may also be marked with the ISI Certification Mark.
NOTE — The use of the ISI Certification Mark is governed by the provisions of the
Indian Standards Institution (Certification Marks) Act and the Rules and
Regulations made thereunder. The ISI Mark on products covered by an Indian
Standard conveys the assurance that they have been produced to comply with the
requirements of that standard under a well-defined system of inspection, testing and
quality control which is devised and supervised by ISI and operated by the producer.
ISI marked products are also continuously checked by ISI for conformity to that
standard as a further safeguard. Details of conditions under which a licence for the
use of the ISI Certification Mark may be granted to manufacturers or processors,
may be obtained from the Indian Standards Institution.
8. SAMPLING
8.1The number of spoons to be selected from a lot for ascertaining
conformity to this specification shall be as agreed to between the
manufacturer and the purchaser. A suitable sampling scheme and
criteria for conformity for spoons are given in Appendix A.
9. PACKING
9.1The spoons shall be wrapped in soft tissue paper or wax paper and
packed in cartons. The number of spoons to be packed in one carton
shall be at the discretion of the manufacturer. The cartons shall bear
the type and number of spoons packed, the name of the manufacturer
and the country of manufacturer.
9.2 The spoons may also be wrapped in polythene bags.
A P P E N D I X A
(Clause 8.1)
SAMPLING SCHEME AND CRITERIA FOR CONFORMITY
FOR SPOONS
A-1. SCALE OF SAMPLING
A-1.1Lot — In any consignment, all spoons of the same type of
handle, shape and size manufactured from the same material under
relatively similar conditions of manufacture shall be grouped together
to constitute a lot.
A-1.2For ascertaining the conformity to the requirement of this
specification, the tests shall be conducted separately for each lot.
A-1.3The number of spoons to be selected from a lot for ascertaining
conformity with the requirements of this specification shall be
9IS:990 - 1982
according to col 2 of Table 1. The spoons in the sample shall be selected
at random from the lot. If the spoons are packed in cartons, as a first
step at least 25 percent of the cartons shall be selected at random and
then from each selected carton, equal number of spoons shall be taken
out at random so as to make the required sample size.
A-2. NUMBER OF TESTS AND CRITERIA FOR CONFORMITY
A-2.1The spoons selected at random according to A-1.3 shall be
examined for the requirements of 4.1 and 5.1. A spoon failing to satisfy
any one or more of these requirements shall be regarded as defective.
The lot shall be considered as conforming to the requirements of 4.1
and 5.1 if the number of defective spoons in the sample does not exceed
the number given in col 3 of Table 1.
TABLE 1 SCALE OF SAMPLING AND PERMISSIBLE
NUMBER OF DEFECTIVES
(Clause A-1.3)
NO. OF SPOONS SAMPLE PERMISSIBLE SUB-SAMPLE PERMISSIBLE
IN A LOT SIZE NUMBER OF SIZE NUMBER OF
DEFECTIVE DEFECTIVE
SPOONS SPOONS
(1) (2) (3) (4) (5)
Up to 50 5 0 2 0
51 ,, 150 13 1 4 0
151 ,, 500 32 3 6 0
501 ,, 1000 50 5 8 0
1001 ,, 3000 80 7 12 1
3001 ,, 10000 125 10 16 1
10001 ,, and above 200 14 20 2
A-2.2If the lot conforms to the requirements of 4.1 and 5.1, a
sub-sample of size given in col 4 of Table 1 shall be taken from the
spoons selected as in A-1.3. Each of the spoons in the sub-sample shall
be tested for the requirements of 6.1, 6.2 and 6.3. A spoon not
satisfying any one or more of the requirements of 6.1, 6.2 and 6.3 shall
be regarded as defective. The lot shall be considered to conform to the
requirements of 6.1, 6.2 and 6.3 if the number of defectives in the
sub-sample does not exceed the number given in col 5 of Table 1.
10Bureau of Indian Standards
BIS is a statutory institution established under the Bureau of Indian Standards Act, 1986 to promote
harmonious development of the activities of standardization, marking and quality certification of
goods and attending to connected matters in the country.
Copyright
BIS has the copyright of all its publications. No part of these publications may be reproduced in any
form without the prior permission in writing of BIS. This does not preclude the free use, in the course
of implementing the standard, of necessary details, such as symbols and sizes, type or grade
designations. Enquiries relating to copyright be addressed to the Director (Publications), BIS.
Review of Indian Standards
Amendments are issued to standards as the need arises on the basis of comments. Standards are also
reviewed periodically; a standard along with amendments is reaffirmed when such review indicates
that no changes are needed; if the review indicates that changes are needed, it is taken up for
revision. Users of Indian Standards should ascertain that they are in possession of the latest
amendments or edition by referring to the latest issue of ‘BIS Catalogue’ and ‘Standards:Monthly
Additions’.
This Indian Standard has been developed by Technical Committee:CPDC 6 and amended by
CPDC34
Amendments Issued Since Publication
Amend No. Date of Issue
Amd. No. 1 June 1988
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
|
909.pdf
|
IS 909 f 1992
( Reaffirmed 1997 )
Indian Standard
UNDERGROUND FIRE HYDRANT, SLUICE
VALVE TYPE - SPECIFICATION
( Third Revision )
First Reprint JULY 1998
UDC 614.843~1
@ BIS 1992
BUREAU OF INDIAN STANDARDS
MANAK BHAVAN, 9 BAHADUR SHAH ZAFAR MARG
NEW DELHI 110002
Price croap 3Fire Fighting Sectional Committee, CED 22
FOREWORD
This Indian Standard ( Third Revision ) was adopted by the Bureau of Indian Standards, after
the draft finaliied by the Fire Fighting Sectional Committee had been approved by the Civil
Engineering Division -Council.
Hydrants are invariably used for fire fighting purposes to derive water from the water line. The
hydrants could be stand-post type or underground, that is, sluice-valve type. This standard
covering underground fire hydrants, sluice-valve type was first published in 1958 and revised in
1965. The second revision has been prepared to incorporate complete details of duck-foot
bend besides making other contents up to date.
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.
In the present revision of the standard, in addition to general updating, the following major
changes have been introduced:
a) A detailed figure of ‘Underground Fire Hydrant Valve’ including an ‘item list’ of com-
ponents giving their details has been included.
b) ‘Valve seat tightness test’ has also been included under performance requirements.
For the purpose of deciding whether a particular requirment 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 909: 1992,
Indian Standard
UNDERGROUND FIRE HYDRANT,SLUICE
VALVE TYPE -SPECIFICATION
( Third Revision )
1 SCOPE 4.3 Spindle shall be made of brass conforming
to IS 320 : 1980 or IS 319 : 1974 or stainless
Ihis standard lays down the requirements steel Gr 04 Cr 18 Ni l(1 conforming to IS 6603 :
regarding materials, shape, dimensions and 1972.
tests of uderground hydrant, sluice-valve type.
4.4 Gaskets shall be made of rubber’ conforming
NOTE - Generally the sluice-valve type hydrant
shall have one sluice-valve. Where it is intended to IS 937 : 1981 or IS 638 : 1965 or leather
to introduce into this type of additional facilities conforming to IS 581 : 1976 or compressed
for closing off mains for repairs, then an additional asbestos fibre conforming to .IS 2712 : 1979.
sluice-valve of a similar type may be introduced
adjacent to the sluice-valve’ on the side of the
mains, 4.5 Gland packing shall be of asbestos thread
conforming to IS 4687 : 1980.
2 REFERENCES
4.6 Bolts and nuts shall be made of carbon
The Indian Standards listed in Annex A are steel conforming to,IS 1367 ( Part 14 ) : 1984.
necessary adjuncts to this standard.
5 ROAD SURFACE BOX
3 GENERAL REQUIREMENTS
The road surface box shall be made according
The hydrant shall consist of the following to the details given in Fig. 2. The minimum
components ( see Fig. 1A and Fig. 1B ): weight of the surface box shall be 135 kg. When
a second sluice-valve is provided surface box
a) Body
for this sluice-valve shall conform to IS 3950 :
b) Bonnet 1979.
c) Spindle
d) Gland .6 CONSTRUCTION AND DIMENSIONS
e) Spindle cap
The outlet of the hydrant shall be of screwed
f) Spindle nut
type and provided with external round thread
g) Valve ( two threads per 2.54 cm ) as showi. in Fig. 3.
h) Screwed outlet It shall be attached to the flanged end of the
pipe by means of bolts. The outlet cap shall
j) Outlet cap and chain
completely cover the outlet thread and be
attached to the outlet by means of a chain
4 MATERIAL
made from steel stock not less than 3 mm in
diameter or from material having equivalent
4.1 Body, .bonnet, gland, outlet cap and spindle
strength, with the chain length and its attach-
cap shall be made of cast iron grade FG 200 of
ment arranged to permit removal of the cap
IS 210 : 1978.
without binding. Suitable anti-corrosive treat-
4.2 Outlet, seat for valve, valve, spindle nut, ment should be given to the chain.
check nut shall be made of copper alloys as
stated below: 7 FINISH
a) Sand Casting - LTB-2 of IS 318 : 1981
All parts shall be of good finish, clear of all
or HTB 1 of IS 304 : 1981
burrs and sharp edges. All castings shall be
b) Die castings - LCB 2 of IS 292 : 1983 clean and sound excluding of plugging, welding
c) Hot forging - Grade 1 of IS 291 : 1989 or repairs of any defects.
1IS 909 : l992
DETAILS OF A
DETAILS OF FLANGED REDUCER
8Omm
VA
80 mm DUCKFOOT
‘~30 mm FLANGE
All dimensionsi n millimetres.
FIG. IA UNDERGROUNDF IRE HYDRANT, SLUICB-VALVET YPEI-= 100 min.
r
min.
9200
rs Nut and Bolt MS. -
14 Chain - --- zii.MS’.----- -_ --I - I
--1--3C ap
__- ----
c. I. IS : 21 10-1978 FG-2001
~t --1-2-- Outlet
---
G. M. IS : 318 -- -1 981LTB-2
__1 -1 - _D p-r ea --i -n - Bolt M. S. -
Snindle Caa c. I. IS : 210-1978 FG-200
:li)_ -r ----- --or !M. L --- I
: 9 ,’ Grush Screw ( 12 mm ) S. 6094-I 98 1
__.-- -_---
Gland c. I. IS :210-1978F G-200
l_LI ~--
li __.* _;
_
Su
-
iudle
-
I-B _R
.
ASS IS ! 319-1989
c. -I_. _ .I S : 21055%%Gx
S-,nr i.n-d_l.e_ N- u_t - 1 G.M. m:318-1981 LBT-2
I-
I 4 I Valve tG.M.----I- I-S- :- 318-1981 LTB-2
_._I_ --~ -_----
__3 - ---W asher RUBBER -I -S - : 937-1981
2 Valve Seat --p-0 p. - M. IS : 318.1981 LTB-2
,_1_ _--B -o -dy - c. I. IS :210-1972F G-200
No. Description Mat. Mat. Specification
TOLERANCES AS PER IS 2102 : 1962
All dimensions in millimetres.
Fla ITJ UNDBRGROUNDFIREHYDRA~,SLUICE-VALVB GATE
3Is909:1992
I_ 165 -‘-I
SECTtON XX
______-_----------~--
NOTE -The tolerance in dimensions shall be +2 mm for up to and includmg 15 mm, f 2 mm or 16 mm
and above and up to arid incluling 50 mm, and f 5 mm for 51 mm and above.
All dimensions in millimetres.
FIG. 2 CI ROAD SURFACEB ox
FEATHER EDGE
TO BE REMOVED
k”:.;;n
BE THREAOEO t- ,-I? 2.85
SUIT REDUCER
FLANGE
3A OUTLET AND CAP 3B DETAILS OF THREAD OF OUTLET
NOTES
1 Crest diameter of Thread 82.2 Li:t Root diameter of Thread 68-O Max
2 Thickness of Thread (t) 5.7 ‘8::
All dimensions in millimetres.
FIG. 3 SCREWEDO UTLETA ND CAP ( ROUND THRBAD )
4IS 909 : 1992
8 COATING OF PARTS OTHER THAN 10 PERFORMANCE REQUIREMENTS
SLUICEVALVE
10.1 Hydrostatic Pressure Test
8.1 Immediately after casting and before
machining all cast iron parts shall be thoroughly Each assembled unit shall be subjected to a
cleaned, and before rusting commences, shall hydrostatic pressure of 2.1 MN/ma with
be coated by dipping in a bath containing a the valve open and outlet closed for a
composition having a bituminous base ( see period of 2.5 minutes for the purpose of
IS 158 :. 1981 ) and maintained at a temperature locating porosity in the casting. When
between 143 and 166°C. The proportions of the so tested, it shall not fail or show any sign of
ingredients of the composition shall be so leakage either through the valve body or
regulated as to produce a coating having the through the gland of the spindle.
properties specified in 8.3.
10.2 Valve Seat Tightness Test
8.2 The casting shall be re-heated before
dipping; either by immersion in hot water or The stop valve shall be fully closed by screwing
by heating in an oven, or shall be held in the down the spindle. A hydrostatic pressure of
dipping bath sufficiently long to reach an 1.4 MN/me shall then be applied to each valve
equivalent temperature, the method used being on its inlet side. There shall be no leakage
at the maker’s option. Care shall be taken to through the valve and its seat.
see that the casting are perfectly dry immedia-
tely before dipping. On removal from the bath
11 CRITERIA FOR ACCEPTANCE
the castings shall be sufficiently drained and
ensure that no portion is left uncoated. Each hydrant shall be tested for the require-
ments prescribed in this standard.
8.3 The coating shall be such that it shall not
impart any taste or smell to water. The
coating shall be smooth, glossy and tenacious, 12 MARKING
sufficiently hard so as not to flow when exposed
12.1 Each hydrant shall be clearly and perma-
to a temperature of 77°C and not so brittle at a
nently marked with the following information:
temperature of 0°C as to chip off when scribed
lightly with the point of a penknife. a) Manufacturer’s name or trade-mark, and
9 PAINTING b) Year of manufacture.
Complete hydrant shall be painted externally 12.2 The cover of the road surface box shall
with two coats of fire red paint conforming to have the letters <FH’ embossed on it and pain-
.shade No. 536 of IS 5 : 1978. The cover of ted in black colour.
the road surface box shall be painted with two
coats of canary yellow colour paint conforming 12.2.1 The hydrant may also be marked with
to shade 309 of IS 5 : 1978. the Standard Mark.
5IS 909: 1992
ANNEX
A
( Clause 2 )
IS No. Title IS No. Title
5 : 1978 Specification for grey iron 320 : 1980 High tensile brass rods and
castings ( second revision ) section ( other than forging
stock ) ( second revision )
158 : 1981 Specification for ready mixed 581 . 1976 Vegetable tanned hydraulic
brushing bituminous,
l leather ( second revision )
!:laa’$ leadfree ’ acid alkali
638 : i979 %;;kr rubber jomting and
water’and hea; resisting fo;
msertion jointing
general purposes ( second
( second revision )
revision )
937 : 1981 Washer for water fittings for
210 : 1978 Grey iron castings ( third fire fighting purposes ( second
revision ) revision )
291 : 1989 Naval brass rods and sections 1367 Technical supply condition for
( suitable for machining and $Ptit 14) : threaded steel fasteners :
forging ) ( second revision ) Part 14 Stainless steel threaded
fasteners ( second revision )
292 : 1983 Leaded brass ingots and0 cast- 2712 : 1979 Compressed asbestos fibre
ings ( second revision )
joint ( second revision )
304 : 1981 High tensile brass ingots and 3950 : 1979 Surface boxes for sluice valves
castings ( second revision ) ( $rst revision )
4687 : 1980 Gland packing asbestos (first
318 : 1981 Leaded tin bronze ingots and
revision )
castings ( second revision )
6094 : 1981 Hexagon socket set screws
319 : 1989 Free-cutting brass bars, rods (first revision )
and sections ( third revision ) 6603 : 1972 Stainless steel bars and flatsBureau of Indian Standards
BIS is a statutory institution established under the Bureau of Indian Standards Act, 1986 to promote
harmonious development of the activities of standardization, marking and quality certification of goods
and attending to connected matters in the country.
Copyright
BIS has the copyright of all its publications. No part of these publications may be reproduced in any form
without the prior permission in writing of BIS. This does not preclude the free use, in the course of
implementing the standard, of necessary details, such as symbols and sizes, type or grade designations.
Enquiries relating to copyright be addressed to the Director (Publications), BIS.
Review of Indian Standards
Amendments are issued to standards as the need arises on the basis of comments. Standards are also
reviewed periodically; a standard along with amendments is reaffirmed when such review indicates that
no changes are needed; if the review indicates that changes are needed, it is taken up for revision. Users
of Indian Standards should ascertain that they are in possession of the latest amendments or edition by
referring to the latest issue of ‘BIS Handbook’ and ‘Standards: Monthly Additions’.
This Indian Standard has been developed from Dot : No. CED 32 ( 46 IO )
Amendments Issued Since Publication
Amend No. Date of Issue Text Affected
BUREAU OF INDIAN STANDARDS
Headquarters:
Manak Bhavan, 9 Bahadyr Shah Zafar Marg, New Delhi 110 002 Telegrams : Manaksanstha
Telephones : 323 01 3 1, ~323 33 75, 323 94 02 (Common to all offices)
Regional Offices : Telephone
Central : Manak Bhavan, 9 Bahadur Shah Zafar Marg { 332233 7368 4117
NEW DELHI 110 002
Eastern : l/14 C. I.T. Scheme VII M, V. I. P. Road, Maniktola
CALCUTTA 700 054 { 333377 8846 9296,,333377 9815 6210
Northern : SC0 335-336, Sector 34-A, CHANDIGARH 160 022
‘1 6600 3280 4235
Southern : C. I. T. Campus, IV Cross Road, CHENNAI 600 113
{ 223355 0125 1169,,223355 0243 4125
Western : Manakalaya, E9 MIDC, Marol, Andheri (East) 832 92 95,832 78 58
MUMBAI 400 093 832 78 91,832 78 92
Branches : AHMADABAD. BANGALORE. BHOPAL. BHUBANESHWAR. COIMBATORE.
FARIDABAD. GHAZIABAD. GUWAHATI. HYDERABAD. JAIPUR. KANPUR.
LUCKNOW. NAGPUR. PATNA. PUNE. THIRUVANANTHAPURAM.
Printed at Printogmph, New Delhi, Ph : 5726847
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14330.pdf
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IS 14330 : 1996
Indian Standard
GROUND WATER INVESTIGATION FOR
HYDRAULIC STRUCTURES - GUIDELINES
ICS 93.160
0 BIS 1996
BUREAU OF INDIAN STANDARDS
h4ANAK BHAVAN, 9 BAHADUR SHAH ZAFAR MARG
NEW DELHI 110002
July 1996 Price Group 3Geological Investigation and Sub-surface Exploration Sectional Committee, RVD 5
FOREWORD
This Indian Standard was adopted by the Bureau of Indian Standards, after the draft finalized by the
Geological Investigation and Sub-surface Exploration Sectional Committee had been approved by the
River Valley Division Council.
Ground water is of vital importance to the civil engineers not only as a source of water supply but as a
controlling factor in all drainage operations, foundation excavations, reservoir storage, etc. Despite this
importance, ground water is the most neglected aspect in civil engineering constructions especially
hydraulic structures. If the ground water data are not considered properly or if these are not obtained
with due care and caution, it may lead to damage or even failure of thehydrological structure.
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 14330 : 1996
Indian standard
GROUND WATER INVESTIGATION FOR
HYDRAULIC STRUCTURES - GUIDELINES
1 SCOPE b) It will create appreciable pore pressure and
thereby reducing the shear strength of the
Thisstandard deals with various aspects which have
slope forming material, and
to be considered while carrying out ground water
c) It will tend to weaken weaker kinds of rock
investigation for hydraulic structures.
and unconsolidated material.
2 REFERENCE These cfrects lead to the conclusion that slides
normally occour in wet weather and the drainage
The Indian standard 693.5 : 1973 ‘Method for dcter-
system offers an effective remedy for preventing
minationofwater level in a bore hole’ is a necessary
landslides.
adjunct to this standard.
4 GEOLOGICAL CONSIDERATIONS
3 ENGINEERING CONSIDERATIONS
4.1 The geological aspects as given in 4.2 to 4.6
3.1 Dam Foundations should be considered for carrying out systematic
investigation for ground water at the site of any
Prior to excavation of the foundation of any
hydraulic structure.
hydraulic structure, it is essential to have a
knowledge of the ground water distribution in the 4.2 Influence of the Nature of Rock
area. When the water table is higher than the
4.2.1 Rocks seldom show the same water bearing
recommended depths of cut-off/foundation, espe-
qualities in different regions. The two most impor-
cially when thick pervious unconsolidated strata
tant properties which make a rockmass an aquifer
like sand and gravel is present, the problem of
of any importance are porosity and permeability.
dewateringduringexcavationshould bcanticipated
Ground water occurs in consolidated rock
in advance. The possibilities of presence of artesian
materials (hard rock) and in loose unconsolidated
water should also be studied by observing the water
materials (soft rock). Any type of rock that is
table and the geological data and suitable measures
sedimentary, igneous or mctamporphic, whether
for depressing the water table should be thought of
consolidated or unconsolidated, may form an
prior to taking up foundation excavation.
aquifer if it is sufficiently porous and permeable.
3.2 Reservoir Based on these factors of porosity and permeability,
the water bearing properties of the more common
3.2.1 Competency of Reservoir rock groups arc discussed in 4.2.1.1 to 4.2.1.3.
The position of the water table in the proposed 4.2.1.1 Sedimentary rocks
reservoir area should be thoroughly established, as
well as the fluctuation it undcrgocs during the year. a>S mwis and pvels - Since these materials
Such studies will indicate the possibility of seepage are both porous and pervious they may act
from the reservoir and provide a sound basis for as most ideal-water bearing strata.
calculations to be made for arriving at the inventory
b) clrl}Jsn nd Sl1nles - As a general rule, these
of the reservoir and its vicinity. do not contain any ground water. Hard
shales may yield water at joints.
3.2.2 Stability ofReservoir Rim
c) Sandstones - These sedimentary rocks
Occurrence of landslides in reservoir arcas is a show great variation in their water yielding
common phenomenon. In a reservoir arca of high capacity which is chiefly controlled by the
relief with adversely oriented joints/bedding texture and nature of ccmcnting materials.
planes, landslides may occur. The process may Coarse graincd sandstones with impcrfcct
accelerate if the drawdown is sudden. The prcscnce cementing material may prove excellent
ofground water has three main effects: aquifers while fine graincd varieties which
a) It wili increase the effective weight of the are thoroughly cemented may yield a poor
material that it saturates. quantity of water.IS 14330 : 1996
d) Limestones - These rocks also show great 4.2.3 Permeability
variation in their water yielding capacity. If
the rock is having solution channels, cavities 4.2.3.1 Permeability of rock depends on the
and crevices, etc, it may be a good aquifer. following:
When such openings are absent it may prove a>S ize and shape of the constituent grains,
to contain very little water. b) Sorting of the grains,
4.2.1.2 &neous rocks cl Continuity and nature of interstices,
d) Hydraulic gradient and hydraulic
Acid Volcanic Roth - These rocks may or
conductivity,
may not prove to be successful wa ter bearing
e>S tratification,
strata because acidic lava is comparatively
f> The amount of consolidation and ccment-
viscous and generally fragmentary at the
ation undergone, and
time of eruption. Interstices will normally
be common in such lava and hence the pos- 8) The presence and nature of discontinuitics.
sibility of their retaining water, however
4.2.3.2 The ultimate permeability of a rockmass is
these interstices may subsequently get filled
the outcome of the combination of the factors given
with ash or other materials and hence the
in 4.2.3.1 which most obviously cannot, and do not,
uncertainty of these rockmasses being
fall strictly under any thumb rule generalization.
aquifers.
4.3 Influence of Geolpgical Structures
Basic Volcanic Rocks - These rocks are
characterized by high mobility at the time of 4.3.1 Underground conditions afccting ground
eruption and hence they flow to a great dis- water differ from the ideal case not only because of
tance. They may thus form thick sheets rich the wide variety of materials in contact with the
in cavities (occurring due to escape of gases water but also because of the way in which the
from cooling lava) and cracks (due to con- various rock strata are arranged in general and in
traction) and hence may be sulXcicntly per- relation to one another. The disposition of the
meable to be water bearing strata. pervious and impervious strata below the surface
and its influenceon ground water table is illustrated
4.2.1.3 Metanzorpkic rocks
in Fig. 1.
The rocks like schist, slate and even gneiss which
4.4 Quality of Ground Water
are often foliated and highly fractured may prove
exceptionally good aquifers. But marble and The quality of ground water is a matter of vital
quar_tzite are normally almost impermeable, except importance as the water is used for industrial,
along original beddings. Where folding is domestic and/or construction purposes. Ground
pronounced, quartzite is usually jointed in nature, water will almost certainly contain dissolved solids
at these locations quartzite may prove to bc water and gases. Most ground water contains no
bearing. suspended matter and practi~cally no bacteria. The
main gaseous impurities are methane, hydrogen
4.2.2 Porosity bisulphide, carbon.dioxide, etc. It should be kept in
mind that severe corrosion is observed in steel
Some typical values of porosity for well known pipelines due to presence of free carbon dioxide.
rocks are given in Table 1. Pure water will dissolve only 20 ppm (parts per
million) of calcium carbonate and 20 ppm of mag-
Table 1 Porosity of Rocks nesium carbonate, but water containing carbon
dioxide will dissolve many hundreds of parts per
million of the solid. The dissolved carbonates
Type of Rock Maximum Porosily,
Percenl impart temporary hardness to the water while the
dissolved sulphatcs cause permanent hardness
a) Soil and loam Up to 60
which cannot be removed by simple chemical pro-
b) Chalk up 10 50
cedures. Chemical analysis is necessary to deter-
c) Sand and gravel 2s -30
mine the degree of hardness of the water, and if this
d) Sandstone 10-15
exceeds about 200 ppm of calcium carbonate the
e) Limestone 10
water rcquircs softening. The presence of high con-
f) Limestone and marble 5 centrations of calcium and magnesium sulphatcs in
g) Slate and shale 4 ground water can cause serious trouble with concrete
h) Granite 1.5 work in contact with the ground. This can, howcvcr,
j) Crystalline rocks up to 0.5 be solved by use of sulphate resisting cement.
2IS 14330 : 1996
PERVIOUS ,- WATER TABLE
f-lMPEFiVlOUS STRATUM
1A indicates the position of water table when impervious bed is lying horizontally below the pervious
bed.
1B indicates that the inclined impervious stratum will constitute a barrier between two pervious beds,
so that the elevation of the respective water table need not, and probably will not, be the same.
1C shows how water will collect in distorted stratum creating a perched water table.
1D demonstrates the effect of a fault on the distribution of ground water in alternating strata. The
variations possible in this case are dependent on the relative thickness of strata, the nature of
fault and the throw of the fault.
1 E, 1 F, 1 G and 1 H show altered ground water conditions when the surface of the ground is inclined.
At the point marked ‘X’, bodies of ground water will come into contact with the atmosphere.
FIG. 1 DWCXITION OF TI IE PERVIOUSA ND IMPERVIOUSS IXATA
4.5 Ground Water Survey level in the wells located within the rcscrvoir aswcll
as outside the pcriphcry of the rcscrvoir, should be
4.51 Ground water survey for hydraulic struc-
measured before and after monsoon. The prc-
turcs should always be associated with geological
impoundinggroundwatcrlcvelsshould bcpropcrly
information of the dam vicinity and rcscrvoir arca.
monitored. By using measurcmcnts of ground
This information should include regional and local
water levels obtained from wells and by observing
geological maps and cross sections, lithological
the levels at which springs occur, it is possible to
characteristics of the rocks, structural fcaturcs, well
make contour maps of the water tablcwhich would
inventory, etc. The ground water survey should be
give an idea about the depth below which ground
carried out by sub-surface cxploralion by means of
water is stored and the direction in which it is
drilling, geophysical survey, well inventory, etc.
moving.
4.5.2 In well inventory, the information on exist-
ing wells is gathered. The information on location, 4.5.5 Reduced water level map prepared on the
depth and diamctcr of well, depth to water table, basis of well inventory, in the rcscrvoir and vicinity
aeount of water pumped, type and nature of rocks area, will be helpful in establishment of the influent
the wells have penetrated through, yualityofwater, or effluent nature of the stream across which the
etc, are collcctcd. structure is proposed. If the ground water level
contours are decreasing beyond the periphery of
4.5.3 Information obtainable from the drill holes
the reservoir, there are chances of losing wa tcr from
may be two fold, that is for the overburden as well
the reservoir after impounding.
as for the rock underneath. Overburden may con-
sist of soil, clay, sand, gravel, boulders, glaciated 4.5*6 As shown in Fig. 2, if water is impounded
materials, etc, whereas rock may be igneous, above the critical water lcvcl (WZ in the figure) and
metamorphic, sedimentary or a combination therc- the broken line extending through pervious
of. Depth to wcathcring, jointed and /or sheared/ material is the required underground hydraulic
faulted zones could also be present. In drill holes gradient for flow through that material, it is clear
water level measurements should be made in ac- that leakage will occur from valley_4 to valley B.
cordance with IS 6935 : 1973.
In addition to causing loss of water from the rcscr-
4.5.4 In case of reservoir basin area, water table voir, this under ground flow of water may cause
may be measured during well inventory. The water trouble in valley B if there is any instability due to
3IS 14330 : 1996
unconsolidated deposits (such as aeolian sand vol- intensified by the presence of excessive un-
canic tuff, red bole, fault zone, etc which might be derground water.
MINIMUM HYDRAULIC GRADIENT
FIG. 2 SIMPLIFIEDG EOLOGICALS ECTION
4.5.7 After impounding of the reservoir the
ZONE OF LEAKAGE
groundwater table in the area around the reservoir
rises due to artifical recharge. A similar condition r FLOW LINE OF RESERVOIR
also occurs in the command area of the dam due to
water flow in the canals. This phenomenon creates
the problem of water logging whereby all vegeta-
tion including crops are badly affected due to decay
of the roots.
4.6 Ground water Table and Reservoir
I
GROUND
4.6.1 Construction of a dam and subsequent im-
WATER STORAGE
pounding of water behind it causes interference
with natural conditions. Adifference is set up in the
Fig. 3 DIAGRAMZ &OWINGR ELATION OF RESER-
level of the water table corresponding to the height
VOIR LEVEL TO HIGI-I WATER TABLE
of the dam between the two sides of the dam. As a
consequence, there will be a tendency for the im-
4.6.2.2 Springs in the reservoir site arc favourable
pounded water to find some means of escape
indication of a water table sloping towards the
through any weakness that may exist in the struc-
valley. If they are large, attention should be given
ture of the ground. In order to assess this behaviour, to their discharge pressure: for, if~it is insufficient
a study of~the ground water, its position and move- to raise thewatcr to the reservoir Icvel, the flow may
ment in the area adjoining the reservoir site is of be revcrscd when the reservoir is filled. But since
primary importance. This will detcrminc how the
this head is not directly measurable, it should be
filling of the reservoir will affect these factors.
determined indirectly from the level of the water
table in the surrounding area.
4.6.2 Reservoir Areas of High Water Table
4.6.3 Reservoirs Arem with Deep ~WaterT able
4.6.2.1 After impounding of the reservoir, the A deep water table is likely to occur in areas where
water soaks into the ground until it meets the water the rocks are exceedingly porous or contain large
table, and consequently changes the grade of the
water table. If the surface of the reservoir is below
the ground water divide, there will be no loss by PERCHED WATER
TABLE, ,B
seepage and the ground water will flow into the e I-FLOW LINE OF
reservoir (see Fig. 3). In addition, there will be
under ground water storage between the old and
the new position of the water table. The volume of
this newly saturated ground water will depend on
the level of the reservoir and the slope of the
original water table. If the ground water divide is
IMPERVIOUS BED’
lower than the reservoir flow line, the ground water
forms an under ground spillway with possible
FIG. 4 SECTION SI-IOWINGR ELATION OF
leakage on the opposite side of the ridge.
RESEI~VOI~L EVEL TO DEEP WATER T,ULE
4IS 14330 : 1996
openings (see Fig. 4). Conditions favourablc for a from the stream into the rock. Such a stream is
deep water table arc soluble rocks, basalt flows known as an influent stream. In the arca of cavcrn-
containing open cracks, bracciatcd, vesicular and ous limestone, the discharge of river water should
scoriaceous zones, fractured rocks due to faulting be mcasurcd at regular intervals and the loss of
or other movements, and coarse boulder beds. water should be worked out. Similarly, if the cav-
ernous limestone formation is folded into a
Under this condition the water table is compara-
synclinal structure as shown in Fig. 5, there are
tively flat, and the ground water flows freely with a
low gradient. When the walls and bottom of the chances of loosing water, leaving an empty rcscr-
voir behind the dam.
stream channel are pcrmcable, there will bc loss
L CAVERNOUS LIMESTONE
FIGS LEAKAGE OFRESERVOIR WATER TRI-IOUGHSYNCLINALFOLDIN
CAVERNOUS LIMESTONEBEDBureau of Indian Standards
BIS is a statutory institution established under the Bureau ofhdian 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 lndian Standards
Amendments are issued to standards as the need arises on the basis of comments. Standards are also
reviewed periodically; a standaid along with amendments is reaffirmed when such review indicates that
fio changes are needed; if the review indicates that changes are needed, it is taken up for revision. Users
of Indian Standards should ascertain that they are in possession of the latest amendments or edition by
referring to the latest issue of ‘BIS Handbook’ and ‘Standards Monthly Additions’.
This Indian Standard has been developed from Dot : No. RVD 5 ( 80 ).
Amendments Issued Since Publication
Amend No. Date of Issue Text Affected
BUREAU OF XNDIAN STANDARDS
Headquarters:
Manak Bhavan, 9 Bahadur Shah Zafar Marg, New Delhi 110002 Tclc,crams : Manaksanstha
Telephones : 323 01 31,323 83 75,323 94 02 (c.Ommon to all offices)
Regional Offices : Tclcphone
Central : Manak Bhavan, 9 Bahadur Shah Zafar Marg 1 332233 7368 4117
NEW DELHI 110002
Eastern : l/l4 C. LT. Scheme VII M, V. I. P. Road, Maniktola 1 333377 8846 9296,,333377 8951 2601
CALCUTTA 700054
Northern : SC0 335-336, Sector 34-A, CHANDIGARH 160022 -
( 6600 3280 4235
Southern : C. 1. T. Campus, IV Cross Road, MADRAS 600113
1 223355 0125 1169,,223355‘ 0243 4125
Western : Manakalaya, E9 MIDC, Marol, Andheri (East) 832 92 95,832 78 58
MUMBAI 400093 8327591,8327892
Branches : AHMADABAD. BANGALORE. BHOPAL. BHUBANESHWAR.
COIMBATORE. FARIDABAD. GHAZIABAD. GUWAHATI. HYDERABAD.
JAIPUR. KANPUR. LUCKNOW. PATNA. THIRUVANANTHAPU’RAM.
Printed at Dee Kay Printers, New Delhi-l 10015, India.
|
2386_6.pdf
|
IS : 2386 ( Part VI ) - 1983
Indian Standard
METHODS OF TEST
FOR AGGREGATES FOR CONCRETE
PART VI MEASURING MORTAR MAKING PROPERTIES
OF FINE AGGREGATE
( Eighth Reprint APRIL 1997 )
UDC 691.322 : 666.97.620.173
0 Copyright 1963
BUREAU OF INDIAN STANDARDS
MANAK BHAVAN, 9 BAHADUR SHAH ZAFAR MARG
NEW DELHI 110002
Gr2 October 1963 : i
‘,IS:2386(PartvI)-1963
Indian Standard
METHODS OF TEST.
FOR AGGREGATES FOR CONCRETE
PART VI MEASURiNG MORTAR MAKING PROPERTIES
OF-FINE AGGREGATE
Cement and Concrete Sectional Committee, BDC 2
Representing
The Concrete Aaeociation of India, Bombay
Sua~ K. V. THADA~EY ( Alternate to
Shri K. K. Xambiar )
SHI~I K. E‘. .Xr~xa M. N. Dasstur 6: Co Private Ltd , CalcutL~r
SH~I 1’. S. BIL~TNAC~AR Bhakra Dam Designs Directorute, Xew Delhi
Dlc 1 c. I)OS lI.PAIS CIJDDOU Central Water & Power Commission ( Ministry of
Irrigation & Power )
SIUXI Y. K. >IURTHY ( ,hWfUte )
SHRI N. D. DAFTARY Khira Steel Works Private Ltd , Bombay
YHRI S. G. DEXYAN Cent.ral Public Works Department
SUPERI~TEXDI~~ EsoIwxER,
3D CIR( LE ( Alfernatc )
lh? R. R. HATTIANGADI The Associated Cement Cumpanies Ltd , Bombay
SHR~ V. N. PAI ( Alternate )
SHHI I>. C. HAZEA Geological Survey of India, Calcutta
JOIST DIRECTOR STASDAAIJS Rosearch, Designs & Standards Organization
(B&S) ( Ministry of Railways )
ASSISTAST DIRECTOR STAXD-
ARDS ( B & S ) ( Alternute )
SHBI S. B. JOSHI S. B. Joshi & Co Private Ltd , Bombay
SHRI hk!% LAL U. P. Government Cement Factory. Churk
SHRI B. N. !fAJUJrDAR Direct.orate General of Supplies&Disposals ( Minis-
try of Economic & Defence Co-ordination )
SHRI P. L. DAS ( Afternote )
Pro. p Y . R . MEHRA Central Road Research Institute ( CSIR ). New
Delhi
SHRI ?r'.H . >fOHILE The Concret,e Association of India, Bomb *Y
SHRl s. N. ~lUlcEE.,I Government Test HOUS8I, Calcutta
SHHI K. C. SEX GCPTA ( Alternate )
SHRI ERACH A. NADIR~HAH Institution of Engineers ( India ), Calcutta
8na1 C. B. PATEL National Buildings Orgenisation ( Ministry of
Works, Housing & Rehabilitation )
SHRI HABINDER SrsoIi ( .-fi ternate )
PROF G: S. R~id~sw.4~~ Central Building Research Institute ( CSIR ).
Roorkee
SHRI K. Srva Pnas~n ( Alfernafe 1
SHRI T. N. S. RAN Gammon India Limited, Bombay
S:HRI S. It. PIX~IEIRO (A/termm i
( Contimted on page 2 )
BUREAU OF INDIAN STANDARDS
hlANAK BHAVAN, 9 BAHADUR SHAH ZAFAR MARG
NEW DELHI 110002lS:2%6(PartVI)-1963
( Continued from page 1)
Mew, hers Represennng
REP~W~ENTATIVE Mer.tin Burn Ltd , Calcut,ts,
SHXI NIHAR CHANDRA ROY Dalmia Ccmolit ( Bluxrat ) I,td . Chlwtftl
SECRETARY Ckntml 13onld of Irrigaticlk 8; Power ( Minist,vy of
Irrigation 8;.P ower )
&,IG ti. S. SIHoT.4 Enyilleg~-ill-Cllief’s JJIxn(*)l, Arm). Hcadquartcrs
SIIRI R. S. ~ll:~ias~rtu ( Alternate )
DR BH. SUIU+ARAJU Indian Roads Congress, New Delhi
SHRI J. 11. TKEIIAN Roads \Vi’ing, Minist vy of ‘I’~lnapoi 1 & Couuuuni-
cations
Extra Assistant Director ( Hltlg ), BIS
Concrete Sulmxnmittec, BDC 2 : 2
Comener
SHIII S. 13.J OSHI S. B. Jo&i $ Co Private Ltd , l3011lliuy
Members
ASSI~TAST DIREC~TOII STaSD- Rosc?nl&, D~!+lS 8.5 Stcrnduldr Orgiulization
ARDS ( B & s ) ( Ministry of I<ailw;kys )
SHRI XI.H . ~kI.iGwAX.4SI Engilleel-ill-chief’s BI.~UIC~IA, I.III~ Headquarters
DI; I. C. DOS 31. PAIS &DDOr; Cc:ltIxl Wilter & Power Colulnission ( Ministry of
Irrigation C Powor )
SI~HI K. PRASAD ( fl/tertmte
SHRI T. N. S. R.\o Canrmun Indiib Ltd , Rumbsy
SHRI S. R. ~'INIIEIRo ( A//crnote )
~UPI:J~ISTENI~INC I~NGINJXH, C’ciitntl Public \Vovks Depil~tluokt
2ND‘?lhCLE
SHRI 0. P. CVEI. ( Alternate 1
SHRI J . M . TRI,x, .~N Rot& Wing, Ministry of Tmllspurt C Communica-
tions -
SIIRI R. P. SIKI<A ( Alfernate )
SIKRI H. 1‘. Y.1n Bruithwwite Buru S- Jesson (‘onstruction Co Ltd ,
Calcuttcl
2IS : 2386 ( Part VI ) - 1963
Indian Standard
METHODS OF TEST
FOR AGGREGATES FOR CONCRETE
PART VI MEASURING MORTAR MAKING PROPERTIES
OF FINE AGGREGATE
0. FOREWORD
0.1 This Indian Standard ( Part VI ) was adopted by the Indian Standards
Institution on 13 September 1963, after the draft finalized by the Cement
and Concrete Sectional Committee had been approved by the Building
Division Council.
0.2 One of the major contributing factors to the quality of corlcrete is
the qualitv of aggregates used therein. The test methods given in this
standard are intended to assist in assessing the quality of aggregates. In
iI
given situation, for a particular aggregate, it ma)’ r.ot be necessary to
pssess all the qualities ancl therefore it is necessary to determine beforehand
the purpose for which a concrete is being used and the qualities of the
aggregate which require to he assessed. Accordingly, the relevant test
methods may be chosen from amongst the various tests covered in this
standard. For the convenience of the users. the test methods are grouped
into the fol!owing eight parts of Indian Standard Methods of Test for
.4ggregates for Concrete ( IS : 2386 - 1963 ):
Part I Particle Size and Shape
Part II Estimation of Deleterious hlaterials and Organic
Impurities
Part III Specific Gravity, Density, J’oids, Absorption and
Bulking
Part IV Mechanical Properties
Part V Soundness _
Part VI lfeasrlring Mortar Making Properties of Fine Aggregate
Part VII ;\lkali Aggregate Reactivit!
Part VIII l’etrographir Examination
0.3 The Sectional Committee responsible for the prrpa~ation of this standard
has taken into consideration the views of the concrete specialists, testing
authorities, consun~crs and technologists and has relnlrd the standard to the
practices followed in this country. Further, the l:crd for international
co-ordination among standards prex.ailing in differ-cnt countries of the world
has also been recognized. These considerations led the Sectional
3ISr23S6(PartVI)-1963
Committee to derive assistance from C 87.- 62T Tentative Method of Test
for Measuring Mortar Making Properties of Fine Aggregate issued by
American Society for Testing and Materials.
0.4 Wherever a reference to any Indian Standard appears in this method, it
shall be taken as a reference to its latest version.
0.5 For the purpose of deciding whether a particular requirement of this
standard is complied with, the final value, observed or calculated, expres-
sing the result of a test or analysis, shall be rounded off in accordance with
IS : 2 - 1960 Rules for Rounding Off Numerical Values ( Revised). The
number of significant places retained in the rounded off value should be the
same as that of the specified value in this standard.
0.6 This standard is intended chiefly to cover the technical provisions
relating to testing of aggregates for concrete, and it does not include all the
necessary provisions of a contract.
1. SCOPE
1.1 This st.andard ( Part VI ) covers the test procedure for measuring the
mortar-making properties of fine aggregate for concrete by means oi
a compression test on specimens made from a mortar of a plastic consistency
and gauged to a definite water-cement ratio.
2. APPARATUS
2.1 Flow Table and Flow Mould-. These shall conform to the require-
ments specified in 12 of YIS: 1727 - 1960 Methods of Test for Pozzolanic
Materials.
2.2 Tamper T It shall be made of a non-absorptive, non-abrasive material,
such as medium-hard rubber or seasoned oak wood rendered non-absorptive
by immersion for 15 minutes in paraffin at approximately 200°C and shall
have a cross-section of 12.5. x 25 rnnl and a convecient length from 125 to
150 mm. The tamping face of the tamper shall be flat and at right angles
to the length of the tamper.
2.3 Trowel - It shall have a stee! blade 100 to 150 mm in length, with
straight edges.
2.4 Moulds - These shall be 706 cm cube moulds.
2.5 Tamping Rod - It shall be approximately 10 mm in diameter and
100 mm long, with one end rounded to a hemispherical tip 10 mm
dia x approx 300 mm long.
2.6 Testing Machine - A compression testing machine of suitable capa-
city shall be used.
*Since revised.
4E8:2386(P8rtvx)-1963
j MORTAR
3.1 Place cement and water in quantities that will give a water-cement ratio
of O-6 by weight in an appropriate vessel .and permit the cement to absorb
water for one minute. Mix the materials into a smooth paste with a spoon.
Beat into the mixture a known weight of the sample of sand under test that
has been brought to a saturated surface-dry condition. Mix until the
material appears to be of the desired consistency ( flow 100 f 3 ). Continue
the mixing for 30 seconds and make a determination of the flow in
accordance with 4.
4. PROCEDURE
61 Carefully wipe the Row-table top clean and dry, and place the flow
mould at the centre. .Lmmediately after completing the mixing operation,
place a layer of imortar about 25 mm in thickness in the mould and tamp
20 times with the tamper. The tamping pressuxe shall be just sufficient to
insure uniform filling of the mould. Fill the mould with mortar and tam
as specified for the first layer. Cut off the mortar to a plane surface, fluJ 1
with the top of the mould, by drawing the straight edge of a trowel ( held
nearly perpendicular to the mould) with a sawing motion across the top of
the mould. Wipe the table top clean and dry, being especially careful to
remove any water from around the edge of the flow mould. Lift the mould
away from the mortar one minute after completing the mixing operation.
Immediately, drop the table through a height of 12.5 mm ten times in (i
seconds. The flow is the resulting increase in ,average diameter of the
mortar mass, measured on at least four diameters at approximately equal
angles, expressed as a percentage of the original diameter. Should the flow
be too great, return the mortar to the mixing vessel, add additional sand,
and make another determination of the flow. If more than two trials need
be made to obtain a flow of 100 $5, consider the mortar as a trial aiortar,
and prepare test specimens from a new batch. If the mortar is too dry,
discard the batch. Determine the quantity of sand used by subtracting the
weight of the portion ren;aining after mixing from the weight of the initial
Sample.
5. MOULDINC TEST SPECIMENS
5.1 Immediately following completion of the flow test, place the mortar in
7% cm cube moulds in two layers. Rod each layer in place with
25 strokes of the tamping rod. After the rodding has been completed, fill
the moulds .to overflowing. Place the specimens in a moist closet for curin .
Three to four hours after moulding, strike off the specimens to a smoo a
surf&e. Remove the specimens from ’ the moulds .20 to 24 hours &er
mouldmg and 8torc in water until tested.
5ISr2386(PartVI)-1963
5.2 The temperature of the mixing water, moist closet, and storage tank
shall be maintained at 27 5 2°C.
6. TESTING OF SPECIMENS
6.1 Test the specimens for compressive strength as given in 6.1.1 to 6.1.3.
6.1.1 Test the specimens immediately after theit removal fro111 the moist
closet in the case of 24-hour specimens, and from stomgc wate: in the case
of all other specimrrls. If more than one specimen at a time is removed
from the moist closet for the 24-1~~~ tests, keep these specimens covered
with a damp cloth until time of testing. If more than one specimen at a
time is removed from the storage water for testing, keep these specimens in
water at a temperature of 27 & 2°C and of sulhcient depth to immerse
completely each specimen until time of testing.
6.1.2 Surface-dry each specimen, and remove auy loose sand grains or
incrustations from the faces that will be in contact with the bearing blocks
of the testing machine. Check these faces by applying a straight edge
(see Note). If th ere is appreciable curvature, grind the face or faces to
plane surfacts or discard the specimen.
NOTF.- Results rnuclr lower than the L-ne strength u-ill be obtained by loading
faces of the specirl~en that ak‘e not truly p!:me surfurca. Thrreforc. it is essential
that. specimen mo~Mn be kept scrupulously vlean, as othelaise large irregultr’rities
in the surfaces will oc~‘ur. Jnstrnmc~~ts foe cleailin g of moulds should always be
softer than the metal iu the moulda to lx-vent WC&V. .Ln Pahe grinding of specimens
faces is necessary. it cau be aacoq~lishcd best by rubbing the spccimcu on a sheet
of fine emery paper or cloth glued to a !)lane surface, using only a moderate
p~SSU~0. Such grinding is tedious for more thall a few hundredt,hs of a millimeke;
where more than this is found necessary, it is recommended t,hat the specimen
be discarded.
6.x.3 Apply the load to specimen races that were in contact with the true
plane surfaces of the mould. Carefully place the specimen in the testing
machine below the centre of the upper bearing block. Use no cushioning
or bedding materials. An initial loading up to one-half of the expected
maximum load for specimens having expected maximum loads of morerthan
2 500 kg may bc applied at any convenient rate. Adjust the rate of load
application so that the remainder of the load (or the entire load in the case
of expected maximum loads of less than 2 500 kg) is applied, without
interruption, to failure at such a rate that the maximum load will be
reached in not less than 20 nor more than 80 seconds. Make no adjust-
ment in the controls of the testing machine while a specimen is yielding
rapidly immediately before failure.
7. REPORTING OF RESULT
7.1 Report the average crushing strength of not less than three specimens
and also the age of test.
6BUREAU OF INDIAN STANDARDS
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 Dfficos)
Central Laboratory: Telephone
Plot No. 20/9, Site IV, Sahibabad industrial Area, Sahibabad 201010 0-77 00 32
Regknal Offlces:
Central : Manak Bhavan, 9 Bahadur Shah Zafar Marg, NEW DELHI 110002 3237617
‘Eastern : 1114 CIT Scheme VII M, V.I.P. Road, Maniktola, CALCUTTA 709054 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
tWostem : Manakataya, E9, Behind Mard T&phone Exchange, Andheri (East), 832 92 95
MUMBAI 400093
Branch OffIces::
‘Pushpak’, Nurmohamed Shaikh Marg, Khanpur, AHMEDABAD 380001 5501348
SPeenya Industrial Area, 1 st Stage, Bangalore-Tumkur Road, 839 49 55
BANGALORE 560058
Gangotri Complex. 5th Floor, Bhadbhada ROM, 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
Savttri Complex, 116 G.T. Road, GHAZIABAD 201001 a-71 1996
53f5 Ward No.29, R.G. Barua Road, 5th By-lane, GUWAHATI 781003 541137
5-8-56C, L.N. Gupta Marg, Nampatty Station Road, HYDERABAD 500001 201083
E-52, Chitaranjan Marg. C-Scheme, JAIPUR 392001 37 29 25
1171418 B. Sarvodaya Nagar. KANPUR 208005 21 68 76
Seth Bhawan. 2nd floor, Behind Lwla 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, THIRUV -PURAM 695034 621 17
*Sales Office is at 5 Chowringhee Approach, P.O. Princep Street, 271085
CALCUTTA 700072
tSales WCS is at Novelty Chambers, Grant Road, MUMBAI 400007 309 65 28
SSales Office is at ‘F’ Block, Unity Building,’ Narashimaraja Square, 222 39 71
BANGALORE 560002
Printed at Slmco Printing Press. Delhi. IndiaAMENDMENT NO. 1 FEBRUARY 1982
TO
IS:2386(Part VI)-1963 METHODOSF TEST FOR
AGGREGATEFSO R CONCRETE
Part VI MEASURINMG ORTARM AKING PROPERTIES
OF FINE AGGREGATF
Alteration
--we-
[Page 8, cltzusrcr 7 and 7.1 benwnbered as 3 and
8.N - Substitute the following for the existing
clause8 :
'8. RB?ORTIIiGW RESULT
of
8.1 Calculate the average crushing strength not
less than three speclmeas containing untreated ssnd.
Similarly calculate the average crushing strength of
the corresponding number of specimens contdning
treated sand. Report the average crushing strength
of specimens containing untreated sand as a percentage
of the average crushing strength of the specimens
containingt reated sand.’
Addendun
--es
(Puge 4, c&uas 1.1) - Add the foUcwlng nev
clauses after 1.1 and renumber the clause8 ‘2 to ‘f’ U
‘3 to 8':
v2. BASIS Pm COMPARISOB
2.1 The fti aggregate shall be ccmparcd in mortar,
as described in this method, tith a sample of the 8ame
aggregate that has been washed in a 3 percent solution
of sodium hydroxide foUoved by thorough rinsing in
vater . The treatment shall be repaated till the
washed material produces a colour lighter thsa that oftti rkndard r~iuti~n dercribed ia 6.2.2 of
IS:2386(F%rItI )-1963' Methodso f t+st for aggregates
for concrete: P8rt XI Estirmstioonf deleterious
m&trials and organic,+purlties'.B ovevtr,i t shall
be ensuredt hat no fines are lost vhile vashingw ith
sodiumhydroxide.T he vashed aud rinseda ggregate
shllbe checkedv ith I,s uitablei ndicators uch as
phenolphthaleioar litmust o assure that all traces
of rodiurh ydroxidea re removedf rom the aggregate
before king used for mking controlm ortar."
Printed at Simco Printing Press, DelhiAMENDMENT NO. 2 OCTOBER 1991
TO
IS 2386 (Part 6) : 1963 METHODS OF TEST FOR
AGGREGATES FOR CONCRETE
PART6 MEASURING MORTAR MAKING PROPERTIES OF FINE
AGGREGATE
( Page 4, clause 2.2 ) - Substitute the following for the existing clause :
2.2 Tamping Bar - The tamping bar shall be made of nor-absorbent, abrasion
resistant, non-brittle material such as a rubber compound having a Shore A
durometer hardness of 80 f 10 or seasoned teak wood rendered non-absorbent
by immersion for 15 minutes in paraffin at approximately 2OO’Ca nd shall have a
cross-section of 12.5 x 25 mm and a convenient length of 125 to 150 mm. The
tamping face shall be flat and at right angles to the length of the bar.’
(Page 4, &use 2.4 ) - Substitute the following for the existing clause :
“2.4 Moulds - These shall be 50 mm cube moulds and shall conform to the
requirements laid down in IS 10036 : 1982 ‘Specification for moulds for use in
testa of cement and concrete’.”
(Page 5, clause 3.1, Note ) - Delete.
( Page 5, clause 5.1, line 2 ) - Substitute ‘50 mm’ for ‘7.06 cm’.
(CED2)
Printed at Simco Printing Press, Delhi
|
8640.pdf
|
ls : 8640- 1977
Indian Standard
RECOMMENDATIONS FOR
DIMENSIONAL PARAMETERS FOR
INDUSTRIAL BUILDINGS
Structural Engineering Sectional Committee, SMBDC 7
Chairman Repressnting
DIRECTOR ST.~N~ARD~( CIVIL ) Ministry of Railways
Members
SHRI R. M. AGARWAL Institution of Engineers ( India ), Calcutta
DR SHAMSHERP RAKASH( Alternate )
SHRI A. K. BANERJEE Metallurgical and Engineering Consultants ( India )
Ltd, Ranchi
SHRI S. SANKARAN( Alternate )
SHRI S. N. BASU Inspection Wing, Directorate General of Supplies and
Disposals, New Delhi
SHRI D. B. JAIN ( Alternate )
SHRI P. C. BHASIN Ministry of Shipping and Transport ( Department of
Transport ) ( Roads Wing )
SHR~V . S. BHIDE Central Water Commission, New Delhi
DEPUTY DIRECTOR ( GATES
AND DESIGNS) ( Alternate )
DR P. N. CHATTERJEE Government of West Bengal
DR P. DAYARATNAM Indian Institute of Technology, Kanpur
SHRI D. S. DESAI M. N. Dastur & Co Pvt Ltd, Calcutta
SHRI S. R. KULKARNI ( Alternate )
DIRECTOR ( TCD ) Central Electricity Authority, New Delhi
DEPUTY DIRECTOR ( TCD ) ( Alternatc )
EXECUTIVE ENGINEER ( CENTRAL Central Public Works Department, New Delhi
STORES DIVISIONN o. II )
JOINT DIRECTOR STANDARDS Ministry of Railways
(B&S)
ASSISTANT DIRECTOR ( B & S )-
SB ( Alfewzde ) L
SHRI K. K. KHANNA National Buildings Organization, New Delhi
SHRI K. S. SRINIVASAN( Alternate )
SHRI P. K. MALLICK Jessop & Co Ltd, Calcutta
SHRI P. K. MUKHERJEE Braithwaite & Co (India) Ltd, Calcutta
SHRI P. T. PATEL ( Alternote )
SHRI S. MUKHERJEE Hindustan Steel Ltd, Durgapur
SHRI S. K. MUKHERJEE Bridge & Roof Co ( India ) Ltd, Howrah
SHRI B. K. CHAT~ERJEE( Alternate )
( Continued on paga 2 )
@ Coppiht 1978
INDIAN STANDARDS INSTITUTION
This publication is protected under the Zadiun G@riiht 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:8S40-1977
( Continuedfromp age 1 )
Members Representing
SHRI P. N. BHASKARAN NAIR Rail India Technical and Economics Services,
New Delhi
SKRI A. B. RIBEIRO ( AItcrnatc )
SHRI R. NARAYANAN Struc;om12gineering Research Centre ( CSIR ),
PROF H. C. PARMESHWARAM Engineer-in-Chief’s Branch, Ministry of Defence
PROF B. X7. RAMASWAMY ( Alternaie )
SWRI DILIP PAUL Industrial Fasteners Association of India, Calcutta
REPRESENTATIVE Burn & Co Ltd, Howrah
SHRI A. P. KAYAL ( Alternate)
REPRESENTATIVE Hindustan Steel Works Construction Ltd, Calcutta
REP-RESENTATIVE Richardson & Cruddas Ltd, Bombay
SHRI P. V. NAIK ( Alternate )
SHRI P. SE~CUPTA Stewarts & Lloyds of Irrdia Ltd, Calcutta
SHRI M. M. GHOSH ( Alternate )
SHRI G. SIRIMIVASAN Bharat Heavy Electricals Ltd, Tiruchirapalli
SHRI G. L. NARASAIAH ( Alternate )
SHRI D. SRINIVASAN Joint Plant Committee, Calcutta
SHRI B. P. GHOSH ( Alternate)
SHRI M. D. THAMBEKAR Bombay Port Trust, Bombay
SHRI L. D. WADHWA Engineers India Ltd, New Delhi
%HRI B. B. NAG ( Alternate)
SHRI C. R. RAMA RAO, Director General, ISI ( Ex-&cio Member)
Director ( Strut & Met )
Secretary
SHRIS. S. SETH1
Assistant Director (Strut & Met ), IS1
Panel for Standardization of Normal Workshop Buildings, SMBDC 7 : P 15
Conuener
JOINT DIRECTOR STANDARDS Ministry of Railways
(B&S)
Members
c
SHRI A. K. BANERJEE Metallurgical and Engineering Consultants (India)
Ltd, Ranchi
SHRI S. C. CHAKRABARTI Jessop & Co Ltd, Calcutta
DIRECTOR ( TCD ) Central Electricity Authority, New Delhi
DEFUTY DIRECTOR (TCD ) ( Alternate )
SHRI P. K. MUKHERJEE Braithwaite & Co ( India ) Ltd, Calcutta
REPRESENTATIVE Braithwaite Burn & Jessop Construction Co Ltd,
Calcutta
REPRESENTATIVE Stewarts & Lloyds of India Pvt Ltd, Bombay
LT-COL V. K. SLEHRIA Engineer-in-Chief’s Branch, Ministry of Dcfence
SWRI A. R. NAGARAJAN ( Alternate )
SHRX K. VEERARAGHAVACHARY Bharat Heavy Electricals Ltd, Tirucbirapalli
SHIU P. B. VIJAY Central Public Works Department, New Delhi
2IS : 8640 1977
l
ii&an Standard
RECOMMENDATIONS FOR
DIMENSIONAL PARAMETERS FOR
INDUSTRIAL BUILDINGS
0. FOREWORD
0.1 This Indian Standard was adopted by the Indian Standards Institution
on 28 December 1977, after the draft finalized by the Structural Engineering
Sectional Committee had been approved by the Structural and Metals
Division Gouncil and the Givil Engineering Division Council.
0.2 In a developing country like India the capital outlay under each Five
Year Plan towards setting up of industries and consequently construction
of industrial buildings is very high. In addition the quantity of steel
produced in the country is not sufficient to meet the requirement of the
industry. It is, therefore, necessary that the parameters of the industries
have to be standardized on broad based norms so that it will be feasible
to easily adopt pre-fabricated concrete members and to minimize the
extent of steel members for such industries.
0.3 The standardization of parameters for industries by itself will be a very
difficult task, as it will not bepossible to specify the requirement for each
industry and the layout including the heights will vary from industry to
industry, for it depends on the process of the end products. However, if
a little more detailed analysis of the requirement is made, it will be obvious
that it will not be that difficult as it looks. It will not be possible to
specify any particular constraint on the parameters but a broad norm can
be given within which any industry could be accommodated. All that is
necessary is to have a national standard and faithfully follow it in the
L
spirit in which the same is worked out.
0.4 It will, therefore, be necessary to classify the industries so that a further
classification of the industrial structures could be made and, based on these
a recommended norm for the parameters could be worked out.
0.5 The industrial buildings will be the starting point for the engineering
profession for planning, designing and construction. Therefore, it shall
have meaningful parameters by specifying the loading conditions and
minimum required safety considerations. In addition, even if an industrial
complex may be classified as heavy industry, it need not necessarily mean
that all the industrial structures coming within this complex should beIS : 8640 - 1977
heavy industrial structure and the structures could be of all the types.
Similar reasoning applies for various classifications made in this standard.
0.6 It is, therefore, suggested that the classification shall be based primarily
on the number of cycles of specific loading case anticipated for the portions
of the structure. On the basis of estimated life span and rate of load
repetitions, the classification of the structure for the whole or part of the
building can be made. The maximum life span of 50 years is generally
recommended and based on the above, the classifications are suggested.
0.7 There are buildings without crane facility and also of special require-
ment to meet the process and utility industries for which the above
classification based on cycles of loads due to cranes will not be applicable.
Therefore a separate classification is made for them.
0.8 For the purpose of deciding whether a particular requirement of this
standard is complied with, the final value, observed or calculated,
expressing the result of a test or analysis, shall be rounded off in accordance
with IS : 2-1960*. The number of significant places retained in the
rounded off value should be the same as that of the specified value in this
standard.
1. SCOPE
1.1 This standard specifies the important dimensional parameters for
normal industrial buildings classified according to the service require-
ments ( see 4 ).
2. STATUTORY REGULATIONS
2.1 Statutory regulations relating to dimensions of industrial building and
components wherever applicable shall be adhered to. L
3. LAYOUT
3.1 The layout of building depends on various factors such as functional
requirements and local conditions. When the bays are arranged east to
west or north to south, it may be advantageous to adopt northlight roof
structures. Need for further extension and increase in crane capacity shall
also be kept in view before planning the layout of the building ( see Fig. 1
and 2 ).
*Rules for rounding off numerical values ( reoiscd ).
4SECTION AA
b-8 SPAN OR WIOTH OF BAV
SECTION 88
Item Descri@ion of Part
1 Column/Crane Shaft
2 Roof Leg
3 Truss Girder
4 Roof Girder
5 Inter-trusses
I i iri i i I i I I i 6 Crane Girder
7 Crane Rail
8 Furlin
9 North Light Glazing
10 Gutter
I--
COLUMN SPACING-+COL”I WN SPACING +- COLUMN SPACING-j
FIG. 2 TYPICAL FACTORY BUILDING - DIRECTION OF BAY, EAST-WEST
cIS : 8640 - 1977
4. CLASSIFICATION OF INDUSTRIAL BUILDINGS
4.1 General - regarding the details of loading conditions and method of
calculating the cycles as mentioned hereinunder for classifying an
industrial building, reference shall be made to IS : 807-1976*.
4.2 Grou_p Am- covers the industrial buildings where certain members
may experience 500 000 to 2 million repetitions of loading condition 3, or
2 million and above repetitions of loading condition 4 in the estimated
life span of building of 50 years. After considering the service, deter-
mination of the loading conditions shall be decided.
4.2.1 The main industries that will fall under this category will be batch
annealing buildings; billet yard, continuous casting buildings; foundries,
mixer buildings; mould conditioning buildings; scraping yards, scrap yards,
skull breakers, slab yards, soaking pit buildings; steel making buildings;
stripper buildings and other buildings based on predicted operational
requirements.
4.3 Group B- covers the industrial buildings where certain members
may experience a repetition of 100 000 to 600 000 cycles of specified load-
ing condition in the estimated life span of about 50 years.
4.3.1 The following industries may be considered under this group:
Metal (Aluminium, zinc, copper, etc) industries for manufacturing
equipment like heavy machinery, boiler, ships, locomotives, aircrafts
and other buildings based on predicted operational requirements.
4.4 Group C - covers the industrial buildings where certain members
may experience a repetition of 20 000 to 100 000 cycles of specified loading
condition in the estimated life span of about 50 years.
4.4.1 The following industries may be considered under this group:
Industries for manufacturing cars, scooters, earth-moving equip-
ment, machine shops and other buildings based on predicted
operational requirements.
4.5 Group D- covers the industrial buildings where certain members
may experience below 20 000 repetitions of specified loading condition In
one estimated life span of about 50 years.
4.5.1 The following buildings may be considered under this group:
Generally at1 the light, utility and process industries.
*Code of practice for design, manufacture,e rection and testing (structural portion ) of
cranes and hoists.
7IS : 8640 - 1977
4.6 Group E - covers industrial structures that require special considera-
tion based on the process or utility and which may not be provided with
cranes or if provided with cranes, they may be used only for maintenance.
In such cases in addition to the dead loads, wind/seismic forces, live loads/
superimposed loads as required for each individual situation shall be
considered. In addition, stresses due to temperature caused by the
process, air borne vibration, special needs of height, etc, may have to be
considered.
4.6.1 Typical structures that come under this group are as follows:
Thermal power stations, fertilizer units, petrochemical units,
transformer test stations, compressor house, textile mills, paper mills,
etc.
4.7 Group F -structures which are not provided with cranes and that
which do not come under Group E. These structures generally are of
simplest type involving normal live, dead and wind/seismic loads.
4.7.1 Typical structures that come under this group are as follows:
Storage building ( godowns ) garages, repair shop without cranes,
consumer goods manufacturing units, small scale industries where
use of crane is not required.
5. COLUMNS SPACING AND WIDTH OF BAYS
5.1 A basic module of 3 m shall be adopted.
5.2 It is recommended that the column spacings shall be as follows:
a) Industrial structures covered under 3-6 m
Groups C, D, E and F
b) Industrial structures covered under 6-- 12 m
Groups A and B
5.3 The span ( bay width ) shall be standardized as:
a) Industrial structures covered under 6-122m
Groups D, E and F ‘sr
b) Industrial structures covered under 6- 18 m
Group C
c) Industrial structures covered under 12-30m
Group B
d) Industrial structures covered under 18/21/24/30/36/42 m
Group A
5.4 In the case of utility and process industries covered under Groups C,
D, E and F, column spacing and the span ( bay width ) may be adopted
from the range specified in 5.2 and 5.3 with due consideration to the
actual requirements. Depending on the type of the roofing adopted, the
inter-trusses may be spaced at 3 m spacing.
8I8 : 8648 - 1977
6. -HEIGHT
6.1 It will be necessary to adopt certain standard heights for the columns
so that it will be easy to standardize the components. The recommended
heights to the top of crane rails are:
a) Industrial structures covered under 4-5 m
Groups C, D, E and F
b) Industrial structures covered under 6-9 m
Group B
c) Industrial structures covered under 6- 15 m
Group A
6.2 The heights shall be varied in modules of 0.5 m. In cases where
cranes are not required for the light industries, the eaves heights may be
standardized at 3.5 m.
Now -The recommended heights given above are generally applicable. However,
for any specific requirements the heights shall be chosen as actually required.
7. CRANE CLEARANCES
7.0 Minimum top and side clearance where cranes are provided, are
recommended as under ( see Fig. 3 ).
7.1 Top Clearance-The provision of cranes has a bearing on the
height of the building. It is therefore recommended that the following
crane clearances between the top of crane rail to the underside of the roof
or obstruction, as the case may be, shall be followed:
a) For cranes up to 50 tonnes capacity 3 m
b) For cranes above 50 tonnes up to 120 tonnes 3.6 m
c) For cranes higher than 120 tonnes capacity 4.2 m
NOTE -For special purposes like iron and steel making industries and similar other
requirement, the actual required~clearances based on crane manufacturing practice may
be followed.
7.2 Side Clearance - The side clearances for the cranes should also be
standardized in order to bring uniformity in space utilization. It is,
therefore, recommended that the following side clearances shall be
followed:
a) Where no access is provided for maintenance at crane level the
minimum side clearance from the face of roof leg to the centre
line of the rail shall be 500 mm. In addition it should be
ensured that the clearance between the face of the roof leg and
the crane structure ( end carriage ) shall be minimum 50 mm.
b) Where access for maintenance at crane level is provided, the
above provision for side clearance shall be increased to meet
relevant statutory requirements.
9IS t 8640 - f977
c) In the case of floor operated EOT cranes, the distance between
the face of the roof leg and the centre line of the rails may be
reduced to 300 mm.
8. ROOF WORK
8.1 General -Roof work standardization is comparatively easier to
achieve than any other component of the industrial building. Following
recommendations shall be followed in the standardization of roof work:
a) For latitudes higher than 23)” saw-tooth north light or its varients
such as folded-plate or shell type roofs with clear glazing may be
adopted. For lesser latitudes a monitor or pitched type or even
saw-tooth type roof with adequate diffusive glazing could be
adopted.
b) Roof components like truss girder, roof girder main truss and
inter-truss shall be standardized for the spans for which the
recommended parameters have been given earlier and for the
loading conditions. With this standardization it will be easy to
plan each component for a pre-fabrication either in concrete or
in steel depending upon the economy and other constraints that
may be expected.
10INDIAN STANDARDS
ON
STRUCTURAL ENGINEERING
Structural Sections
IS:
808-1964 Rolled steel beam channel and angle sections ( reoiscd)
808 ( Part I )-I973 Dimensions for hot rolled steel beams; MB series (second r&&r )
811-1964 Cold formed light gauge structural steel sections ( raised)
1252-1958 Rolled steel sections, bulb angles
1730 ( Part I )-1974 Dimensions for steel plate, sheet and strip for structural and general
engineering purposes: Part I Plate (Jirst rmirion )
1730 ( Part II )-1974 Dimensions for steel plate, sheet and strip for structural and general
engineering purposes: Part II Sheet (first rern%n )
1730 ( Part III )-1974 Dimensions for steel plate, sheet and strip for structural and
general engineering purposes: Part III Strip (first reoisien )
1852-1973 Rolling and cutting tolerances for hot-rolled steel products ( second renision )
2713-1969 Tubular steel poles for overheadpower lines (firrt rcoision )
3908-1966 Aluminium equal leg angles
3909-1966 Aluminium unequal leg angles
3921-1966 Aluminium channels
3954-1966 Hot rolled steel channel sections for general engineering purposes
5384-1969 Aluminium I beam
6445-l 97 1 Aluminium tee sections
Codes of Practice
800-1962 Use of structural steel in general building construction ( revised)
801-1975 Use of cold formed light gauge steel structural members in general building
construction
802 ( Part I )-1977 Use of structural steel in overhead transmission-line towers: Part I
Loads and permissible stresses (second reoision )
803-1976 Design, fabrication and erection of vertical mild steel cylindrical welded oil
storage tanks (first revision )
805-1968 Use of steel in gravity water tanks
806-1968 Use of steel tubes in general building construction ( rcuised)
807-1976 Code of practice for design, manufacture, erection and testing (structural
portion ) of cranes and hoists (&t r&&n )
3177-1977 Code of practice for design of overhead travelling cranes and gantry cranes
other than steel works cranes (jirst reuision )
4000-1967 Assembly of structural joints using high tensile friction grip fasteners
4014 ( Part I )-1967 Steel tubular scaffoldings: Part I Definitions and materials
4014 ( Part II )-1967 Steel tubular scaffoldings: Part II Safety regulations for scaffolding
L
4137-1967 Heavy duty electric overhead travelling cranes including special service
machines for use in steel works
6533-1971 Design and construction of steel chimneys
7205-1974 Safety code for erection of structural steel work
8147-1976 Code of practice for use of aluminium alloys in structures
General
804-1967 Rectangular pressed steel tanks (first rerrision )
7215-1974 Tolerances for fabrication of steel structures
8081-1976 Slotted sections
Handbooks for Structural Enginesring
No. 1 Structural steel sections
No. 2 Steel beams and plate girders
No. 3 Steel column and struts
No. 4 High tensile friction grip bolts
No. 5 Structural use oflight gauge steel
No. 6 Application of plastic theory in design of steel structures
No. 7 Simple welded girders
|
b719_1_1.pdf
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UDC 621’36’038-218’3 : 006’78 : 621’316’342’1 IS: 11719 ( Part 1JSec 1) - 1986
m
Indian Standard
1
I
DIMENSIONS OF MECHANICAL
STRUCTURES OF THE 482’6 mm SERIES
PART 1 CABINETS AND PITCHES OF RACK STRUCTURES
Section 1 Cabinets
1. Scope - Covers basic dimensions of free-standing cabinets used in 482’6 mm rack and panel
electronic equipment practice.
2. Description - For the purpose of this standard, a cabinet is defined as a free-standing and
self-supporting enclosure for electronic equipment capable of being used alone or in combination
with other cabinets to form a suite. A cabinet may or may not have a plinth, feet, rollers,
castors, etc, depending on the load-carrying and mobility requirements of the user.
It may be fitted with doors or side panels or both on one or more sides to suit the
application.
A cabinet will house or incorporate vertical members to which can be attached panels, etc,
in accordance with IS : 9606-1980 ‘Dimensions of panels and racks ( 482’6 mm system )‘.
A rack is a metallic structure without doors or coverings.
3. Basic Dimensions - Basic dimensions and other details are given in Fig. 1.
EXPLANATORY NOTE
This standard (Part 1 ) is based, without any technical change, on IEC Pub 297-2 (1982 )
‘Dimensions of mechanical structures of the 482’6 mm ( 19 inch ) series’, issued by the
International Electrotechnical Commission (IEC).
Adopted 25 April 1966 @ January 1987, ISI Gr 1
I I
INDIAN STANDARDS INSTITUTION
MANAK BHAVAN, 9 BAHADUR SHAH ZAFAR MARG
NEW DELHI 110002IS : 11719 ( Part l/Set 1) - 1986
CASTOR PEDESlPl
MOUNTING OF PROTRUDING
PANELS AND SUERACKS
Note 1 - The values for height, H, and depth, D, are overall cabinet dimensions to which normal production
tolerances apply. The castor wheel or pedestal mounted racks may have height more than H depending on the
manner of mounting the castor wheels.
Note 2 - For height, an increment of 200 mm is chosen (2 x 200 mm = 9 U).
Note 3 - The pitch, P, is the theoretical distance between datum lines for mounting of cabinets in a row.
The width W -=I P shall be chosen and toleranced so that a suite of cabinets can be installed with the required
pitch; in special cases where other pitch dimensions are required, these shall be in increments of 100 mm.
Note 4 - For depth, an Increment of 200 mm is chosen. The intermediate size of 450 mm is a recommended
value.
Note 5 - S designates the vertical aperture for mounting of panels and subracks and is a typical dimension
only. In order to facilitate economy in manufacturing racks of different heights. fhe aperture between top and
bottom frames may be more than S but in such cases the aperture In excess of S should be covered by dummy
panels, or otherwise by the manufacturer of the cabinets, U is the vertical increment 44’45 mm according to
IS : 9606-1980.
Note 6 - For fixing dimensions, see IS : 9606-1980.
I
Height,H(mm) 800 I 000 1200 1400 1600 1800 2000 2200
I
S(=nxu) 13 x U 18 x U 22 x U 27 x U 31 x U 36 x U 40 x U 45 XU
I
Pitch,P (mm) 600 700t 800 900 - - -
Depth D (mm) 400 450f 600 650s 800 900 - -
-
*For applications where space iS restricted to less than 600 mm and side cabling within the cabinet is
minimal.
tpripcipally for applications involving swinging racks.
$_The basic depth of 450 mm allows the addition of maintenance controls, cooling fins and covers at front and
rear to increase the overall depth to 520 mm.
§Not recommended for future applications.
FIG. 1 BASIC DIMENSIONS
2
Printed at New lndla Prlnlino Press, Ktwrja. lndla
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9401_3r.pdf
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IS9401 (Part3): 1994
.
v/w
:
md v-w- * +&i
Indian Standard
METHODOFMEASUREMENTOFWORKS
INRIVERVALLEYPROJECTS(DAMSAND
APPURTENANTSTRUCTURES)
PART 3 GROUTING
( First Revision )
UDC 69003 : 12 : 693’546’3 : 627’8
0 BIS 1994
BUREAU OF INDIAN STANDARDS
MANAK BHAVAN, 9 BAHADUR SHAH ZAFAR MARG
NEW DELHI llooO2
June 1994 Price Group 1Measurement of Works of River Valley Projects Sectional Committee, RVD 23
FOREWORD
This lndian Standard (Part 3) was adopted by the Bureau of Indian Standards, after the draft finalized by.
the Measurement of Works ofRiver Valley Projects Sectional Commit tee had been approved by the River
Valley Division Council.
In measurement of works of river projects a large diversity of methods exist at present according to local
practices. The lack of uniformity creates complications regarding measurements and payments. This
standard is being formulated in various parts, covering each type of work separately. This part is intended
to provide a uniform basis for measuring the work done in respect of grouting for river valley projects.
This standard (Part 3) was first published in 1980. With the experience gained by its usage and by the
revision and updation of related standards, it was necessary to revise the standard so as to bring it in line
with the current field practice.
Certain portions of the standard which dealt with grouting procedure have been deleted as the same are
adequately covered in the revision of the standard relating to pressure grouting (IS 6066 : 1994).
This part has also been brought in line with the other parts of the standard which deal with measurement
of various items of work of river valley projects. Due care has been taken to ensure conformity with the
Indian Standard relating to analysis of unit rate of grouting (1s 13418 : 1992).
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 3 ) : 1994
Indian Standard
METHODOFMEASUREMENTOFWORKS
INRIVERVPlLLEYPROJECTS(DAMS AND
APPURTENANTSTRUCTURES)
PART 3 GROUTING
First Revision )
(
1 SCOPE straight cutting and return of waste packings, dis-
mantling of the equipment and taking it back, etc.
1.1 This standard (Part 3) covers the method of
measurement of grouting in river valley project 3i3.2 Reaming of drilled holes shall not be
works (dams and appurtenant structures), measured separately.
2 REFERENCES 3.4 Units of Measurement
2.1 The Indian Standards listed below are neces- All work shall be measured net in decimal system
sary adjuncts to this standard: as f%ed in its place subject to the following limita-
tions, unless otherwise stated:
ISN o. Title
a) Linear dimensions shall be measured to the
6066 : 1994 Recommendations for pressure nearest 0’01 m;
grouting of rock foundations in
b) Areas shall beworked out to the nearest 0’01
river valley projects (third revision)
m2; and
9401 (Part 2) Method of measurement of work in c) Cubic contents shall be worked out to the
1982 river valley projects (dams and ap- nearest 0’01 m3.
purtenant structures) : Part 2
3.5 Work to be Measured Separately
Dewatering
Work exectued in the following conditions shall be
13418 : 1992 Proforma for analysis of unit rate of
measured separately:
grouting
a) Work in or under water
3 GENERAL
b) Work in liquid mud/marshy land
3.1 Clubbing of Items
c) Work under tides
Items may be clubbed together provided that the
3.5.1 Wherever springs or special situations are
break-up of the clubbed items is on the basis of the
encountered and dewatering is resorted to, it shall
detailed description of the items stated in this
be measured in accordance with Part 2 of this stand-
standard.
ard.
3.2 Booking of Dimensions
4 BILL OF QUANTITIES
In booking dimensions, the order shall be consis-
4.1 The bill of quantities shall fully describe the
tent and generally in the sequence of length, width
materials and workmanship and accurately repre-
and height or depth or thickness.
sents the work to be executed.
3.3 Description of Items
4.2 The available information, as to the strata con-
ditions through which grouting is to be done, shall
3.3.1 The description of each item shall, unless
be stated or reference showing records of bores be
otherwise stated, be held to include where neces-
given.
sary, conveyance and delivery, handling, unloading,
storing, fabrication, hoisting, all formwork and 4.3 If pressure testing is to be done, the provision
scaffolding, all labour for finishing to required for such test shall be specified and measured
shape and size, setting, fitting and fixing in position, separately.
IIS 9401( Part 3 ) : 1994
4.4 Diameters and length of holes shall be stated m, exceeding 5 m and up to 10 m, exceeding 10 m
in item descriptions for drilling for grouting along and up to 15 m, etc. Length drilled through pre-
with the method of drilling. viously grouted holes shall be measured separately.
The above stages shall be grouped and measured
4.5 Components of grout mixtures and their
from the top of the hole or from the top of the
proporti?ns by volume shall be stated in item
casing pipe whichever is higher.
descriptions for grout materials and injections.
4.6 Thickness of plate steel liners through which 6.4 Grout hates drilled through plate steel liners
grout holes may have to be drilled shall be stated. shall however, be measured in numbers separately,
mentioning the thickness of liners.
4.7 Pipes, specials and fittings shall be measured
separately.
7 WATER PRESSURE TESTING BEFORE AND
5 MEASUREMENT OF GROUT PIPES, AIVER GROUTING
SPECIALS AND FI’ITINGS
7.1 Measurement of water pressure testing by
5.1 Pipes and Specials
open end washing or pressure washing wherever
The grout pipes, fittings and specials provided for necessary shall be made separately for each hole as
drilling and grouting shall be designated according follows:
to the class of pipes and specials in accordance with Open end washing of the holes shall be
the relevant Indian Standard specifications. The measured in linear metres of the hole drilled
measurements shall be done on the basis of weight. irrespective of the stage of the hole;
The weights shall be calculated on the basis of
Pressure washing or jetting of holes shall be
relevant Indian Standards, where applicable. No
measured in terms of hours of pumping
measurement shall be made for pipes, fittings and
done;
specials which are removable and are above the
Percolation test shall be measured in terms
surface from where the grouting starts.
of hours for the duration of pumping; and
6 MEASUREMENT OF DRILLING OF IIOLE
The water loss shall be measured in lugeons.
FOR GROUTING
8 GROUTING
6.1 Precise location of the hole with respect to
co-ordinate, group and number of the hole, shall be
8.1 The measurement for all types of grouting (see
fixed and recorded.
IS 6066 : 1994) shall be made on the basis of the
6.2 The drilling of the hole shall be measured weight of cement in the grout actually forced into
separately in running metres of the hole drilled. It the holes. Sand, clay and liquid admixtures shall be
shall be classified as follows: measured by volume. Bentonite, pulverized fuel
ash, silicate and/or other admixtures, if used shall
a) Drilling through material other than rock or
be measured separately in the loose dry state before
artificial hard material.
mixing and shall be measured by weight.
b) Drilling through rock or artificial hard
material.
8.2 The measurement shall not include the weight
c) Method of drilling, such as percussion, of water.
rotary, diamond, etc, shall be stated.
9 INSTRUMENTATION REQUIRED FOR
6.2.1 In addition, these holes shall be classified
GROUTlNG
depending on their angle as follows:
a) 0’ to 45’ vertically downwards, 9.1 The instruments needed for the grouting
operation shall be described clearly giving detailed
b) 0’ to 45’ vertically upwards, and
specification of the instruments like upheaval
c) Up to but not including 49 to the horizontal.
gauges, deflection gauges, stress-strain mctcrs, etc,
6.3 The length of holes drilled and grouted shall be indicating their location and shall be measured in
grouped in stages of approximately 5 m as up to 5 numbers.
25oreao 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
J3IS has a copyright of all its publications. No part of these publications may be reproduced in
any form without the prior permission in writing of BIS. This does not preclude the free use, in
the course of implementing the standard, of necessary details, such as symbols and sizes, type or
grade designations. Enquiries relating to copyright be addressed to the Director ( Publications ), BIS.
Review of Indian Standards
Amendments are issued to standards as the need arises on the basis of comments. Standards.are
also reviewed periodically; a standard along with amendments is reaffirmed when such a review
indicates that no change& 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. RV 23 ( 123 >.
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 : 3310131,331 13 75 Telegrams : Manaksanstha
( Common to all Offices )
Regional 05ces: Telephones
Central : Manak Bhavan, 9 Bahadur Shah Zafar Marg 331.01 31
NEW DELHI 110002 t 331 13 75
Eastern : l/14 C.I.T. Scheme VII M, V.I.P. Road, Maniktola 37 84 99, 37 85 61
CALCUTTA 700054 { 37 86 26, 37 86 62
Northern : SC0 445-446, Sector 35-C, CHANDIGARH 160036 53 38 43, 53 16 40
1 53 23 84
Southern : C.I.T. Campus, IV Cross Road, MADRAS 600113 235 02 16, 235 04 42
( 235 15 19, 235 23 15
Western : Manakalaya, E9 MIDC, Marol, Andheri ( East ) 632 92 95, 632 78 58
BOMBAY 430093 632 78 91, 632 78 92
Branches : AHMADABAD. BANGALORE. BHOPAL. BHUBANESHWAR. COIMBATORE.
FARIDABAD. GHAZIABAD. GUWAHATI. HYDERABAD. JAIPUR. KANPUR.
LUCKNOW. PATNA. THIRUVANANTHAPURAM.
Reprography Unit, BIS, New Delhi, India
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5491.pdf
|
IS : 5491- 1969
Indian Standard
CODE OF PRACTICE FOR
LAYING IN SITU GRANOLTTHIC CONCRETE
FLOOR TOPPING
( Fourth Reprint JUNE 1990)
UDC 69.025.331.5:69.001.3
@ CoPyright 1970
BUREAU OF INDIAN STANDARDS
MANAK BHAVAN, 9 BAHADUR SHAH ZAFAR MARG
NEW DELHI 110002
Gr 4 Augusf 1970IS : 5491- 1969
Indian Standard
CODE OF PRACTI-CE FOR
LAYING IN SITU GRANOLITHIC CONCRETE
FLOOR TOPPING
Flooring and Plastering Sectional Committee, BDC 5
Chairman Represenlin~
SHRI M. S. BHATU Central Public Works Department
Members
DR D. BANVRJEE Nawttbber Manufacturers Ltd, CalcutLa
DR M. L. BHAUMIK -3
SHXI DINESH_A,M~I Arcoy Industries, Ahmedabad
SHRI RAS~KLAL A. CIIOKS~I ( Altcrnn~)c
DEPUTY CHILF MECHANICAL Ministry of Railways
ENOINXEI(, INTEQRAL COAC)~
FACTORY, PEHAMBUR
DEPDTY DIRECTOR ( AXCH ),
RESEANCH, DESIO~~S AND
STANUARDS ORQANIZA-
TION, LU~KNOW ( Alternate )
SHRI P. K. Docxon The Concrete Association of India, Bombay
SHRZ K. P. GHOSH Engineer-in-Chief’s Branch, Army Headquarters
SI~RI B. P. MIJKNI~XJEIX( Alternate)
SHRI N. HARILAI. Oxy=&oride Flooring Products Ltd, Bombay
Dn PI~ANLAL PATXL ( Alternate )
DR JOSEPII G~oltce Central Building ‘Research Institute ( CSIR ), Roorkee
Da MOHAN RAI ( Alternate )
SHIZI S. C. KAPOOR Modern Tiles & Marble, New Delhi
SHRI A. C. KAPOOIZ ( Alfnnatc)
SHRI M. R. MALYA Burmah-Shell Oil Storage & Distributing Co of India
Ltd, Bombay
Da B. S. BASSI ( Alternate )
SHRI HAZARI LAL MARWAH Central Builders’ Association, New Delhi
SHRI T. R. MEIIANDRU The Institution of Engineers ( India ), Calcutta
SHRI M. V. MURUGAPPAN Coromandel Prodorite Pvt Ltd, Madras
SHRI Ii. SRINIVASAN ( Alternate )
SHRI H. M. NANDKEOLYAR Indian Linoleums Ltd,_24 Parganas ( West Bengal )
SHRI M. G. PADRYE Maharashtra Engineering Research Institute, Nasik
SHRI N. M. Joa ( Alternate)
SHRI RAGMANM . PATEL The Bhor Industries Ltd, Bombay
SHRI J. M. SHKOFF (Alternate)
SHRI RXBINDER SINGII National Buildings Organization, New Delhi
Sn nr 0. P. RATRA ( Altcrnafe )
( Continued on page 2 )
BUREAU OF INDIAN STANDARDS
MANAK BHAVAN, 9 BAHADUR SHAH ZAFAR MARG
NEW DELHI 110002IS : 5491- 1969
(Continued from page 1 )
Members Representing
S-rlnr E. K. RA&~ACZIANDRAN National Test House, Calcutta
SIIRI K. L. nANRR.TRR ( Altcrnafe )
SHRI G. S. SAvKAu Directorate General of Supplies & Disposals
Srrar L. G. SELVAI Bureau of Public Enterprises ( Ministry of Finance )
&tar T. M. VARUQHXSE ( Alternate )
SI~RI G. C. SHAIMA Indian Institute of Architects, Bombay
SUPEBINTINDINQ ENCIN~~ Publkadorks Department, Government of Tamil
( PLANNINO AND Drmxax
CIRCLE )
DEPUTY CIXIXF ENOINEER
( BUILDINCJ ) ( Affernate )
SUPERINTENDINR Suuvvxo~ OF Central Public Works Department, New Delhi
WORKSI
SURVEYOR OF WORKS 1 TO
SS\V I ( Alternate )
SHRI R. NA~ARAJAN, Director General, ISI ( Ex-o&cio Member)
Director ( Civ Engg )
Secretary
SHRX L. RABIACIIANDRA Rno
Deputy Director (Civ Engg), IS1
Panel for Laying in sifu Granolithic Concrete Floor
Topping, BDC 5:P3
Convener
F
SHR~ L. G. SELVAM 1. Bureau of Public Enterprises ( Ministry oP Finance )
:; I
Members
DR S. M. K. CIIETTY Central Building Research Institute ( CSIR ),
Roorkee
SHRI K. P. GHOSH In personal capacity ( D-25, Hauz Khas, .New Delhi 16)
Snnr K. G. RASA~OPALAN Central Public Works Department, New DelhiIS : 5491- 1969
~fndian.S tandard
CODE OF PRACTICE FOR
LAYlNG IN SZTU GRANOLITHIC CONCRETE
FLOOR TOPPING
0. FOREWORD
0.1 This Indian Standard was adopted by the Indian Standards Institution
on 23 October 1969, after the draft finalized by the Flooring and Plaster-
ing Sectional Committee had been approved by the Civil Engineering
Division Council.
0.2 Granolithic concrete floor topping is adopted for floors of heavy
engineering-factories, workshops, garrages, warehouses, etc, where the floor
is subjected to heavy loads, and severe abrasion combined with impact.
The granolithic concrete essentially consists of a rich concrete made with
specially selected aggregate of ‘high hardness, surface texture and particle
shape suitable for use as a wearing finish to floors. Although plain
concrete as laid conforming to IS,:2571-1963* would be satisfactory for
many purposes, granolithic concrete is chosen because of its high abrasion
resistance and used for floor toppiygs wherever abrasion combined with
impact is likely to be severe. In this standard the method of laying the
granolithic concrete topping is only given and all other details up to the
laying of base concrete or suspended slab shall conform to the procedure
laid down in IS : 2571-1963* which is an adjunct to this standard.
0.3 There are two methods of laying the in situ granolithic concrete floor
topping. The topping shall either be laid within three hours of the laying
of the base, that is, monolithically with the base concrete; or alternatively,
it shall be laid at any time after the base had begun to harden, in such a
way as to produce the maximum possible bond between the base and top-
ping, that is, it shall be laid separately from the base. A high standard of
workmanship is essential and skilled floor layers should be employed for the
job. Inferior work often leads to curling, breaking of bond between the
base and topping concrete, cracking and dusting of the top surface. .In
ground floors, it is advisable to lay the granolithic concrete topping monoli-
thically with the base concrete. Depending upon the nature of use and
performance expected from the floor topping, the floor finish has to be laid
*Code of practice for laying in situ cement concrete flowing ( Since revised ).
3IS : 5491- 1969
ill varinus / hicknesses and a careful sclcction has to he made regarding mix
prnpc)rtio;!s, p:~n~il sizes a11cl the type of co::struction. This cotlc has I)et:n
prepar~~~l M.itll a \:ielv to providing the necessary guidance ill tlte selection
of matWi:tli, method of laying and finishing of granolithic concrete
topping for ol)tninillg sntisfkctory performance of the flooring.
0.4 In the formulation of this standard due wcightagc has been given to
international co-nrdination among the standards and practices prrvailillg
in different countries in addition to relating it to the practices in the lkltl III
this country. This has been met by derivin, 0‘ assistance from the following
puljlications published by the British Standards Institution:
B.S.CP 204: 1965 In situ floor finishes.
B.S. 882 and 1201 : 1965 Aggregates from natural sources for concrete
( including granolithic ).
0.5 For the purpose of deciding whether a particular requirement of this
standard is complied with, the final value, observed or calculatcct, express-
ing the result of a test, shall be rounded off in accordance with IS : 2-l%O*.
The number of significant places retained in the rounded off value shculd
be the same as that of the specified value in this standard.
1. SCOPE
1.1 This standard relates to the laying of granolithic concrete floor topping
laid if2 situ.
2. TERMINOLOGY
2.0 For the purpose of this standard, the definitions given in IS:2j71-
19637 and the following shall apply.
2.1 Base Cpncrete-The layer of concrete on which the granolithic
cdnc.ete floor topping is laid.
2.2 Granolithic Concrete-Concrete made with specially s*lected
aggregate of high hardness, surlicc texture and particle shop:: suitable fol
use as n xvearing finish to floors.
2.3 Surface Hardener-A substance ~vhich may be applied to the surface
of hardened concrete to incrcnse the wear resistance of the concrete.
*Ilules fov rounding off numerical values ( rcuisrd) .
tCodc of practice for hying i/l sifu cement concrete flooring ( Since revised ).
4IS . 5491~11969
l
2. MATERIALS
3.1 Cement-Cement used shall conform to IS:269-1967* or IS:455-
1962t or IS: 1489-1967:.
3.2 Aggregates
3.2.1 The aggregates for granolithic concrete floor topping shall consist
of crushed rock of one or more of the following groups:
a) Granite, b) Basalt, c) Trap, and d) Quartzite.
The aggregate shall conform to the requirements of IS: 383-19635.
The aggregate crushing value, when determined in accordance with
IS:2386 (Part IV)-196311, shall not exceed 30 percent. The grading of
the aggregates for granolithic concrete floor topping shall conform to
Tables 1 and 2.
3.2.111 &rrse aggregate -The grading of coarse aggregate for grano-
lithic concrete floor topping shall be within the limits given in Table 1.
TABLE 1 COARSE AGGREGATE
IS SIEVE DESIGNATION PERCENTAQE BY WEIGHT PASSING IS SIEVES
12.5~mm 90 to 100
IO-mm 40 to 85
4*75-mm 0 to 10
2.36mm
3.2.1.2 Fine aggregate-The grading of fine aggregate for granolithic
concrete floor topping shall be within the limits of one of the two zones
given in Table 2. The fine aggregate shall be described as fine aggregate
of the grading zone into which it falls.
3.3 Water--Water used shall be clean and free from oil, acid, alkali,
l
organic or vegetable matter. Sea water shall not be used. Generally
potable water will be suitable.
*Specification for ordinary, rapid hardening and low heat portland cement (second
rerrision) . ( S+tcr revised ) .
TSpecification for portland blast furnace slag cement (reuiscd). Since reviscd.
$pecification for portland pozzolana cement (wised).
gspecification for coarse and fine aggregates from natural sources for concrete
( ,euisPd ) .
l/Methods of test for aggregates for concrete : Part IV Mechanical properties.
5IS : 5491.1969
TABLE 2 FINE AGGREGATE
( Clause 3.2.1.2 )
IS SIEVE DESIGNATION PERCENTAQFB, Y WEIGTIT
PASSING IS SIEVES
------ A---_--1
Grading Zone 1 Grading Zone 2
IO-mm 100 100
4.75-mm 90 to 100 90 to 100
2*36-mm 60 ,, 95 75 ), 100
1.18-mm 30 ,, 70 55 ,, 90
600-micron 15 )) 34 35 ,) 59
300-micron 5 ,, 20 8 ,, 30
150-micron 0 ,, 10 0 1, 10
3.4 Admixtures - Integral additions, either as hardeners or accelerators,
or other surface hardening treatments are not normally required, but their
application may be advantageous in certain circumstances. Caution
should be exercised in the use of admixtures and the manufacturer’s
recommendations should be followed wherever required.
3.5 Abrasives-Metallic or non-metallic materials of high abrasion resis-
tance may be incorporated in the floor topping mix to increase the
abrasion resistance of the floor topping.
3.6, Surface Hardening Solutions - These may be solutions of sodium
silicate, magnesium silicofluoride, or zinc silicofluoride or proprietary
materials consisting mainly of one or more of these compounds. Proprietary
materials may be used only in accordance with the manufacturer’s
instructions ( see Appendix A).
4. DESIGN CONSIDERATIONS
4.1 Abrasion Resistance -- Although plain concrete is ssitisfactory for
many purposes, granolithic concrete has higher abrasion resistance and
should be used for floor topping wherever abrasion is likely to be severe.
4.2 Size of Panels-The floor topping shall be divided into suitable
panels so as to reduce the risk of cracking. Size of the panel is governed
by the thickness of floor finish, the type of construction (monolithic or
separate), local conditions of temperature, humidity and the season in
which flooring is laid. For floor finish laid in exposed situations or in hot
and dry climates, the size of the panels shall be smaller as compared to the
floor finish laid in less exposed situations or in cold and humid climates;
6-IS : 5491- 1969
the size of panels laid monolithically with the base may be larger than
that of floor finish laid separately on the hardened base. Generally, in the
case of suspended slabs no dimension of a panel shall exceed 4 m
in case of floor topping laid monolithically with the structural slab and 2 m
iit case of floor topping laid separately on a hardened base. In case
of ground floors, the size of the topping panel may synchronize w~ith
that of the base concrete. Length of a panel shall not exceed one and a
half times its breadth.
4.3 Joints- Construction joints between bays of the floor finish need only
be plain untreated vertical butt joints and should be placed over any
joints in the base.
Where expansion joints are necessary in the walls and roof of a
building, there should be corresponding joints in the floor. The floor
finish should not be allowed to cover the joint filler of the expansion joint
in the base concrete; either the joint filler should extend through the
full thickness of the base concrete and finish or the space above it should
be filled with a suitable sealing compound.
4.4 Mix Proportions-Mix proportion for the granolithic concrete floor .
topping for different types of floor finish shall be 1: 1:2 (cement: fine
aggregate : coarse aggregate, by volume ).
4.5 Protection Against Dampness -The layer of coarse sand or
boulder soling provided under the base concrete will generally serve the
~purpose of damp-proofing required for ordinary floors under normal
conditions. However, in more severe conditions, where it is expected
that the dampness may find its way on the top of the floor in the course of
usage of floor, a more effective damp-proof treatment shall be given
underneath the floor by either of the methods given below:
a) Laying the base concrete in two layers and painting the top of the
lower layer with two coats of bitumen conforming to. IS: 1580-
1969* applied at the rate of 1.5 kg/ma, The surface of the lower
layer shall be finished smooth while laying the concrete so that
bitumen can be applied uniformly. The bnumen shall be applied
after the concrete has set and is sufficiently hard.
b) Sandwiching a waterproofing membrane, such as bitumen felt
conlorming to IS: 1322-19657 in the base concrete laid in two
layers. The surface of the lower layer shall be finished smooth
while laying the concrete so as to provide an even surface and
thus prevent damage to the surface of waterproofing membrane.
*Specification for bituminous compounds for waterproofing and caulking purposes
( fir.rtr euisiot)l.
tSpecification for bitumen felts for waterproofing and damp-proofing ( rezkeci). Since
rev&d.
7IS : 5491- 1969
4.5.1 1lihele it is expected that the dampness may find its way from the
surrounding walls, the same shall also be elfectively damp-proofed up to
at least 150 mm above the level of the base or sub-floor, anti the damp-
proof treatment below the floor shall be cxtendcd over the walls. Base-
ment floors shall be damp-proofed according to rccommcndatious of
IS: 1609-1966-*.
5. COMPACTION EQUIPMENT .
5.1 Compacting Plaxit - The tampers used shall be capal)le of compact-
ing the full thickness of each layer of concrctc and of producing the
desired surface finish. The following types of compactor may be used:
a) Hand tamper having a tamping edge shod with steel strip 75 mm
wide fixed to the tamper by countersunk screws.
b) Hand tamper to which are attached vibrating units operated
either electrically or by an internal combustion engine.
c) Pneumatic tamper in which pneumatic hammers operate on
a steel plate.
d) Pan vibrator.
6. LAYING FLOOR TOPPING OVER BASE CONCRETE
6.1 Floor Topping Laid Monolithically with the Base Concrete (see
Table 3 )-On the clean, green surface of the base concrete laid in
accordance with the procedure given in IS: 2571-1963T the topping shall
be placed in position as soon as possible but generally not later than two to
three hours of laying the base concrete, depending upon the temperature
and the atmospheric conditions. The base concrete at the time of laying
the topping shall be still green but sufficiently firm to enable the workmen
to work over it by placing planks on its surface. The granolithic concrete
mix ( 1: 1:2) for the topping shall be deposited on the base concrete in
the screed strips already laid and thoroughly compacted to the finished
thickness. The surface shall be tested with a straightedge and mason’s
spirit-level to detect any undulation in the surface which, if any, shall be
made good immediately. The topping shall then be floated with a
wooden float to render the surface even and after the surface is slightly
hardened, it shall be finished smooth as described in IS :257 l-1963?.
6.2 Floor Topping Laid Separately on Hardened Base Concrete ( see
Table 3)-Before the operation for laying the topping is started, the
surface of base concrete shall be thoroughly cleaned of all dirt, loose
particles, caked mortar droppings, and laitance, if any, by scrubbing with
coir or steel wire brush. Where the concrete has hardened so much that
*Code of practice for laying damp-proof treatment using bitumen felts (revised ).
tCode of practice for laying in situ cement concrete flooring. ,‘Sinm r,,,,~ed.
8IS : 5491- 1969
roughening bf surface by wire I~id~ is not possible, the w~lhx shall be
rougllcnrd by chipping or hflckillg at clost- intervals. Ueltirc laying the
topping, the surface shall be wetted widr water for several hours and
surp111s water shall be removed .l)y mopping immediately before the
topping is laid in position.
The screed strips shall be fixt~l over the base concrete dividing it into
suitable panels as recommended in 4.2. The screed strips shall be so
arranged that the joints, if any, in the base concrete shall coincide with the
joints in the topping. Before placing the granolithic concrete mix ( 1 : 1 : 2 )
for topping, neat cement slurry shall be thoroughly brushed into the
prepared surface of the base concrete. The topping shall be laid in
accordance with 6.1, very thoroughly tamped, struck off level and the
surface floated with a wooden float. The top surface of the granolithic
concrete shall be tested tvith the straightedge and mason’s spiritilevel
to detect any inequalities in the surface which, if any, shall be made good
immediately. The top surface shall be finished smooth as described
in IS: 2571-1963*.
7. LAYING FLOOR TOPPING ON SUSPENDED SLABS
7.1 Floor Topping Laid Monolithically with the Suspended Slab ( see
Table 3).-The form-work for suspended slab shall bc erected to the
finidd thickness of floor finish. Structural concrete shall be dellasited
in the forms, thoroughly consolidated and surface finished below the
top edge of the form to accommodate the required thickness of the topping.
Any slope required in the floor finish shall be given in the structural
concrete itself, and any laitance or scum shall be brushed away from the
surface of concrete when it is still green. The surface shall not be
finished smooth but kept rough to provide an adequate ~WWI fbr the
topping.
On the green surface of the structural concrete, granolithic concrete
( 1 : 1 : 2) shall be placed in position immediately after the structural
concrete has stiffened enough (but his still plastic ) to allow for the
workmen to tread over it by placing planks. Laitance and foreign
matter, if any, shall be removed before the granolithic concrete topping is
placed in posit&n. The topping shall be thoroughly compacted and
screcded to the finished grade. The mix for the structural concrete
as well as the topping shall be as sti8as posiible consistent with workahilit)
so as to prevent accumulation of excess of water or laitsncc: on the
surface. ‘The topping shall theri be floated with a wooden float to rc&er
*Code of~practicc for laying i-~ situ crnwnr concrete flooring. ( Since revised ).
9IS : 5491- 1969
the surface even. After the surface is slightly hardened, it shall be finished
in accordance with 6.1.
NATE 1 - In the monolithic methorl of construction the granolilhic concrete floor
topping may be regarded as contributing to the structural strength of the suspended
floor.
NOTE 2 -The monolithic construction of granolithic concrete Iloor topping
presents certain difficulties in construction due to other activities, such as plastering
of walls and ceilings, fixing of joinery, movement of scafthldings, Iatl~!ers, etc, which
are likely to damage the floor finish.
7.2 Floor Topping Laid Over the Hardened Suspended Slab (see
Table 3 )-When the topping is to he laid sepnrately over the suspended
slab, the slab shall bc thoroughly brushed with a coil- or steel wire brush
to remove any scum or laitance and swept clean to expose the coarse
aggregates arid leave the surface rough. Where the concrete has hardened
so much that roughening of surface by wire brush is not possible, the
surface shall be roughened by chipping or hacking at close intervals.
Before layi:lg the topping, the surface of the slob shill be wetted with
water for several hours 2nd surplus water shall be removed by mopping
immediately before the topping is laid in position.
The screed strips shall then be fixed over the suspended slab dividing
it into suitable panels as recommended ill 4.2. Immediately before
depositing the granolithic concrete ( 1 : 1: 2 ) for the topping, neat cement
slurry shall be thzn-oughly brushed into the ~prepared surface of the
suspended slab. The granolithic concrete topping shzll be then laid
in accordance with 6.2, thoroughly tamped struck off level and surface
floated with wooden float. The surface shall then be tested with a
straightedge an4 mason’s spirit-level to detect any inequalities and
undulations in subface which, if any, shall be made good immediately.
The top surface shall be finished smooth.
7.3 Floor Topping Laid Over Cushioning Layer (see Table 3) -
Before laying the cushioning lime concrete (see Note), the surface of
the suspended slab shall be prepared as in 7.2. On the clean damp surface
of the suspended slab, lime concrete shall be evenly spread between forms,
thoroughly tamp?d and levelled. Lime concrete shall be prepared
in accordance with IS: 2541-1965*.
Before laying the granolithic concrete topping, the surface of
lime concrete shall be thoroughly clean and prepared as recommended
for base concrete in 6.2. Immediately before spreading the granolithic
concrete ( 1: 1 : 2) for topping, the surface shall be brushed with a thin
layer of neat cement slurry. The granolithic concrete shall then be laid
and finished smooth as given in 6.2.
NOTE- Where lime and good quality of bricks are not available 1 : 4.8 cement
concrete may be used. I
*Code of practice for use of lime concrete in buildings.,Since revised.
10IS : 5491.1969
TABLE 3 DIFFERENT TYPES OF GRANOLITHIC
CONCRETE FLOOR TOPPING
(Clauses 6.1, 6.2 and 7.1 to 7.3)
SL TYPE OF FLOOR THICKNESS OF GRANO- REMARKS
No. TOPPING LITHE CONCRETE
FLOOP. TOEPIN~
IN mm, Mifl
A. Flow Topping Laid Over Base Concrete on Ground
1. Floor topping laid monolithi- 20 Granolithic concrete floor top-
tally with the base concrete ping shall be laid monolithic
with the base concrete
2. Floor topping laid separately ‘HJ Granolithic concrete floor top-
on hardened base concrete ping shall be laid separately
over specially prepared surface
of set and hardened base con-
crete
b. Floor Topping hid Over Suspended Slabs
3. Floor topping laid monolithi- 20 The granolithic concrete topping
tally with the suspended shall be laid and finished
slab monolithic with the suspended
:!&$~;$,;%;;?zl&
concrete of the suspended slab
has stiffened enough ( but is
still green ) to allow the work-
men to tread over it by plac-
ing planks
4. Floor topping laid over the 40 The topping shall be laid sepa-
hardened suspended slab rately over the specially pre-
pared surface of set and
hardened suspended slab
5. Floor topping laid over 40 Cushioning layer of lime con-
cushioning layer Crete of 40 to 50 mm thickness
shall be laid over the prepared
surface of suspended slab.
Granolithic concrete topping
shall be laid as in 4
11IS : 5491- 1969
8. CURING
8.1 Immediately after the flooring surface is finished it shall be protected
from rapid drying, by erecting barriers against wind or draught and
strong sunlight. As soon as the surface had hardened sufficiently to
prevent damage to it, it shall be kept continuously moist for at least ten
days by means of wet gunny bags, 50 mm thick layer of damp sand spread
over the surface or pooling water on the surface. During this period the
flooring shall not be exposed to any traffic. Premature exposure to traffic
will lead to damage to the surface which cannot be satisfactorily
repaired.
9. INSPECTION
9.1 The work should be inspected during progress and after completion,
special attention being paid to the following points:
a) Preparation of the base, where the floor finish is laid separately;
b) Proper compaction;
c) Correct finishing; and
d) Correct curing.
10. MAINTENANCE .
10.1 Except where oil and grease are likely to be spilt frequent washing of
the surface with water may be sufficient to maintain the floor finish in
a clean condition. Grease stains may be removed by means of sodium
metasilicate, caustic soda, some phosphates or other proprietary materials.
APPENDIX A
( Clause 3.6 )
SURFACE TREATMENT TO GRANOLITHIC CONCRETE
FLOOR TOPPING
A-l. GENERAL
A-l.1 It is not necessary, generally, to apply any further treatment to the
granolithic cancrete floor top surface, but dusting may be reduced by the
application of one of the surface hardening solutions described in 3.6.
These treatments are likely to need renewal at intervals of one year.
Where proprietory materials are to be used, advice should be obtained from
the manufacturers.
12IS : 5491-1969
A-2. CLEANING THE SURFACE
A-2.1 The top surface of the granolithic concrete should be clean and free
from grease or oil to enable the hardening solutions to penetrate. Sweep-
ing to remove dust and dirt may be adequate only in some cases
of new floors and additional cleaning may be necessary. The top surface
shall be wetted with water and scrubbed with coir or steel wire brush and
thoroughly cleaned by washing with clean water. The floor should
be allowed to dry so that the hardening solution can be absorbc:d into the
surface.
A-3. TREATMENTS
A-3.1 Sodium Silicate-A solution containing one part by volume of
sodium silicate and four to six parts of water should be spread cvcnly over
the granolithic concrete top surface with a mop or soft brush, the stronger
solution being used on a less absorptive surface. Any excess material
should be wiped off and the floor allowed to dry. After the floor has
been washed with clean water, a second coat, containing one part ol
sodium silicate to three or four parts of water, should be applied, and this
should be allowed to. dry similarly. A third coat may be applied after
washing if the floor is still porous. After drying, the flock should be
washed with hot’ clean water. Effective results are obtained if the
treatment is applied seven to ten days after the end of.curing.
A-3.2 Silicofluoride - The cr~ta% of magnesium silicofluoricle or of zinc
silicofluoride should be d&solved in water at the rate of O-1 g/cm” for the
&st coat and 0.2 g/cm3 for subsequent coats. Three coats are usually
applied at 24-hour intqrvals. There is no need to wash the top surface
of the floor between coats, but it is advisable to wash with clean water
after the final treatment.
13BUREAU QF INDIAN STANDARDS
‘l
Headquarters:
Manak Bhavan, 9 Bahadur Shah Zafar Marg, NEW DELHI 110002
Telephones: 331 01 31, 331 13.76 Telegrams: Manaksanstha
( Common to all Offices )
Regional Offices: Telephone
Central : Manak Bhavan, 9 Bahadur Shah Zafar Marg, 331 01 31
NEW DELHI 110002 331 1375
I
*Eastern : l/l 4 C. I. T. Scheme VII M, V. I. P. Road, 36 24 99
Maniktola. CALCUTTA 700054
Northern : SC0 445-446, Sector 35-C, 21643
CHANDIGARH 160036 I 3 16 41
41 24 42
Southern : C. I. T. Campus, MADRAS 600113 41 25 19
1 41 2916
twestern : Manakalava. E9 MIDC. Marol, Andheri ( East 1.-. 6 32 92 95
a- -- -
BOMBAY’460093
Branch Offices:
\$
#Pushpak’. Nurmohamed Shaikh Marg, Kharlpur, I 2 63 48
AHMADABAD 360001 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
6 34 71
R14 Yudhister Marg. C Scheme, JAIPUR 302005
1 6 98 32
21 68 76
117/418 B Sarvodaya Nagar, KANPUR 208005
( 21 82 92
Fjatliputra Industrial Estate, PATNA 809013 6 23 05
T.C. No. 14/1421. Universitv P.O.. Palayam 16 21 04
TRIVANDRUM 695035 IS-21 17
inspection Offices ( With Sale Point ):
Pwshpanjali, First Floor, 205-A West High Court Road, 2 51 71
Shankar Nagar Square, NAGPUR 440010
Institution of-Engineers ( India ) Building,.l332 Shivaji Nagar, 5 24 35
PUNE 411005
l
Sales’Office in Calcutta is at 5 Chowringhee Approach, P. 0. Princep 27 68 00
Street. Calcutta 700072
tSales Office in Bombay is at Novelty Chambers, Grant Road, 89 65 28
bombay 400007
ISales Office in Bangalore is at Unity Building, Narasimharaja Square, 22 36 71
Bangalore 560002
Reprography Unit, BIS,’ New Delhi, Indi‘a-. ‘i’
r -- ._
|
2686.pdf
|
’ IS t 2686 - 1931
Indian Standard
SPECIFICATION FOR
CINDER AGGREGATES FOR USE IN
LIME CONCRETE
( First Revision )
Second Reprint NOVEMBER 1989
UDC 666.972.12.022.2
‘\
:
.
!
@ Copyright 1978
BUREqU OF INDIAN STANDARDS
MANAK BHAVAN, 9 BAHADUR SHAH ZAFAR MARG
NEW DELHI 110002 I
Gr2 Jmuary 1978e *
IS : 2686 - 1977
Indian Standard
SPECIFICATION FOR
CINDER AGGREGATES FOR USE IN
LIME CONCRETE
( First Re vision )
Building Limes Sectional Committee, BDC 4
Chairman Representing
Ds IQBAL ALI Engineering Research Laboratories, Government of
Andhra Pradesh, Hyderabad
Members
SHRI V. S. AQARWALA Engineer-in-Chief’s Branch ( Army Headquarters )
SHRI K. R. BHAMBHANI ( Alternate )
SERI SRIDKAR BANDYOPADHYAY Khadi and Village Industries Commission, Bombay
CHIEF ENGINEER Tamil Nadu Housing Board, Madras
ExECUTIVE ENGINEER
( HUDC~ CELL ) ( Alternate )
DR S. K. CHOPKA Cement Research Institute of India, Nrw Delhi
SHRI P. G. GROWDliRY Lime Manufacturers Association of India, New Drlhi
SHRI G. C. DAS National Test House, Calcutta
SRRI S. DAS GUPTA ( Alternate )
DR N. G. DAVE Central Building Research Institute ( CSIR ),
Roorkee
SRRI S. P. GARQ ( Alternate )
SHRI Y. N. DAVE Department of Mines and Geology, Government of
Rajasthan, Jaipur
SHRI R. G. GUFTA ( Alternate )
DIRECTOR Irrigation Department, Government of Punjab,
Chandigarh
RESE.~RCH OFFICER ( B & M )
( Alternate )
DIRECTOR, ERI, VADODARA Public Works Department, Government of Gujarat,
Ahmadabad
RESEAROH OFFICER
(MATERIAL TESTI~O
DIVISION ) ( Alternate )
( Continued on page 2 )
@ Copyright1 978
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 : 2686 - 19’77
Members I Rtprtstnting
III~II,S CTO~, MERI, N:\srs Irrigation and Power Department, Government of
Maharashtra, Bombay
Rxsn~no~ OFFICER
( h4 A T R IL T A J. TP:~UNO,
DIVISION ), MRRI, N.\SIK
( ,4ffernofe )
Da R. K. ~:tlosIr Central Road Research Institute ( CSIR ), New Delhi
SunI k/I. L. 1%IIATT.t ( dh.?rMt.? )
SIIRI .J. S. GII,I, Punjab Housing Development Board, Chandigarh
Sunr S. C. liAI,llA ( Altmnit )
I IOUXN~ COMMISLIIONEK Rajasthan Housing Board, Jaipur
JONT DI~KC’POI~ RRSEAII~~ Ministry of Railways
( B&S), RDSO
AZYSISTANT DInncToR
Rs:ss:.\rtcu ( B&S ), RDSO ( Al&nnlt )
STIRI N. H. KRSIIWANI Ministry of Transport and Shipping ( Roads Wing ),
New Delhi
Sttttr N. M~csno Dyer’s Stone Co Pvt Ltd, Delhi
SIIKI H. L. MAI~W.\IC Builder’s Association of India, Bombay
Srmr HAIUSH C. KOJIT.I ( Alftrnatt )
DR A. V. R. RAO National Buildings Organization, New Delhi
S tt KI J. SEN GUPTA ( .4hnott )
Smr V. N. RAO Madhya Pradesh Housing Board, Bhopal
SHIU S. B. Sew SARIIA Geological Survey of India, Calcutta
SUPERINTIGNDINQE N 0 1 N s E n Public Works Deuartment, Government of Madhya
( DNSIONS ) Pradesh, Bhopal
BSsCtJTlVE E N o I N s E n
RI<SEAIL~II( Alltrs0 )
S~,P~RINTENDINO B N o r N s F: R Public Works Department, Government of Andhra
( PL.%NNINC& Ds~roNs ) Pradesh, Hyderabad
S~P~~I~INTENDINCE N o I N R s n Public Works Drpartmcnt, Government of Tamil
( PUNNINGI & DESIGNS ) Nadu, Madras
EXKCUTIVE E N O,I N E E n
(BU,ILDINO CE~JTRI
DIVISION ) ( Aftersore )
Snttvnvos ov WORKS IV, SSW Central Public Works Department, New Delhi
(NDZ)
SIIIU D. AJITRA S~mn.% Director General, IS1 ( Ex-ofi& Member )
Director ( Civ Bngg )
Secrtfary
SIII~I K. M. MATHUR
Deputy Director ( Civ Engg ), IS1
2IS : 2686 - 1977
Indian Standard
SPECIFICATION FOR
CINDER AGGREGATES FOR USE IN
LIME CONCRETE
( First Revision )
0. FOREWORD ‘*
0.1 This Indian Standard (First Revision) was adopted by the Indian
Standards Institution on 30 September 1977, after the draft finalized by
the Building Limes Sectional Committee had been approved by the Civil
Engineering Division Council.
0.2 Cinder, which is available in plenty as a waste product from
locomotives, thermal power houses, etc, and possessing pozzolanic
properties may be advantageously utilized as a building material. Its
pozzolanic properties make it particularly suitable as an aggregate for
lime concrete. Its light-weight makes it fit for the manufacture of precast
blocks. However, for satisfactory US, the quality of cinderneeds control
with regard to chemical composition, soundness, etc, and this standard is
intended to provide guidance in this respect.
0.2.1 This standard was published in 1964. The revision has been
prepared so as’to keep in line with the latest British Standard on this
subject. The principal modifications made are in regard to the provision
of grading and also deleting the requirement of soundness test which is
not considered necessary.
0.3 It is considered that in view of the varying conditions of production
of cinder aggregate, grading requirements are difficult to be specified.
However, average grading requirements have been given and it is
expected that users may further crush these so as to suit their
requirements.
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, shall be rounded cff in accordance with
IS : 2-1960*. The number of significant places retained in the rounded
off value should be the same as that of the specified value in this standard.
*Rules for rounding off numerical values ( reuisrd ).
3IS t 2686 - 1977
1. SCOPE
1.1 This standard covers the requirements .for cinder for use as aggregates
in lime concrete.
2. TERMINOLOGY
2.0 For the purpose of this standard, the following definition shall apply.
2.1 Cinder - Well-burnt furnace residue which has been fused or
sintered into lumps of varying sizes. The same material in a finely
powdered form is found to possess some pozzolanic activity.
3. GENERAL
3.1 Cinder aggregates shall be well-burnt furnace residue obtained from
furnaces using only coal as fuel. It shall be clean ahd free from clay,
dirt, wood ash or other deleterious matter.
4. CLASSES
4.1 The cinder aggregate shall be of the following three classes:
a) Class A-for general purposes,
b) Class B - for interior work not exposed to damp conditions, and
c) Class C -for precast blocks.
5. GRADING
5.1 The average grading for cinder aggrr.gatc is as under:
1s Sieve Designation Penenta,ne Passing
1 O-mm 100
4*75-mm 80
2*36-mm 60
1*18-mm 40
600-micron 30
30%micron
25
150-micron 16
6. CHARACTERISTICS
6.1 Sulphate Content - The content of sulphate as determinrd by the
method given in Appendix A shall not exceed 1 prrccnt when cxprcsscd
as sulphur trioxide.
6.2 LOSS on Ignition - The percentage 10~s of mass on ignition when
tested by the method given in Appendix B shall not exceed 10 percent
for Class A, 20 percent for Class B and 25 percent for Class C.
4IS:26661l!Bl
7. SAMPLING AND CRITERIA FOR CONFORMITY
7.1 Sampling - The details of sampling are given in Appendix C.
7.2 Criteria for Coafordty - The test prescribed in 6.1 and 6.2 shall
be carried out and if the material fails to comply any of these requirements,
the test or tests in which it fails shall be repeated on each of. the two
further portions of the same sample. If both of these further portions
satisfy the requirements, the consignment shall be deemed to comply
with the standard. If one or more of these further portions fail to satisfy
the requirement, then the consignment shall be deemed not to comply
with the standard.
APPENDIX A
( Clause6 .1 )
METHOD FOR THE DETERMINATION OF
SULPHATE CONTENT
A-l. PREPARATION OF SAMPLE
A-l.1 A quantity of approximately 1 g of the sample prepared as
specified in C-2 shall be accurately weighed and transferred to a 400-ml
conical beaker. To this shall be added 50 ml of 2 N hydrochloric acid,
and the solution shall then be heated to boiling point, boiled for 3 minutes,
filtered and the residue washed with hot distilled water. The residue
shall be discarded.
A-2. PROCEDURE
A-2.1 ‘?o the filtrate add a little filter paper pulp. Heat the filtrate
almost to boiling point and make alkaline to methyl red indicator
by means of ammonia and simmer for half a minute. Filter the precipitate
under gentle suction through a filter paper of medium porosity, wash once
with hot distilled water and set aside the filtrate. Transfer the filter
paper and precipitate to a 250-ml beaker and redissolve the precipitate
in 5 ml of concentrated hydrochloric acid to which has been added 70 ml
hot distilled water. Bring the solution nearly to the boiling and
reprecipitate by making it alkaline to methyl red indicator with ammonia.
Filter and wash the precipitate as before. Combine the filtrates and
reject the precipitate.
5IS : 2686 - 1977
A-2.2. Boil until the combined filtrates and washings are reduced to about
200 ml, make acid with 1 ml concentrated hydrochloric acid and add to
the hot solution 10 ml of cold barium chloride solution from a pipette
held so that the liquid falls into the middle of the hot solution while this
is rotated or shaken. Maintain just below boiling point for 30 minutes.
NOTE- With the excess of barium chloride used and under the conditions of
precipitation, complete recovery of the barium sulphate can be achieved by filtering
after 30 minutes.
A-2.3 Filtei- the precipitate through:
a) an ashless close tkxtured double acid washed paper, or
b) a filter pad, or
c) an asbestos pad or a filter crucible dried at 105 f 5°C to constant
mass.
NOTE - Macerate filter paper clippings of approximately 100 mm* or ashless
paper tablets with distilled water. Form a pad about 5 mm thick on a porcelain
cone or Witt plate in a 75-mm filter funnel taking care to avoid trapping air bubbles
beneath the plate. Tamp the pad lightly with a glass rod and wash with water
before use. When removing the barium sulphate precipitate for ignition, place the
pad on one half of a 125-mm filter paper and use the other half to wipe the funnel.
A-2.4 Wash with distilled water until free from chloride. After filtration
either by method (a) or (b), fold the wet filter paper and contents into
a previously ignited and weighed silica capsule, stand this on a silica
plate and place both in the mdffle furnace at 800°C. Heat for 15 minutes,
remove the capsule, ~001 in a desiccator and weigh. After filtration by
method (.c) dry the crucible and precipitate at 105 f 5°C to constant
mass.
NOTE - Ignition of the wet paper and contents gives more accurate results than
drying before ignition. 1.0~s b) shock heating is prevented by the use of the silica
plate.
A-3. EVALUATION
A-3.1 The residue shall be expressed as percent by mass to the original
sample.IS :26&I- 1977
APPENDIX B
( CZausc6 .2 )
METHOD OF DETERMINATION OF LOSS ON IGNITION
El. PREPARATION OF SAMPLE AND PROCEDURE
B-l.1 Approximately 1 g of the sample prepared as specified in C-2
shall be accurately weighed in a previously ignited and weighed shallow
silica dish. It shall then be placed in a muffle furnace and maintained
at 775 f 25°C for 2 hours. During the first 10 minutes the dish should
be covered with a suitable crucible lid. After 2 hours the dish shall be
removed, allowed to cool in a desiccator and reweighed.
B-2. EVALUATION
B-2.1 The loss in mass expressed as a percentage of the dry mass shall be
taken as the loss on ignition thus:
Loss in mass
Percentage loss on ignition = x 100
Mass of sample
APPENDIX C
( Clause 7. I )
METHOD OF SAMPLING
C-l. GENERAL
C-l.1 It is essential that the sample should represent as nearly as possible
the proportions of coarse and fine material in the consignment; as it is
in the latter that the more deleterious constituents are likely to be present.
G-I.2 If the material to be sampled is in heaps, delivered at the same
time and from the same source, it may be regarded as one consignment
and a sample drawn from approximately one out of three heaps shall
suffice. Heaps of material from different sources, or delivered at different
times from the same source shall be sampled and tested separately.
G-I.3 The size of the initial sample drawn will vary with the size of the
consignment. From a consignment of 5 to 10 tonnes an initial sample
of 15 to 20 kg will suffice, while from a consignment of 50 tonnes or
more an initial sample of 45 to 90 kg is advisable. For consignments of
intermediate weight, the size of sample should be proportionate. In order
to ensure that a representative sample is obtained, the procedure as given
in C-2 shall adopted.
7IS : 2686 - 1977
C-2. SAMPLING
G-2.1 The surface material shall be removed down the side of the heap
along a strip of about 30 cm width from top to bottom.
02.2 Starting at the bottom, samples shall be taken by means of large
shovels ( scoop like ) at 60 cm intervals up to the top of the heap. These
shall be put aside for the initial sample. The process shall be repeated
twice on different sides of the heap.
C-2.3 Very large lumps, if present in the composition of the sample,
shall be broken up, if necessary, and a representative portion taken for
the sample. This combined sample shall be thoroughly mixed with a
shovel and spread out into a flat heap. The heap shall be marked into
four equal parts with the shovel and alternate quarters shall be taken,
repeating this process, if necessary, so that a sample of 10 to 15 kg is
obtained. The sample thus obtained shall then be crushed until it passes
through 6’3-mm IS Sieve. The material thus passing through this sieve
shall again be mixed and the quartering process shall be repeated until a
sample weighing approximately 2 kg is obtained.
This 2 kg sample shall be ground to pass 850-micron IS Sieve and
when it has all passed through the sieve, it shall be again mixed and
quartered down to a final sample of about 25 to 45 g.
C-2.4 This final sample shall then be ground until it completely passes
150-micron IS Sieve. Drying of the sample, if necessary, for this purpose
shall be done over a steam-bath. If machine grinding is used, care shall
be taken that it does not reduce the mass to an excessive fineness. The
sample so obtained shaI1 be subjected to the desired tests.BUREAU.OF INDIAN STANDARDS
Headquarters:
Manak Bhavan, 9 Bahadur Shih Z&w Mwg, NEW DELHI 110002
Telephoner: 331 01 31, 331 13 76 Telegrams: Manaksanstha
( Common to all Officer)
Regiona/ Offices: Telephone
Central : Manak Bhavan, 9 Bahadur Shah Zafar Marg, 331 01 31
NEW DELHI 110002 331 1376
I
*Eastern : 1 /14 C. I. 1. Schema VII M, V. I. P. Road, 36 24 99
Maniktola. CALCUTTA 700064
Northern : SC0 445-446, Sector 35-C, 21843
CHANDIGARH 160036 31641
41 24 42
Southern : C. I. T. Campus, MADRAS 600113 41 25 19
I 41 2916
twestern : Manakalayra, E9 MIDC, Marol, Andheri ( East ), 6 32 92 95
BOMBAY 400093
Branch Offices:
#Pushpak’, Nurmohamed Shaikh Marg, Khanpur, 2 63 48
AHMADABAD 380001
I 2 63 49
$Peenya lndust rial Area 1st Stage, Bangalore Tumkur Road 38 49 55
BANGALORE S60058 38 49 56
I
Gangotri Complex, 5th Floor, Bhadbhada Road, T. T. Nagar, 667 16
BHGPAL 462003
Plot No. 82183. Lewis Road, BHUBANESHWAR 751002 5 36 27
531’5. Ward No. 29, R.G. Barua Road, 5th Byelane, 3 31 77
GUWAHATL 781003
5-B-56C L. N. Gupta Marg ( Nampally Station Roads). 23 1083
HY DERABAD 500001
6 34 71
R14 Yudhister Marg. C Scheme, JAIPUR 302005
( 6 98 32
21 68 76
117/418 6 Sarvodaya Nagar, KANPUR 208005
1 21 82 92
Patliputra,lndustrial Estate, PATNA 800013 623 5
T.C. No. 14/l 421. University P.O.. Palayam 1621 8 4
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
lS ales Office in Calcutta is at 5 Chowringhoe Approach, P. 0. Princep 27 68 00
Street, Calcutta 700072
*Sales Office in Bombay is at Novelty Chambers, Grant Road, 89 65 28
Bombay 400007
$Sales Office in Bangalore is at Unity Buildind, Narasimharaja Square, 22 36 71
Bangalore 560002
Reprography Unit, BIS, New Delhi, IndiaAtwulMENT No. 1 NOVEMBER 1984
10
IS:2686-3977 SPECIFICATIOfiF OR CINDER AGGREGATES
FOR USE IN LIME CONCRETE
(PiratR abion)
Attumttin
(Piret hmr, pag'o 1 and 3, title) - Substitute
tie fo.Ll0w-i~f or the uistiog title:
lImXanStntird
SPECIFICATION FOR CINDER AS FINE AGGREGATES
FOR USE IN LIHE CONCPETE
(pirst Rtmi&nl
Reprography Unit, BIS, New Delhi, India
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3025_5.pdf
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I
UDC 62s?/3 : 5&3 : 543’920 ( Second Reprint FEBRUARY 1991) lS:3025(Part5)- 1983
Indian Standard
METHODS OF SAMPLING AND TEST (PHYSICAL AND
CHEMICAL) FOR WATER AND WASTE WATER
PART 5 ODOUR
( First Revision )
1. Scope - Prescribes a method for the determination of true odour.
1.1 This method is applicable to all types of water and waste water.
I2 . Preparation of Apparatus-Thoroughly clean the requirid number of wide-mouth giasa
,s toppered bottles of about one iitre capacity. Rinse them with hydrochloric acid and render ther
I zompleteiy odouriess by repeated washing with odour-free distilled water, which can be prepared b
Ip assing distilled water through a column of granulated activated carbon.
3. Procedure
1
.~.
d3 .1 As--soon as possible after collection of sample, fill a bottle (cleaned as in 2.1 ) half-full a
.
sample, insert the stopper, shake vigorously for 2 to 3 seconds and’then quickly observe the odoul
:
. The sample-taken for observation of odour shall ba at room temperature.
3.2 When it is desired to record the odour at an elevated temperature, make the observation afts
:
1H arming the sample in a clean stoppered bottle to about 60°C.
41 . Report
41 .f Report the true odour of the sample at the mouth of the bottle as rotten egg, burnt sugar, soap1
f ‘ishy, septic, ‘aromatic, chiorinous, alcoholic odour or any other specific odour. In case it is no
F,o ssibie to specify the exact nature of odour, report as agreeable or disagreeabje.
41 .2 A suggested method of odour classification is shown in Appendix A.
I
APPENDIX A
( Clause 4.2 )
x .* SUGGESTED ODOUR CLASSIFICATION
L-i, The types of odours present In waste water will vary widely. The type of odour shall bc
ascribed by judging the degrees of sweetness, pungency, smokiness and rottenness of the odour.
,-2. If the characteristic being judged is high in intensity, rate that characteristic as ‘100’; if medium,
Ite it as ‘SO’; and if loti, rate it as ‘0’.
Not. - Intermediate ratings may be used but thls practice Is not recommended.
-3. The odour class can be established by comparison with the perception levels of odour
laracteristics shown in Table 1. Thus, if an odour is rated a ‘100’ in sweetness, ‘50’ in pungency,
’ in smokiness, and ‘50’ in rottenness, the odour should be described as ‘estery’ or ‘alcoholic’.
sference to the chemical types that produce these odours will guide the operator in determining
hether the odour should be reported as ‘estery’ or ‘alcoholic’.
Adopted 90 December 1982 8) August 1285, BIS Or 1
I I
BUREAU OF INDIAN STANDARDS
MANAK BHAVAN, 9 B+HADUR SHAH ZAFAR MARG
NEW DELHI 110002\
.
rS:3025(P8rtb).lW
CLA88IFlED BY CHtYlCAL TYPE8
( C/susr A9 )
Odour Chuaatwlotlua
~----------* --------_- Examplo
i3weetnesr Pungency Smokinsrm Rettmnarr ’
(1) W (8) (4) (6) (7)
100 58 0 to so 50 Eatery Esters, ether8, Lacquer rolvonts, most frults,
lowor ketonrs many flower8
100 sOto 0 to 100 50 Alcoholic Phenol8 and cnrol8, Creosote, tars, smoke8,
alcohols hydrqcarbons alcohol, liquor, rose and
spicy flowers, rplces and
herbs
50 so 0 to so so Carbonyl Rancid fats, butter, stone
fruits and nuts, violets,
grasrer and vegetables
so to0 0 tow 50 Acidic Acid anhydrldes, Vinegar. perrpiration, rancid
organic acids, sulphur oilr, resins, body odour
dioxid? garbage
100 so to 100 50 to 100 oto1oO Halide Quinoner, oxlder and Insecticides, weed killers,
ozone, halides musty and mouldy odours,
nitrogen compounds husks, medicinal odour,
earth, peat
60 SO 100 100 Sulphury Selenium cqmpounds, Rotting fi8h and meat, cabbage,
arsenical*, mercaptanr, onlon, rewage
sulphides
100 so 50 100 Uneaturated Acetylene derivativer, Paint thlnners, varnish, kero-
butadiene, iroprene sine turpentine, esrentlal
oils, cucumber
100 w 0 to SO 100 Ba8lc Vlnyl monomers, Faecal odourr, manure, fish
aminer, alkaloids, and shellfirh, 8tale flower8
ammonia such as lilac, lily, jasmine
and honey-suckle
EXPLANATORY NOTE
Odour is recognised as a quality factor affecting acceptability of drinking water and food
prepared from It, tainting of fish and other aquatic organisms, and aestheties of recreational waters.
Most organic and some inorganic chemicals contribute taste or odour. These chemicals may
orlglnare from municipal and industrial waste discharges, natural sources, such as decomposition
of vegetable matter or from associated microbial activity.
O.dour of water, though very important, cannot be determined in absolute units. Olfactory
sense, which is the most sensitive means of detecting small concentration of odoriferous subs-
tances,’ lacks precision and mathematical expression nevertheless a qualitative test is prescribed.
In case of doubt as to the intensity or character of odour, a majority opinion of several observers
should be recorded.
This method supersedes clause 6 of IS : 2488 ( Part I )-1966 ‘Methods of sampling and test
for industrial efiluents, Part I’ and clause 7 of IS : 3025-1964 ‘Methods of sampling and tesf
( physical and chemical ) for water used in industry’.
2
Printed at Central Electric Pryss, Delhi-28
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5256.pdf
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Irrigation Canals and Canal Linings Sectional Committee, RVD 13
FOREWORD
This Indian Standard ( First 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.
When the expansion joints in the concrete lining are sealed with sealing compound, the same has
to be done in a manner so that these are watertight and stop ingress of foreign matter into them
without affecting the usefulness of the joints for the purpose they are meant. This standard has
been formulated for sealing such joints so that watertight joints would be provided in canal
lining. This standard was first published in year 1968. This revision has been done so as
to revise the procedure, based on the prevalent practice and further specification part is deleted
and covered in a separate standard ( see IS 13143 : 1991 Joints in concrete lining on canals -
Sealing compound - Specification ).IS 5256 : 1992
Indian Standard
SEALING EXPANSION JOINTS IN CONCRETE
LINING OF CANALS- CODE OF PRACTICE
( First Revision )
1 SCOPE with minimum loss of temperature after trans-
ferring to a molten pourer from main heater-
This standard covers the requirements of the boiler. In the absence of molten pourer,
method of application for filling in sealing pouring may be done by suitable cans with
joints in concrete lining on canals when these extended spouts. For a length of 100 running
are sealed with the sealing compound. metre of joint of 12 mm thickness and 75 mm
depth not less than 40 kg of sealing compound
2 PRIME WORK should be used.
The sealing process should be taken up after
It wll be helpful if suitable size of wooden or
concrete curing period is over. The joints
metallic pieces are laid on each side of the
should be thoroughly cleaned of dust and grit
joint in the sealing compound. The sealing
before the sides are printed by a portable air-
compound should be poured till the horizontal
blow or brush. Before applying the sealing
joints are filled up to the lower edge. The
compound the sides should be sprayed or
wooden board or metallic pieces are removed
brushed with a primer conforming to IS 3384 :
after sealing compound starts hardening.
1985 ‘Specification for bitumen primer for use
in water proofing and damp-proofing (first
4 PRECAUTIONS
revision )‘. The primer is applied cold either by
spraying machine or by brush. The primer
4.1 Primer is inflammable and should not be
should be allowed 4 to 12 hours to dry out
placed near a naked flame.
thoroughly before sealing compound is poured
into the joints. One litre of primer should be 4.2 The bottom of the heater-boiler vessels
used for a length not more than 80 running should always be covered with the molten
metre of joints of depth of 25 mm. sealing compound while firing is in progress.
3 PROCEDURE FOR SEALING JOINTS
4.3 Temperature in the heater-boiler should be
The sealing compound ( see IS 13143 : 1991 ) carefully controlled.
should be heated ( working temperature 175” to
185°C ) in a suitable heater-boiler vessels. The 4.4 The sealing compound should be poured into
sealing compound is cut in pieces smaller than the joints slightly over the side surface. Weeds
15 cm cube by a wetted axe prior to heating. from joints area should be removed completely
Molten sealing compound poured into the joints so that infestation does not spread.
1I
Standard Mark
The use of the Standard Mark is governed bythe provisions of the Bureauof 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 confcwmity to that standard as a further safeguard. Details of conditions under
which a Iicence for the use of the Standard Mark may be granted to manufacturers or
producers may be obtained from the Bureau of Indian Standards.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 designation. Enquiries relating to copyright be addressed to the Director
( Publications ), BIS.
Revision of Indian Standards
Indian Standards are reviewed periodically and revised, when necessary and amendments, if
any, are issued from trme to time. Users of Indian Standards should ascertain that they are in
possession of the latest amendments or edition. Comments on this Indian Standard may be
sent to BIS giving the following reference:
Dot : No. RVD 13 ( 72 )
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 1 331 01 31
NEW DELHI 110002 331 13 75
Eastern : l/14 C. I. T. Scheme VII M, V. I. P. Road, Maniktola 37 84 99, 37 85 61,
CALCUTTA 700054 I3 7 86 26, 37 86 62
5533 3283 4834, 53 16 40,
Northern : SC0 445-446, Sector 35-C, CHANDIGARH 160036
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,
FARTDABAD, GHAZIABAD, GUWAHATI, HYDERABAD, JAIPUR, KANPUR
LUCKNOW, PATNA, THIRUVANANTHAPURAM.
Printed at Printwell Printcn, Aligarh, India
|
3025_39.pdf
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IS 3025 ( Part 39 ) :1 991
(
ReaITimwd1 9% )
METHODSOFSAMPLINGANDTEST
(PHYSICALANDCHEMICAL)FOR
WATERANDWASTEWATER
PART 39 OIL AND GREASE
First Revision )
(
Second Reprint JULY 1998
UDC 628.1/3:543.383
@ BIS 1991
BUREAU OF INDIAN STANDARDS
MANAK BHAVAN, 9 BAHADUR SHAH ZAFAR MARG
NEW DELHI 110002
.rury 1991 Price Group 2
1
- -___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.
Oil and grease are primarily composed of fatty matter from animal or vegetable origin and
petroleum hydrocarbons. Hence in the determination of oil and grease instead of quantifying a
particular substance, a group of compounds with similar properties are determined quantitatively
an the basis of their common solubility in trichlorotrifluoroethane. The methods covered in
this standard are suitable for assessment of biological liquids, mineral hydrocarbons, industrial
wastewater or treated effluents containing these materials. The methods shall not be applicable
to low boiling fractions that volatalize at temperatures below 70°C. This standard supersedes
13 of IS 2488 ( Part 1 ) : 1966 ‘Methods of sampling and test for industrial effluents, Part 1’
and 59 of IS 3025 : 1964 ‘Methods of sampling and test ( physical and chemical ) for water
used in industry’.
Jn the preparation of this standard, considerable assistance has been derived from the Standard
‘Methods for the Examination of Water and Wastewater’, published by the American Public
Health Association, Washington, USA. 16th Edition, 1985.
In reporting the result of a test or analysis made in accordance with this standard, if the final
value, observed cr calculated, is to be rounded off, it &all be done in accordance with IS 2 : 1960
‘Rules for rounding off numerical values ( revised)‘.IS3025( Part39):1991
Indian Standard
METHODS OF SAMPLING AND TEST
( PHYSICAL AND CHEMICAL ) FOR
WATER AND WASTEWATER
PART 39 OIL AND GREASE
First Revision)
(
solvent ( trichlorotrifluoroethane ). Mark the
1SCOPE
sample level in the bottle. Acidify to pH 2 by
adding concentrated hydrochloric acid. Collect
1.1T his standand prescribes three methods for
a separate sample for oil and grease determina-
determination of oil and grease as follows:
tion and do not subdivide in the laboratory.
Loss of grease will occur on sampling equip-
a) Partition gravimetric method,
ment hence collection of a composite sample is
b) Partition infra-red method, and not practical. Individual sample collected at
c) Soxhlet extraction method. prescribed time intervals should be analysed
separately to obtain average concentration over
1.2 Tl& standard also prescribes the method for an extended period.
estimation of petroleum hydrocarbon content in
the extracted oil and grease. 5 PARTITION GRAVIMETRIC METHOD
2 REFERENCES 5.1P rinciple
Dissolved or emulsified oil and grease is extrac-
The following Indian Standards are necessary
ted from water by trichlorotrifluoroethane and
adjuncts to this standard :
estimation is made gravimetrically.
IS No. Title
5.2 Interferences
3025 Methods of sampling and
The solvent extracts are not only oil and grease
( Part 1 ) : 1987 test ( physical and chemi-
but other organic substances also.
cal ) for water and waste-
water : Bart 1 Sampling
5.3 Apparatus
(first revision )
7022 Glossary of terms relating 5.3.1 Separating Funnel - I litre capacity with
( Part 1 ) : 1973 to water, sewage.and indus- teflon or equivalent stopcock.
trial effluents, Part 1
7022 Glossary of terms relating 5.3.2 Distillation Flask - 250-ml capacity.
( Part 2 ) : 1979 to water, sewage and indus-
trial effluents, Part 2 5.3.3 Water Bath
5.3.4 Filter Paper - Whatman No. 40 or equiva-
3 TERMINOLOGY
lent, 11 cm diameter.
3.1F or the purpose of this standard, definitions
5.4 Reagents
given in IS 7022 ( Part 1) : 1973 and IS 7022
( Part 2 ) : 1979 shall apply, in addition to the
5.41 Hydrochloric Acid - 1 : 1.
following.
5.4.2 Trichlorotrt@uoroethane
3.2 Oil and Grease
I ,I ,2 trichloro-1,2,2 trifluoroethane; boiling
Any material recovered as a substance soluble point 47°C; there sho:lld not be any residue on
in trichlorotrifluoroethane. evaporation of the s(‘:vent. Distil, if necessary.
4 SAMPLING AND STORAGE 5.4.3 Sodium &&hate - anhydrous.
Sampling and storage shall be done as pres- 5.5 Procedure
cribed in IS 3025 ( Part 1 ) : 1987. Collects
about 1 litre of a representative sample in a wide Transfer the acidified sample to a separating
mouth gIass bottle that has been rinsed with the funnel. Carefully rinse the sample bottle with
1IS 3025 (Part 39 ) : 1991
30 ml of trichlorotrifluoroethane and add the percent benzene. Store in a sealed container to
solvent washings to the separating funnel. prevent loss on evaporation.
Shake vigorously for about 2 minutes. However, 6.4 Procedure
if it is suspected that a stable emulsion will form,
shake gently for 5 to IO minutes. Let the layers Follow the steps for acidification, extraction,
separate. Drain the solvent layer through a etc, as given in 3.1 and 5.5. Collect the com-
funnel containing solvent moistened filter paper bined extracts in a loo-ml volumetric flask and
into a clean, tared distillation flask. If a clear adjust the’final volume to 100 ml with solvent.
solvent layer cannot be obtained, add 1 g of Prepare a stock solution of known oil by rapidly
sodium sulphate ( Na2S04 ) crystals to the filter transferring 1 ml of oil or 0’5 to 1 g of grease to
paper cone and slowly drain emulsified solvent a clean tared lOO-ml volumetric flask. Stopper
on to the crystals. Add more sodium sulphate, the flask and w.eigh to the nearest milligram.
if necessary. Extract two more times with 30 ml Add solvent to dissolve and dilute to the mark.
of solvert each time, but first rinse the sample If the oil identity is unknown, use reference oil
container with the solvent. Collect the extracts as standard. Using volumetric techniques, pre-
in a tared distillation flask and wash filter paper pare a series of standards. Select a pair of
with an additional 10 to 20 ml of the solvent. matched near infra-red silica cells. A 1 cm path
Distil solvent from distillation flask over a water length cell is appropriate for a range of ,about
bath at 70°C. Quantitatively transfer the residue 4 to 40 mg/l of oil and grease. Scan standards
using a minimum quantity of solvent into a and tamples from 3 260 cm-l to 2 700 cm-l
clean, tared, dried beaker. Place the beaker on with solvent, in reference beam and record
water bath for 15 minutes at 70°C and evaporate results on absorbance paper. Measure absor-
off all the solvents. Cool the beaker in a desic- bances of standards and samples by constructing
cator for 30 minutes and weigh. a straight base line over the scan range and
measuring absorbance of the peak maximum at
5.6 Calculation
2 980 cm-l and subtracting base line absorbance
at that point. If the absorbance exceeds 0’8 for
Oil and grease, mg/l = 5 x 1000
a sample, select a shorter path length or dilute
as required. Use scans of standards to prepare
where
a calibration curve.
M=mass, in mg, of the residue; and
6.5 Calculation
V=volume, in ml, of the sample taken.
A x 1 000
Oil and grease, mg/l= v
6 PARTITION INFRA-RED METHOD
where
6.1 Principle
A = mg of oil or grease in the extract as
The extraction is identical as that for the gravi-
determined from calibration curve; and
metric method but detection is made by infra-red
spectrometry. V = volume, in ml, of the sample.
6.2 Apparatus 7 SOXHLET EXTRACTION METHOD
6.2.1 Separating Funnel - 1 litre capacity with 7.1 Principle
teflon or equivalent stopcock.
The material is subjected to extraction in a
6.2.2 Infra-red Spectrophotometer - Double Sox-hlet apparatus with trichlorotrifluoroethane.
beam, recording type. The residue left after the evaporation of solvent
is weighed. Compounds volatilized at or below
6.2.3 Cells - Infra-red, silica. 103°C will be lost when filter is dried. The
method is empirical and reproducible results can
6.2.4 Filter Paper - Whatman No. 40 or be obtained only by adherence to all the details.
equivalent, 11 cm diameter.
7.2 Apparatus
6.3 Reagents
7.2.1 Soxhler Apparatus
6.3.1 Hydrochloric Acid - See 5.4.1.
7.2.2 Vacuum Pump
6.3.2 Trichlorotrijuoroethane - See 5.4.2.
7.2.3 Buchner Funnel - 12 cm diameter.
6.3.3 Sodium Sulphate - See 5.4.3. 7.2.4 Electric Heating Device
6.3.4 Reference Oil 7.2.5 Paper Extraction Thimble
Prepare a mixture by volume, of 37’5 percent 7.2.6 Filter Paper - Whatman No. 40 or
_ _ _.
iso-octane, 37’5 percent hexadecane and 25 equivalent, 11 cm diameter.
2IS 3025 ( Part 39 ) : 1991
7.2.7 Muslin Cloth Discs - 11 cm diameter. where
M=mzss, in mg, of the residue; and
7.3 Reagents
I/= volume, in ml, of the sampl:.
7.3.1 Hydrochloric Acid - 1 : 1. 8 MODIFIED METHOD FOR
HYDROCARBON
7.3.2 Trichlorotrifluoroefhane - See 5.4.2.
8.1 Principle
7.3.3 Diatomaceous Silica Filter Aid Suspen- To estimate the petroltum hydrocarbon content
sion - 10 g/l, distilled water. of oil and grease this modified method is used.
Silica gel has the ability to adsorb all c<!nstitu-
7.4 Procedure er,ts of oil and grease except hydrocarbons. The
material not adsorbed by silica gel is desigcated
Prepare a filter consisting of a muslin cloth disc as hydrocarbons by this method.
overlaid with filter paper. Wet the cloth and
paper. Pass 100 ml of filter aid suspecsion 8.2 Interference
through the prepared filter usicg vacuum
and wash with 1 litre of distilled water. Filter The method is not accurate for the reason that
the acidified sample ( pHG2 >. Apply vacuum any compourd other than hydrocarbon and
ur,til no more liquid sample passes through fatty matter recovered by the solvent interfere
filter paper. Using forceps, transfer the filter by comil7g either in hydrocarbon part or in
paper to a watch glass. Add material adhering fatty matter.
to edges of muslin cloth disc. Wipe sides
and bottom of collecting vessel ar:d Buchner 8.3 Reagents
funnel with filter paper soaked in solvent,
All reagents required for partition grsvimetric
taking care to remove all films caused by
method shall be applicable for this method
grease and collect all the solid material. Add
also. In addition, silica gel of 75 to 150 micron
pieces of filter paper to filter paper on watch
size, dried at 110°C for 24 hours and stored in
glass. Roll all filter papers containing sample
tightly sealed container is required.
and put into a paper extraction thimble. Add
any pieces of material remaining on watch glass.
8.4 Procedure
Wipe the watch glass with a filter paper soaked
in solvent and place it in the thimble. Dry Follow the extraction procedure as given in 5.5.
the filled thimble at 103°C for 30 minutes in an To the extracted solution, add 3 to 4 g of silica
oven. Fill the thimble with glass wool or small gel. Stopper the container and stir gently for
glass beads. Weigh the extraction flask and ex- 10 minutes. Filter the solution through filter
tract oil and grease in a Soxhlet apparatus, using paper and wash silica gel and filter paper Rith
trichlorotrifluoroethane at a rate of 20 cycles per 10 ml of solvent. Collect the filtrate. Distil
hour for four hours counting from first cycle. off the solvent from the filtrate and weigh the
Distil solvent from extraction flask over a water residue as hydrocarbons.
bath maintained at 70°C. Place the flask on a
water bath at 70°C for 13 minutes and draw air 8.5 Calculation
through it by vacuum for the final 1 minute.
Mx 1 000
Cool in a desiccator for 30 minutes and weigh. Hydrocarbons, mg/l= v
7.5 Calculation where
Mx 1 000 M=mass, in mg, of residue; and
Oil andg rease, mg/l = V
V= volume, in ml, of sample.Bureau of Indian Standards
BIS is a statutory institution established under the Bureau of Indian Standards Act, 1986 to promote
harmonious development of the activities of standardization, marking and quality certification of goods and
attending to connected matters in the country.
Copyright
BIS has the copyright of all its publications. No part of these publications may be reproduced in any form
without the prior permission in writing of BIS. This does not preclude the free use, in the course of
implementing the standard, of necessary details, such as symbols and sizes, type or grade designations.
Enquiries relating to copyright be addressed to the Director (Publication), BIS.
Review of Indian Standards
Amendments are issued to standards as the need arises on the basis of comments. Standards are also reviewed
periodically; a standard along with amendments is reaffirmed when such review indicates that no changes are
needed; if the review indicates that changes are needed, it is taken up for revision. Users of Indian Standards
should ascertain that they are in possession of the latest amendments,or edition by referring to the latest issue
of ‘BIS Handbook’ and ‘Standards Monthly Additions’.
This Indian Standard has been developed from Dot: No. CHD 12 ( 9494 )
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 Z?far Marg 323 76 17,323 38 41
NEW DELHI 110002
Eastern : l/14 C.I.T. Scheme VII M, V.I.P. Road, Maniktola 337 84 99,337 85 61
CALCUTTA 700054 337 86 26,337 9120
Northern : SC0 335336, Sector 34-A, CHANDIGARH 160022 60 38 43
60 20 25
Southern : C.I.T. Campus, IV Cross Road, CHENNAI 600113 235 02 16,235 04 42
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 by Reprography Unit, BE, New Delhi
|
14815.pdf
|
IS 14815:2000
Indian Standard
DESIGN FLOOD FOR
RIVER DIVERSION WORKS - GUIDELINES
ICS 93.160
0 BIS 2000
BUREAU OF INDIAN STANDARDS
MANAK BHAVAN, 9 BAHADUR SHAH ZAFAR MARG
NEW DELHI 110002
Aqu.st 2000 Price Group 2,Dams (Overflow and Non-Overflow) and Diversion Works Sectional Committee, WRD 9
FOREWORD
This Indian Standard was adopted by the Bureau of Indian Standards, after the draft finalized by the Dams
(Overflow and Non-Overflow) and Diversion Works Sectional Committee had been approved by the Water
Resource Division Council.
Prior to the commencement of actual construction of any work in the bed of a river, it becomes obligatory, in
practically all the cases, to exclude temporarily the river flow from the proposed work area during the construc-
tion period so as to permit the work to be done in dry or semi-dry condition. An efficient scheme of diverting the
river flow away from the work area should aim at limiting the seepage into the work area to a minimum. Proper
planning and design of such temporary diversion work would be greatly influenced by the design flood for such
work in addition to other factors. This standard gives the guidelines for estimation ofdesign flood for diversion
works.
There is no IS0 standard on the subject. This standard has been prepared based on indigenous manufacturers’
datalpractict?s prevalent in the field in India.
For the purpose of deciding whether a particular requirement of this standard is complied with, the final value,
observed or calculated expressing the result of a test or analysis, should be rounded off in accordance with
IS 2 : 1960 ‘Rules for rounding off numerical values (revised’. The number of significant places retained in the
rounded off value should be the same as that of the specified value in this standard.IS 14815 : 2000
Indian Standard
DESIGN FLOOD FOR
RIVER DIVERSION WORKS - GUIDELINES
1 SCOPE also for property downstream in the event of
sudden failure.
This standard lays down the guidelines for computa-
tion of design flood for temporary diversion of river The study is based on the frequency distribution of
during construction. flood peaks (annual, or for specific months ofthe year)
or flood volumes, construction cost of diversion works
2 FACTORS AFFECTING THE SELECTION OF
and cost of damages in case of failure as illustrated in
FLOOD
the top portion of Fig. 1. Peak flow is plotted along the
Usually, in the design of any diversion work it is not abscissa and its probability of occurrence (or return
economically feasible to plan on diverting the largest period) is along the ordinate. It is convenient to keep
flood that has ever occurred or may be expected to the same abscissa for the hydro-economic analysis in
occur at the site and consequently some lesser require- the lower part of the figure.
ment should be decided upon. This would obviously
The cost of diversion works designed to control differ-
depend upon the risk involved in the diversion scheme
ent peak floods are expressed as annual costs for plot-
under consideration. In the case of an earthfill dam,
ting the construction cost curve. The costs from all
where considerable areas of the foundation and the
damages that will arise from inadequacy of the capac-
structure are exposed or where overtopping of the
ity of diversion works of different sizes should be esti-
embankment, while under construction, may result in
mated, multiplied by the probability of such an event
serious damage or loss of the partially completed work,
occurring in any year and plotted against the relevant
the importance of eliminating the risk of flooding is
flood discharge to draw the~annualized damage cost
relatively great. This consideration is not as important
curve.
in the case of a concrete dam since the flood waters
may, if the location of appurtenant structures permits, Construction costs and damage costs are added to
overtop the dam with little or no adverse effect. give the total cost curve. The lowest point of the total
cost curve represents the optimum economic capacity
The following should be considered while deciding
of the diversion works capable of meeting the speci-
the diversion flood capacity:
fied performance.
The period of stoppage of works during flood
This process is the basis for estimating the dimensions
seasons and the number of flood seasons which
of the diversion works, but, of course, costing the risk
are to be managed during the work;
to human life and other types of damages is very diffi-
b) The cost of possible damage to completed work
cult. It is also difficult to make any realistic estimate of
or work still under construction, ifit is flooded;
the flood peak liable to cause this damage. Neverthe-
c) The cost of delay in completion of the work; less, it should be possible to determine the upper and
and lower limits ofthese curves with an acceptable degree
4 The safety ofworkmen and downstream inhab- of accuracy. The confidence band has been drawn in
itants in case of sudden failure of diversion Fig. 1 on the flood frequency line at the top and on the
works. construction cost, damage cost and total cost curves
at the bottom.
3 OFTlMIZATION TECHNIQUE TO DECIDE
DIVERSION FLOW CAPACITY Despite the uncertainties in hydrology and in costing
these items, there is no significant difference in the
Designing the discharge capacity of the diversion
optimum capacities read from the lowest point of the
works may be thought of in terms of an optimization
mean curve and the top and bottom limit curves.
calculation taking safety into account. Optimization
aims at minimizing: After the above analysis, the increase in the cost of
protection works to handle progressively larger floods
a) the construction cost ofthe diversion works, and
may be compared with the cost of damages resulting if
b) the cost of damage that would result from under- such flood occurred. Judgment may be made in deter-
design not only at the construction site itself but mining the amount of risk that can be taken.IS 14815 : 2000
For small dams to be constructed in a single season, it The higher of the two should be taken as the capacity
would be sufficiently conservative to provide for the of the design flood for diversion.
largest flood likely to occur in a 5 year period.
4.2 Diversion Capacity for Embankment Dams
4 DESIGN FLOODS FOR DIVERSION CAPACITY
Overtopping of a partly completed embankment dam
FORDIFFERENTTYPESOFDAMSAND
would be very serious and even disastrous.
BARRAGES
4.2.1 For Small and Intermediate Dams
The diversion design flood should be arrived at
according to criteria of risk and damage discussed in 2 Usually a frequency of 5 to 20 years flood is taken to
and 3. However, the guidelines given in 4.1 and 4.2 decide the capacity of diversion works. In case the
would be useful to arrive at the capacity of diversion diversion arrangements like tunnels are to be used sub-
flood for different types of dams and barrages. sequently as permanent structure like tunnel spillway,
the capacity may be equal to the discharging capacity
4.1 Diversion Capacity for Concrete Dams and
of the permanent structure.
Barrages
4.2.2 For Large Dams
The capacity of the diversion flood for concrete dams
and barrages may be less because flood higher than The diversion capacity should be evaluated on the
the designed one could be passed safely over the partly basis of risk and cost factors as outlined in 2 and 3.
constructed dam. The following criteria would help in However, for large dams, it is desirable that 100 years
deciding the capacity : flood should be adopted for diversion works.
4 Maximum non-monsoon flow observed at the Suitable protection measure should be taken at the end
dam site. of the construction season for the top and downstream
ofthe embankment dam to pass surplus flow consider-
OR
ing the possibility of the flood exceeding the design
b) 25 years return period flow, calculated on the
diversion flood.
basis of non-monsoon yearly peaks.IS 14815: 2000
t 4 20
-I
%
0
1000 2000 3000 LOO0 5000 6000
@ - m3/s
A- Recurrence Interval (Years)
B- Annual Probability of Exceedence
C- Annual Costs (Lakhs of Rupees)
D- Diversion Capacity (m%)
E- Flood Peak (m%)
I=- Discharge Cost Curves
G- Construction Cost Curves
H- Damage Cost Curves Based on Estimated Damage If Capacity is Exceeded
I- Total Cost Curves
J- Frequency Distribution of Flood Peaks
NOTE -The ordinates for the annual cost can also be drawn on log scale.
FIG. 1 HYDRO-ECONOMICA NALYSIS- A TYPICALD IAGRAMBureau of Indian Standards
BIS is a statutory institution established under the Bureau of Zndian Standards Act, 1986 to promote
harmonious development of the activities of standardization, marking and quality certification of goods
and attending to connected matters in the country.
Copyright
BIS has the copyright of all its publications. No part of these publications may be reproduced in any form
without the prior permission in writing of BIS. This does not preclude the free use, in the course of
implementing the standard, of necessary details, such as symbols and sizes, type or grade designations.
Enquiries relating to copyright be addressed to the Director (Publications), BIS.
Review of Indian Standards
Amendments are issued to standards as the need arises on the basis of comments. Standards are also reviewed
periodically; a standard along with amendments is reaffirmed when such review indicates that no changes are
needed; if the review indicates that changes are needed, it is taken up for revision. Users of Indian Standards
should ascertain that they are in possession of the latest amendments or edition by referring to the latest issue of
‘BIS Catalogue’ and ‘Standards: Monthly Additions’.
This Indian Standard has been developed from Dot : No. WRD 9 (161).
Amendments Issued Since Publication
Amend No. Date of Issue -Text Affected
BUREAU~OF INDIAN STANDARDS
Headquarters :
Manak Bhavan, 9 Bahadur Shah Zafar Marg, New Delhi 110 002 Telegrams : Manaksanstha
Telephones : 323 01 31, 323 33 75,323 94 02 (Common to all offices)
Regional Offices : Telephone
Central : Manak Bhavan, 9 Bahadur Shah Zafar Marg { 323 76 17
NEW DELHI 110 002 323 38 41
Eastern : l/14 C. I. T. Scheme VII M, V. I. P Road, Kankurgachi 337 84 99,337 85 61
CALCUTTA 700 054 337 86 26,337 91 20
Northern : SC0 335-336, Sector 34-A, CHANDIGARH 160 022 { 60 38 43
60 20 25
Southern : C. I. T. Campus, IV Cross Road, CHENNAI 600 113 { 235 02 16,235 04 42
235 15 19,235 23 15
Western : Manakalaya, E9 MIDC, Marol, Andheri (East) 832 92 95,832 78 58
MUMBAI 400 093 1 832 78 91,832 78 92
Branches : AHMADABAD. BANGALORE. BHOPAL. BHUBANESHWAR. COIMBATORE.
FARIDABAD. GHAZIABAD. GUWAHATI. HYDERABAD. JAIPUR. KANPUR.
LUCKNOW. NAGPUR. PATNA. PUNE. RAJKOT. THIRUVANANTHAPURAM.
Printed at : Rahhat Offset Press, New Delhi-2
|
1124.pdf
|
IS : 1124 - 1974
(Reaffirmed 1993)
Indian Standard
METHOD OF TEST FOR
DETERMINATION OF WATER ABSORPTION, /
APPARENT SPECIFIC GRAVITY AND POROSITY
OF NATURAL BUILDING STONES
( First Revision )
Fifth Reprint OCTOBER 1998
UDC 691.21 : 620.193.19
0 Copyright 1975
BUREAU OF 1NDIA.N STANDARDS
MANAK BHAVAN, 9 BAHADUR SHAH ZAFAR MARG ,;zQ
NEW DELHI 110 002 ;P ‘4
L
Gr 2 January 1975
i” :IS:1124-1974
Indian Standard
METHOD OF TEST FOR
DETERMINATION OF WATER ABSORPTION,
APPARENT SPECIFIC GRAVITY AND POROSITY
OF NATURAL BUILDING STONES
(First Revision)
Stones Sectional Committee, BDC 6
Chairman Representing
SHRI C. B. L. MATH~JR Public Works Department, Government of Rajastban,
Jaipur
Members
SHRI K. K. AQRAWA~A Builders’ Association of India, Bombay
SH~I K. K. MADEOK ( Alternate )
SERI T. N. BEAROAVA Ministry of Shipping & Transport ( Roads Wing )
CHIEF ARCHITECT Central Public Works Department, New Delhi
LALA G. C. DAS National Test House, Calcutta
SHRI P. R. DAS ( Alternate )
DEPUTY DIRECTOR (RESEARCH) Public Works Department, Government of Uttar
Pradesh, Lucknow
DEPUTY DIRECTOR (RESEARCH) Public Works Uepartmenr, Government of Orissa,
CONTROL & R E s EA R CR Bhuvaneshwar
LABORATORY
DR M. P. DHIR Central Road Research Institute (CSIR), New
Delhi
SHRI R. L. NANDA ( Alternate
DIRECTOR Engineering Research Institnte, Baroda
DIRECTOR (CSMRS ) Central Water & Power Commission, New Delhi
DEPUTY DIRECTOR (CSMRS
( Alternate )
DIRECTOR, MERI Building & Communication Department, Govern-
ment of Maharashtra, Bombay
REASEARCH OFFICER, MERI
( Alternate )
SHRI M. K. GU~TA Himalayan Tiles & Marble Pvt Ltd, Bombay
SHRI S. D. PATHAK (Alternate )
DR IQBAL ALI Engineering Research Laboratory, Government of
Andhra Pradesh, Hyderabad
SHRI A. B. LINCAM (Alternate)
( Continued on page 2 )
@J Copyright 1975
BUREAU OF INDIAN STANDARDS
This ublication is protected under the Indian Copyright Act ( XIV of 1957 ) and
repr ox uction 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 : 1124- 1974
( Continued from page 1 )
Members Representing
SHRI D. G. KADKA~E Hindustan Construction Co Ltd, Bombay
SHRI V. B. DESAI ( Alternate )
SRRI T. R. MEHANDRU Institution of Engineers ( India !I Calcutta
SHRI PREM SWARUP Department of Geology & Minmg, Government of
Uttar Pradesh, Lucknow
SHRI A. K. AQARWAL ( Alternate )
DR A. V. R. RAO National Buildings Organization, New Delhi
DEPUTY DIRECTOR
SaRI d ~;ERR;~LS ) ( Alternate )
. . Department of Geology & Mining, Government of
Rajasthan, Jaipur
SERI Y. N. DAVE ( Alternate )
DR B. N. SIN&A Geological Survey of India, Calcutta
SUPERINTENDINQ E N G I N E E R Public Works Department, Government of Mysore,
( DESIQNS ) Bangalore
SUPERINTENDING E N Q I N E E R Public Works Department, Government of Tamil
(DES& ) Nadu, Madras
DEPUTY CHIEF ENGINEER
( I & D) ( Alternate )
SUPBRINTENDINQ E N Q I N E E R Public Works Department, Government of Andhra
( DESIQN & PLANNING ) Pradesh, Hyderabad
SUPERINTENDJNO E N G I N E E R Public Works Department, Government of West
( PLANNING CIRCLE) Bengal, Calcutta
SUPER~TENDINO SUHVEYOR OF Public Works Department, Government of Hima-
_ W.. O RKS chal Pradesh, Simla
SERI M. Y. YOol Engineer-in-Chief’s Branch ( Ministry of Defence)
SHRI J. K. CRARAN (Alternate 1;
SHRI D. AJITRA SIMHA, Director General, IS1 ( Ex-ojicio Member )
Director ( Civ Engg )
SHBI K. M. MATRUR
Deputy Director ( Civ Engg ), ISI
2IS : 1124- 1974
Indian Standard
METHOD OF TEST FOR
DETERMINATION OF WATER ABSORPTION,
APPARENT SPECIFIC GRAVITY AND POROSITY
OF NATURAL BUILDING STONES
(First Revision)
0. FOREWORD
0.1 This Indian Standard ( First Revision ) was adopted by the Indian
Standards Institution on 8 October 1974, after the draft finalized by the
Stones Sectional Committee had been approved by the Civil Engineering
Division Council.
0.2 Buildmg stones are available in large quantity in various parts of the
country. To choose and utilize them for their satisfactory performance,
it is necessary to know the various strength properties determined
according to standard procedure. This standard had, therefore, been
formulated to cover the standard method for determining the water
absorption of natural building stones. This standard was published in
1957 and is being revised based on the actual use of the standard in the
past 17 years and the experience gained in testing of building stones for
these properties in the various research laboratories of this country. In
this revision, besides water absorption the property of apparent specific
gravity and porosity which was earlier covered in IS : 1122-1957* has
also been covered as the same test pieces and method can be utilized for
both purposes.
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 : 2-19607.
1. SCOPE
1.1 This standard lays down the procedure for determination of water
absorption, apparent specific gravity, apparent porosity and true porosity
of building stones used for constructional purposes.
*Methods for determination of specific gravity and porosity of natxal building
stones.
tliules for rounding off numerical values ( revised ) .
3t
F
- . ._. ”. .^.”- - ____“_._.^ _-_-. -.-. ___l_.__”I ^..
IS : 1124-1974
2. SELECTION OF SAMPLES
2.1 The sample shall be selected to represent a true average of the type
or grade of stones under consideration.
2.2 The sample shall be selected from the quarried stone or taken from
the natural rock as described in 2.2.1 and 2.2.2 and shall be of adequate
size to permit the preparation of the requisite number of test pieces.
2.2.1 Stone from ledge or quarry face of the stone shall be inspected
to determine any variation in different strata. Differences in colour and
structure shall be observed. Separate samples of stone weighing at least
25 kg each of unweathered specimens shall be obtained from all strata
that appear to vary in colour and structure. Pieces that have been
damaged by blasting shall not be included in the sample.
2.2.2 Field Stone and Boulders- A detailed inspection shall be made of
the deposits of field stone and boulders over the area where the supply is
to be obtained. T,he different kinds of stone and their conditions in the
various deposits shall be recorded. Separate samples shall be selected of
classes of stone that would be considered for use in construction as
indicated by visual inspection.
2.3 When perceptible variations occur in the quality of rock, the
purchaser shall select as many samples as are necessary for determining
the range in properties.
3. TEST PIECES
3.1 The test pieces selected as in 2 shall be crushed or broken, and the
material passing 20-mm IS Sieve and retained on lo-mm IS Sieve shall
be used for the test.
4. APPARATUS
4.1 Cylindrical Measuring Glass Jars - of 1 OOO-ml and IOO-ml
capacity shall be used. The lOO-ml capacity jar shall have graduation
mark of 1 ml.
4.2 Glass Vessel- of about l-5-litre capacity and two dry absorbent
cloths of 0’5 m2 area each.
4.3 Balance- of capacity 3 kg with an accuracy of 1 g.
4.4 Desiccator
4.5 Oven
5. PROCEDURE
5.1 The test piece weighing about 1 kg shall be washed to remove
particles of dust and immersed in distilled water in a glass vessel at room
4IS : 1124 - 1974
temperature 20 to 30°C for 24 hours. Soon after immersion and again
at the end of soaking period, entrapped air shall be removed by gentle
agitation achieved by rapid clock-wise and anti-clock-wise rotation of
the vessel. The vessel shall then be emptied and the test piece be allowed
to drain. The test piece shall then be placed on a dry cloth and gently
surface dried with the cloth. It shall be transferred to a second dry
cloth when the first one removes no further moisture. It shall be spread
out not more than one stone deep on the second cloth and left exposed
to atmosphere aivay from direct sunlight or any other source of heat for
not less than 10 min until it appears to be completely surface dry.
The sample shall then be weighed ( B).
5.2 The sample shall then be carefully introduced in the 1 OOO-ml
capacity measuring cylinder and distilled water shall be poured by means
of IOO-ml capacity measuring cylinder in the larger cylinder while taking
care to remove entrapped air, until the level of water in the larger
cylinder reaches 1 000 ml mark. The quantity of water thus added shall
be recorded in ml or expressed in gram weight ( C ).
5.3 The water in the larger cylinder shall be drained and the sample
shall be carefully taken out and dried in an oven at 100 to 110°C for not
less than 24 hours. It shall then be cooled in a desiccator to room
temperature and weighed ( A ). The room temperature during the test
shall be recorded.
6. EVALUATION AND REPORT OF TEST RESULTS
6.1 The apparent specific gravity shall be calculated from the following
formula:
Apparent specific gravity = _1 _o-o od _ c
where
A = weight of oven-dry test piece in g, and
C = quantity of water added in 1 OOO-ml jar containing the test
piece in g.
6.1.1 The apparent specific gravity shall be expressed as a numerical
value for saturated surface-dry sample at the recorded temperature and
shall be the average of three determinations.
6.2 The water absorption shall be calculated from the following formula:
B-A
Water absorption = A- x 100
5IS t 1124- 1974
where
A - as given in 6.1, and
B = weight of saturated surface-dry test piece in g.
6.2.1 The water absorption shall be expressed as percentage bv weight
of oven-dry sample and shall be the average of three determinatjons.
6.3 The apparent porosity shall be calculated from the following formula:
Apparent porosity = -$&L& x 100
where A, B, C are as given in 6.1 and 6.2.
6.3.1 The apparent porosity shall be expressed as a percentage and
shall be the average of three determinations.
6.4 The true porosity shall be calculated from the following formula:
True specific gravity - Apparent specific gravity
True porosity =
True specific gravity
No~~-True specific gravity determined as in 1.5 : 1122-1974* and apparent speci-
fit gravity as in 6.1.
6.5 Identification of the sample, date when sample was taken and type
of stone shall be reported.
6.6 The size and shape of test pieces used in the tests shall be indicated.
6.7 A description of the way in which the test pieces were prepared shall
be included.
-
”
*Method of test for determination of true specific gravity of natural building
stones (first rcuirion )a
6BUREAU OF INDIAN STANDARDS
t?eadquarters:
Manak Bhavan, 9 Eahadur 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 0-77 00 32
Regional Offices:
Central : Manak Bhavan, 9 Bahadur Shah Zafar Marg, NEW DELHI 110002 32376 17
‘Eastern : l/14 CIT SchemeVII 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
t Western : Manakalaya, E9, Behind Marol Telephone Exchange, Andheri (East), 032 92 95
MUMBAI 400093
Branch Offices:
‘Pushpak’, Nurmohamed Shaikh Marg, Khanpur, AHMEDABAD 380001 550 13 48
* Peenya Industrial Area, 1st Srage, 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 B-288801
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-B-56C, L.N. Gupta Marg, Nampa!ly Station Road, HYDERABAD 500001 20 10 83
E-52, Chitaranjan Marg, C-Scheme, JAIPUR 302001 37 29 25
117/418 9, 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. i4/1421, University P.O. Palayam, THIRUVANANTHAPURAM 695034 621 17
‘Sales Office is at 5 Chowringhee Approach, P.0. 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 Simco Printing Press, Delhi
|
4410_17.pdf
|
IS : 4410 ( Part XVI! ) - 1977
Indian Standard
GLOSSARY OF TERMS RELATING TO
RIVER VALLEY PROJECTS
PART XVII WATER REQUIREMENTS OF CROPS
( First Reprint AUGUST 1989 )
UDC 001.4:627,81:631.671
@ cepyright 1977 .
BUREAU OF INDIAN STANDARDS
MANAK BHAVAN, 9 BAHADUR SHAH ZAFAR MARG
NEW DELHI 110002
Gr 3 August 1977
,‘.IS : 4410 ( Part xvrr ) - 1977
Indian Standard
GLOSSARY OF TERMS RELATING TO
RIVER VALLEY PROJECTS
PART XVII WATER REQUIREMENTS OF CROPS
Terminology Relating to River Valley Projects Sectional
Committee, BDC 46
chai?man Rejmsen~ing
&iIbI I. P. KAPXLA Irrigation Department, Government of Punjab,
Chandigarh
Mtmbsrs
Srdlr B. S. BHALLA Beas Design Orgamzation ( Ministry of Irrigation
& Power ), Nangal Township
CEmP ENOINNEB Public Works Department ( Project Wing), Govern-
ment of Andhra Pradesh, Hyderabad
.%PElSIHTlWDIX?C3 E N Q I I E E B
Public Works Department, Government of
Tamil Nadu, Madras
STJ-PEBINT~NDINO E N o I N E n R
( ANsmafs )
CEIIEF ENQINZUER Irrigation UK Power Department, Government of.
Maharashtra, Bombay
SH~I V. S. GUPTE (Alternate)
cExlaFBm3INl?JsB (D) Irrigation Department, Government of Punjab,
Chandigarh
DLEB~TOB ( W R ) ( Abmak )
SEEI S. M. DEB Irrigation and Water Works Department,
Government of West Bengal, Calcutta
D~UTY SUB~~~YOBG ENEBAL I Survey of India, Debra Dun
! DEWTY Dm~moa I. T & Pl
Irrigation Department, Government of Madhya
Pradesh, Bhopal
DIBEOTOB(~BBI~ATION
REEUBOE ) ( Altarnate )
@ Copyrigkt 1977
BUREAU OF INDIAN SITAN-6ARDS
Tbii pubiiation is protected under the Indian Cojyigh~ Act (XIV of 1957) and
reproduction in whole or in part by any means except with written permission of the
publisher shall be deemed to be an Infringement of copyright under the said Act.Is : 4410( Part XVII ) - 1977
( Continuedf rom page 1 )
Members R6presenting
DIREOTOR ( HYDXOLO~Y ) Central Water Commission, New Delhi
SHBI N. K. DWIVI~DI Irrigation Department, Government of Uttar
Pradesh, Lucknow
DE R. C. HOON In personal capacity ( M IS, .New Delhi South
Exknsion, Part II, .hkw Delhi 110049 )
JOINT COMMISSIONER( S C ) Ministry of Agriculture and Irrigation
SHRI G. PANT Geological Survey of India, Calcutta
SHRI R. P. SINoH ( a#tmkatc)
SH~I R. K. SAHTJ Irrigation & Power Department, Government of
Orissa, Bhuhaneshwar
PBOF SARANJIT SINQH Indian Institute of Technology, New Delhi
Da P. P. SEH~AL University of Roorkee, Roorkee
SERI D. AJITEA SIMHA, Director General, IS1 ( Ex-ojicio Member)
Director ( Civ Engg )
Secretav
SHRI V. KALYANASUNDABAM
Assistant Director ( Civ Engg ), IS1
Panel for Soil Conservatidn and Water Management, BDC 46 : P 11
Convener
Da R. C. HOON
M 18 New Delhi South Extension, Part II, New Delhi-118849
JOINT COMMISSIONIUB( S C ) Ministry of Agriculture and Irrigation
D_ EPUTY C~XMISSION~~B( S C
Enao ) ( Alternote ) ’
S~BI R. S. MELX~TB Central Water Commission, New Delhi
DR A. M. MICHAEL Indian Agricultural Research Institute, New Delhi
DB R. S. MU~THY Indian Council of Agricultural Research,
New DelhiIS : 4410( Part XVII ) - 1977
Indian Standard
GLOSSARY OF TERMS RELATING TO
RIVER VALLEY PROJECTS
PART XVII WATER REQUIREMENTS OF CROPS
0. FOREWORD
0.1 This Indian Standard ( Part XVII ) was adopted by the Indian
Standards Institution on 31 March 1977, 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 ilumber 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, the Institution is bringing out this glossary
of terms relating to river valley projects ( IS : 4410 ) which is being
published in parts. The other parts of this standard so far published are
given on P 10.
0.3 Part XVII covers the important field of water requirements of crops.
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 DRAIN AGE. Multilingual technical dictionary on irriga-
tion and drainage. 1967.
INDIA. CENTRAL BOARD OF IRRIGATION AND POWER.
Glossary of irrigation and hydra-electric terms and standard
notations used in India. 1954. Manager of Publications, Delhi
Nomenclature for hydraulics. 1962. American Society of Civil
Engineers. New York.
3IS : 4410 ( Part XVII ) - 1977
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 XVII ) covers the definitions of terms relating
water requirements of crops.
to
2. WATER REQUIREMENTS OF CROPS
2.1 Available Moisture
a) The amount of water in the soil at any time in excess of the wilting
coefficient, expressed either as percentage by weight of dry soil, or
as equivalent of water per unit depth of soil.
b) The difference between the field capacity and permanent wilting
point.
2.2 Avoidable Losses* - The conveyance losses, delivery losses and farm
losses.
2.3 Base, Base Period or Base Days - The number of days over which
duty is measured, generally base period equals crop period.
2.4 Consumptive Use ( or Evapotranspiration ) -The quantity of
water used by the vegetative growth of a given area in transpiration and
building of plant tissue and that evaporated from the adjacent soil from
or
intercepted precipitation on the area in any specified lime. It is expressed
in waterdepth units or depth area units per unit area and for specified
periods such as days, months and seasons.
2.5 Consumptive-Use Efficiency* - The ratio of consumptive water use
by the crop of an irrigated farm or project and the irrigation water stored
in the root zone of the soil on the farm or the project area.
2.6 Conveymce Losses or Transmission Losses - Losses of irrigation
water in transit from the source of supply the point of service in canals,
10
distributaries, water courses or field ditches. They comprise evaporation
from the.water surface, seepage, and incidental transpiration by vegetation
growing in the water or along the banks of natural channels, canals or water
courses.
2.7 Curve of Demand* - A graph showing the amount of water needed
for irrigation at various times during a crop season, based on elements of
time and quantity.
4IS : 4410 ( Part XVII) - 1977
2.8 Curve of Supply* - A graph showing the water available based on
elements of time and quantity.
2.9 Deep Percolation - With respect to irrigation and precipitation, the
amount of water which passes below the root zone of crop or other vegeta-
tion.
2,lO Delivery Losses or Operational Losses* - Losses due to lack of
efficiency in management and breaks in the conduits.
2.11 Delta
a>
A term equivalent to duty of water when the latter is expressed in
water-depth units and refers to irrigation projects under operation.
It is stated with reference to the place at which it is measured, that
is, ‘ delta at farm ‘, ‘ delta at outlet ‘, ‘ head of water course or
lateral head ‘, ‘ delta at distributary head ‘, ‘ delta at head of main
canal ‘.
b) An expression used in irrigation practice to mean the depth of
water that would result over a given area from a given discharge
for a certain length of time. Alternatively, the delta may be defined
as the total volume of water delivered, divided by the area over
which it has been spread.
2.12 Demand - Amount of water needed for irrigation based on elements
of time and quantity, and related to a particular point along the irrigation
system, such as ’ demand at farm ‘, ‘ demand at outlet ‘, ‘ demand at distri-
butary head ‘, ‘ demand at head of canal ‘.
2.13 Designed Duty of Water* - Duty of water assumed in an irrigation
project for designing capacities of channels.
2.14 Double Cropping -The growing of two crops in one year on the
same field.
2.15 Duty or Duty of Water - The relation between the area irrigated,
or to be irrigated, and the quantity of water used, or required to irrigate it
for the purpose of maturing its crop. Duty is stated with reference to a
base period and the place of its reckoning or measurement. It is expressed
in a number of ways as given below:
a) Water-depth units,
b) Depth-area units per unit area,
c) Area per unit rate of flow or per unit volume of water, and
d) Volume of water or rate of flow per unit area.
2.16 Deaty at Distributary Head - Duty of water measured at the head
of a distributor-y.
5Is t 4410 (Part XVII )- 1977
2.17 Duty at Outlet - Duty of water measured at the outlet or head of a
distributary.
2.18 Duty Attained* - Duty of water as actually prevailing on an irriga-
tion project under operation,
2.19 Duty of Well - The average annual area of land irrigated by a well.
2.20 Economic Water Duty - Duty of water which result in the
maximum yield or maximum net profit:
a) per unit area when land is the limiting factor, and
b) per unit of irrigation water when water is the limiting factor.
2.21 Effective Water Use* - Consumptive use less evaporation from
rainfall. It includes transpiration and evaljoration from’ irrigation and
transpiration from effective rainfall.
2.22 Farm Duty or Net Duty - Duty of water measured at the farm.
2.25 Farm Losses - Losses of water on the farm due to uneven distri-
bution, poor handling, evaporation and percolation below the root zone of
crop or other vegetation.
2.24 Field Capacity - The amount of water held in the soil after the
excess gravitational water has drained away and after the rate of downward
movement of water has materially decreased, provided there is no water
table within capillary reach of the root zone.
2.25 Gross Duty - Duty of water measured at the source of diversion of
irrigation supplies.
2.26 Gross Irrigation Requirements* - Irrigation requirement at the
source of irrigation supplies, It is equal to net irrigation requirement plus
water losses and operational wastes in transit, and is the same as ‘ gross duty
of water ’ when the latter is expressed in similar units.
2.27 Irrigation EBBeiency - The ratio or percentage of the irrigation
water consumed by crops of an irrigated farm, field or project to the water
diverted from the source of supply.
2.28 Irrigation Requirements - The amount of water, exclusive of effec-
tive precipitation and other contributing factors such as ground water, seepage
from surrounding areas and carry over moisture required by a crop or crops
in a given period of time, for normal growth under field conditions. This
includes evaporation, conveyance and other unavoidable losses. It is usually
expressed in water-depth units per unit area.
2.29 Irrigation Water* - Water artificially applied to soils in the process
of irrigation. It does not include precipitation.
62.30 Moisture Deficit - The amount of water that must be applied to the
soil to bring it to field capacity.
2.31 Moisture Equivalent - Ratio of weight of water which a soil, after
saturation, will retain against a centrifugal force of 1000 times the force Of
gravity to weight of the soil when dry.
232 Moisture Percentage* - The moisture content of soil in terms of
the equivalent depth of free water per unit depth of soil.
2.33 Net Irrigation Requirements - Cross irrigation requirements
minus conveyance losses of the irrigation water.
2.34 Nominal Duty - The duty sanctioned as per the schedule of an
irrigation department.
2.35 Non-beneficial Consumptive Use* - The water consumed by
natural vegetation, evaporated from bare and idle land surfaces and from
water surfaces.
2.36 Optimum Consumptive Use- Consumptive use which produces a
maximum crop yield.
2.37 Optimum Irrigation Requirements - The seasonal depths of
beneficial use of irrigation water that result in maximum yields.
2.38 Optimum Water Requirements
a) The seasonal depths of beneficial use of irrigation water that result
in maximum yields of different crops, where the depths include
soil moisture supplied by effective precipitation as well as water
delivered by irrigation.
b) The seasonal depths of beneficial use of irrigation water that result
in maximum yields.
2.39 Percolation - The downward movement of water within the soil in
response to gravity forces.
2.40 PotentiaA Evapotranspiration - The amount of evaporated water
in unit time from a short uniform crop, growing actively and covering an
extended surface and never short of water.
2.41 Potential Transpirrrtion - The amount of water transpired by a
green crop of about the same colour as green grass, which completely covers
the ground, and which has an adequate supply of water.
2.42 Ratio of Consumptive Use of Water to Evaporation* - Coeffi-
cient determined experimentally, and used in determining consumptive use
of water from evaporation records from free water surface, or evaporation
potential determined through the use of atmometer cups.
7IS : 4410 (Part XVII ) - 1977
2.43 Seasonal Consumptive Use - Depths of water consumed by evapo-
transpiration during crop growth %ill maturity, including water used by
accompanying weed growths.
2.44 Surface Runoff
a) This term, as applied to crop fields, refers to that part of irrigation
water or precipitation which runs off the lower end of the field as
waste.
b) That portion of the runoff of a drainage basin that has not passed
beneath the surface since it was precipitated.
c) Water flowing over land surface before it reaches definite channel
of stream.
2.45 Transpiration - The process by which plants dissipate water into
atmosphere from leaves and other surfaces.
2.46 Transpiration Ratio - The ratio of weight of water consumed by
of
crops during the growing season to weight dry matter harvested.
2.47 Unit Water Requirement - The weight of water actually used by
plants in producing unit weight of dry matter.
2.48 Valley Consumptive Use* - Consumptive use, when referred to a
valley, includes all transpiration and evaporation’from land on which there
is growth of any kind, whether agricultural crops or native vegetation, plus
evaporation from bare land and water surface.
2.49 Water Application Efficiency - The ratio of the volume of water
that is stored in the crop root zone and ultimately consumed by transpira-
tion or evaporation or both, to the volume of water delivered at the farm.
2.50 Water Requirements
a) The quantity of water, regardless of its soufce, required by a crop
or diversified pattern of crops in a given period of time, for normal
growth under field conditions. It includes evaporation and other
economically unavoidable waste. It -may also be expressed as
equal to seasonal consumptive use plus percolation as may be
unavoidable. It is usually expressed in water-depth per unit area.
In case part of water supply ( supplementary’ to precipitation )
is from natural or artificial sources situated away from the farm
area, the net quantity of water actually used which excludes
conveyance losses, is termed ‘net water requirements ‘. If
conveyance losses are included, it is called ‘ total water require-
ments ‘.
8r
BUREAU OF INDIAN STANDARDS
Headquarters:
Manak Bhavdn, 9 Bahadur Shah Zafar Marg, NEW DELHI 110002
Telephones: 331 01 31, 331 13 75 Telegrams: Manaksanstha
( Common to all Offices)
Regional Offices: Telephone
Central Manak 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 : SC@ 445-446, Sector 35-C, 21843
CHANDIGARH 160036 I 3 1641
41 24 42
Southern : C. I. T. Campus, MADRAS 600113
I t: ff :t
twestern : Manakalaya, E9 MIDC, Marol, Andheri ( East ), 6 32 92 95
BOMBAY 400093
Branch Offices:
‘Pushpak’. Nurmohamed Shaikh Marg, Khanpur. 2 63 48
AHMADABAD 380001 I 2 63 49
SPeenya lndust rial Area 1 st Stage, Bangalore Tumkur Road 38 49 55
BANGALORE 560058 38 49 56
I
Gangotn Complex, 5th Floor, Bhadbhada Road, T. T. Nagar, 667 16
BHOPAL 462003
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
6 34 71
R14 Yudhister Marg. C Scheme, JAIPUR 302005
( 6 98 32-‘
117/418 B Sarvodaya Nagar, KANPUR 208005
Patliputra Industrial Estate, PATNA 800013
T.C. No. 14/1421. University P.O.. Palayam 16 21 04
TRIVANDRUM 695035 16 21 17
/nspection Offices ( With Sale Point ):
Pushpanjali, First Floor, 205-A West High Court Road, 2 51 71
Shankar Nagar Square, NAGPUR 440010
Institution of Engineers ( India ) Building, 1332 Shivaji Nagar, 5 24 35
PUNE 411005
*Sales Office in Calcutta is at 5 Chowringhee Approach, P. 0. Princep 27 68 00
Street. Calcutta 700072
tSales office in Bombay is at Novelty Chambers, Grant Road, 89 65 28
Bombay 400007
ISales Office in Bangalore is at Unity Building, Narasimharaja Square. 22 36 71
Bangalore 560002
..
EGprography Unit , BIS, New Delhi, India
|
4968_1.pdf
|
IS : 4968 ( Part I ) - 1976
I
lndian Standard
METHOD FOR
SUBSURFACE SOUNDING FOR SOILS
PART I DYNAMIC METHOD USING 50 mm CONE
WITHOUT BENTONITE SLURRY
First Revision )
(
Third Reprint DECEMBER 1994
UDC 624.131.381
Q Copyrighl 1977
BUREAU OF INDIAN STANDARDS
MANAK BHAVAN, 9 BAHADUR SHAH ZAFAR MARG
NEW DELHI 1 lOOU2
Gr3 “\ May 1977ISr4%8(Partl[)-I.976
Indian Standard
UETHOD FOR
SUBSURFACE SOUNDING FOR SOILS
PART I DYNAMIC METHOD USING 50 mm CONE
WJTHOUT RENTONITE SLURRY
( First Revision $
Soil
Engineering Sectional Committee, BDC 23
Chairman Raprescnting
PnoB DINE&I MORAN Centraaor!h$ling Research Institute ( CSIR ),
Mambers
ADD~ONAI, DIRECTCJRIES SEARCHR ailway Board ( Ministry of Railways )
( RDSO )
DEPUTY D~TXTOH RESEARCH
( RDSO ) ( Altern& )
Pnop ALAMSIN~H University of Jodhpur, Jodhpur
LT-CbL AVTAR SINoH Engineer-in-Chief’s Branch, Army Headquarters
MAJR.R.SODBIND~A(Alt~iC)
DR A.~ANERJEE Cementation Co Ltd, Calcutta
SHRI S. GUPTA ( Alkrnafo )
SHI~I K. N. DADINA In personal capacity ( P-820, *P’, 36~ Allporc,
Calcutta 700053 ) .
SBRI A. G. DAEWIDAR In personal capacity ( 5, Hun&ord Ckq R/l
Hungnford sired, Calcutta 700017 )
SJWI R. L. DEWAN Irrigation Research Institute, Rhagaul, patna
*DR G. S. DHILLON Irrigation Department, Government of Punjab
REREARCH OFFICES ( SOILS )
( IPRI ) ( Affurnak )
SHHI A. H. DIVANJI Radio Foundation Engineering Ltd; & &rat &
Go, Bombay
SHRI A. N. JANGLE ( Altanots )
J)B SHASHI K. GULEATI Indiirn Institute of Technology, New Delhi
DR G. V. RAO ( Altomah )
SHBI V. G. HEQDE National Buildings Organization, New ~eihi
SEXX S. H. BALCXANDANI ( Altorn& )
*Also represents Indian Geotechni4 Society, New Delhi
BUREAU OF INDIAN STANDARDS
This ubliution b protected under ,* lkdion w@f M ( XIV of l957 ) md
repr ox uction in whok QT in pn by my w acept wide ,wr&tea mirisar-atthe
publisher &all be deemed Co be au infrmganent of copyright up %a” the mid &.IS:4968(PartI)-1976
( Continuedfrom @age 1 )
M&S Rcjresmting
SHRI 0. P. MALBOTRA Public Works Depytment, Go_vernment of Punjab
SERI J. S. bfAl%YA Roa$eF;$tih4mlstry of Slnppmg and Transport,
SERI N. SEN ( Alf~~~tt )
SHRI G. D. MATHUR PublErady;;ks Department, Government of Uttar
SEBI D. C. CHATURVEDI ( Al&mate )
SERI R. S. MELKOTE Central Water Commission, Neiv Delhi
SRBI C. SUDHINDRA ( Ahnate )
SHBI T. K. NATARAJAN Central Road Research Institute ( CSIR ), New Delhi
REPRESENTATIVE Hindustan Construction Co Ltd, Bombay
REEEAROH Omcm Building and Roads Research Laboratory,
Chandigarh
DR K. R. SAXENA Engineering Research Laboratories, Hyderabad.
SEOBETARY Central Board of Irrigation & Power, New Delhi
DEPUTY SEO~ETARY ( Ahma& )
*DR SEAMSE~ PRAKAEH University of Roorkee, Roorkee
DB GOPAL F~ANJAN ( Aftmuh~ )
SHRI H. D. SEASMA Irrigation Research Institute, Roorkee
SUPZRIIQTENDIN~E NGINEER Publi;adorks Department, Government of Tamil
EXECDTIVE ENGINEER ( Ahmate )
Smu B. T. UNWALLA Concrete Association of India, Bombay
SHRI T. M. h&NON ( A&rnats )
SHRI H. c. VEBW All India Instruments Manufacturers & Dealers
Association, Bombay
SERI V. K. VASTJDEVAN( Altmab )
SFIRI D. AJITHA SIMHA, Director General, IS1 ( Ex-o#cio M#mbcr )
Director ( Civ Engg )
SHBI G. RAMAN
Deputy Director ( Civ Engg ), IS1
Site Exploration and Investigation for Foundations
Subcommittee, BDC 23 : 2
COWW
saax R. S. MELXOTE Central Water Commission, New Delhi
M8mb8TS
S-1 C. SUD~~D~A ( Alter&r to
Shri R. S. Melkote )
Poor ALAX S~H University of Jodhpur, Jodhpur
LPGOL AVTAB Sx~mi En@ncer-in-Chief’s Branch, Army Hadquarters
MAJ R. R. SUDHI~BA ( AI-k )
( Chtimud on pare 9 )
OA~~Or epracntr Institution of Engineers ( India ), Delhi Centre.
2IS t 4968 ( Part I ) - 1976
Indian Standard
METHOD FOR
SUBSURFACE SOUNDING FOR SOILS
PART I DYNAMIC METHOD USING 50 mm CONE
WITHOUT BENTONITE SLURRY
( First Revision )
0. FOREWORD
0.1 This Indian Standard ( Part I ) ( First Revision ) was adopted by
the Indian Standards Institution on 22 December 1976, after the draft
finalized by the Soil Engineering Sectional Committee had been approved
by the Civil Engineering Division Council.
0.2 The resistance Ned (see Note) to penetration of the cone in terms of
number of blows per 300 mm of penetration may be correlated with the
bearing capacity of cohesionless soils and also possibly with the load
carrying capacity of piles. The correlations are qualitative rather than
quantitative in nature and are influenced by the character of the soils,
such as grain-size distribution, surcharge pressure, permeability, and
degree of saturation. The extra work required to determine the pene-
tration resistance is small compared to the value of the data obtained,
but these data only provide a rough indication of the consistency or
relative density of the soil.
NATE - ‘l’he rc&ance to penetration in the standard penetration test ( IS : 2131-
19632 ) shall be designated as N. that to a 50 mm cone as Ned and that to a 62.5 mm
cone using bentonite slurry as &br [ IS : 4968 ( Part II )-1976t 1..
0.2.1 Correlation between cone penetration values ( Ned ) and
penetration values obtained by other methods may be developed for a
given site by conducting the latter tests adjacent ( about 3 to 5 m ) to
the location of the cone test ( see Note ).
NOTE- However for the 62.5 mm cone driven dry up to a depth of 9 m ( without
bentonite slurry ) [ see IS : 4968 ( Part II )-19’76t 1, for medium to fine sands, the
following relationships have been developed by the Central Building Research
Institute, Roorkee. These relationships, when utilized, shall be used with caution.
N&r- 1*5Nuptoadepthof4m
Nebr - l-75 .V for depths of 4 to 9 m.
*Method for standard penetration test for soils.
tMethod for subsurface sotmding for soils: Part II Dynamic method using cone and
bentonite slurry (jrzt m&ion ).
3IS:lbBB( P8Ytr)-rs
where
Ncbr - cone resistance obtained with a 62.5 mm cone driven dry ( number of
blows for 300 mm -penetration ); and
N - resistance to etration in the standard penetration test ( in accord-
ance with f”S :2131-1963*), (number of blows for 360 mm
penetration ) .
0.3 This standard was first published in 1968. In this revision several
changes have been mad-e taking into consideration the experience gained
in conducting the test and in the manufacture of the equipment. The
major changes made relate to the material of the cone and *the hammer
criteria for stopping of driving of the cone and the limitations. Reference
has also been made to the automatic arrangement for controlling the
drop of the hammer.
0.4 In the formulation of this standard due weightage has been given to
international co-ordination among the standards and practices prevailing
in different countries in addition to relating it to the practice in the field
in this country.
9.5 In reporting the result of a test or anaIysis made in accprdance with
this standard, if the final value, observed or calculated, is to be rounded
off, it shall be done in accordance with IS : 2-1960t.
1. SCOPE
I.1 This standard covers the procedure for determining the resistance
ofdifferent soil strata to dynamic penetration of a %mm cone and thereby
obtaining an indication regarding their relative strengths or density or
both. The method helps reconaissance survey of wide areas in a shorter
time which will enable selective in ifa testing or sampling for typical
profile. It can’ provide useful data for local conditions where reliable
correlations have been established.
2. E@JIPMENT
2.1 Cone i- The cone with threads ( recoverable) shall be of suitable
steel with the tip hardened. The cone without threads ( expendable )
may be of mild steel. The dimensions and shape of the cone shall be as
given in Fig. 1A and 1R. For the cone without threads, a cone adopter
as shown in Fig. 1C shall be provided.
NATE- The cone without threads will be left in the pund after the cempletleno f
the teat.
*Method for standard penetration test for aoils. .
tffules for routidibg off numerical values ( rrrisrd ).
4
.IS : 4968 ( Part I ) - 1976
SQUARE THREADS OF
‘A ROD COUPLING
b----ot 5Of0.05 #
1A CONE 1 B THREADED CONE
,SQUARE THREADS OF
‘A’ ROD COUPLING
1C CONE ADOPTER
All dixncmiona in millimetres.
Fxa. 1 CONE AND CONE bOPTER
5IS : 4968 ( Part I ) - 1976
2.2 Driving Rods -The rods used for the test should be A rods of
suitable lengths with threads for joining A rod coupling at either end.
The rods should be marked at every 100 mm.
NOTE- The outer and internal diameters of A rods are 41.27 mm and 28.57 mm
respectively.
2.3 Driving Head - The driving head shall be of mild steel with
threads at either end for a rod coupling ( see Note under 2.2 ). It shall
have a diameter of 100 mm and a length of 100 to 150 mm.,
2.4 Hoisting Equipment - Any suitable hoisting equipment, such as
a tripod may be used. The equipment shall be designed to be stable under
conditions of impact of the hammer over the driving head when the cone
is driven during the test. Provision shall he made to enable the operator
to climb up the equipment for fixing the pulley, ropes, etc. A typical
set-up using a tripod is shown in Fig. 2. Suitable guides shall be provided
to keep the driving rod vertical.
2.5 Hammer - The hammer used for driving the cone shall be of mild
steel or cast iron with a base of mild steel. It shall be 250 mm high and
of suitable diameter. The weight of the hammer together with the chain
&all be 65 kg. It shall have a hole at the centre running throughout its
length and of suitable diameter for A rod ( see Note under 2.2 ) and/or
guide to pass freely through it. The clearance between the rod and/or
guide and the hole in the hammer shall be about 5 mm.
NOTE- An automatic arrangement for cokrolling the drop of the hammer may be
preferred, if available.
3. PROCEDURE
3.1’ The 50 mm diameter 60” cone shall be fitted loosely to the driving
rod ( .A rod ) ( seeN ote under 2.2 ) through a cone adopter or the threaded
cone shall be screwed to the driving rod. The hammer head shall be
joined to the other end of the A rod with A rod coupling. A guide rod
150 cm long shall he connected to the hammer head. This assembly shall
be kept vertical, with the cone resting on the ground to be tested. The
cone shall then be driven into the soil by allowing the 65 kg hammer
to fall freely through a height of 75Omm each time. The numberof blows
for every 100 mm penetration of the cone shall be recorded. The process
shall be repeated till the cone is driven to the required depth (see Note
and 4.1 ).
NOTE- To save the uipme-nt frbm damag$ driving may be stopped when the
number of blows exceeds7 5 for 100 mm penetration.
6IS I 4968 ( Part I ) - 1976
65 kg HAMMER
// GUIDE ROD-/- Ii1 \\ ’
-G L
Fro. 2 TYPICAL ASEMBLY OF EQUIPMENT FOR
CONE PENETRATION TEST
7IS : 4968 ( Part I ) - 1976
4. LIMITATIONS
4.1 The maximum depth to which the cone should he driven will depend
of
upon the type soil, the position of the water table and the purpose of
the test. If correlations of cone penetration values obtained by other
methods is desired in interpretation, in cohesionless soils the depth may
be limited to 5 m; in mixed soil with some binding material the depth
may be 10 m. If the test is used for obtaining a general qualitative idea
of the strata, the cone may be driven to any convenient depth.
5. REPORT
5.1 The number of blows ( Jvcd ) as a continuous record for every 300 mm
of penetration shaI1 be shown in a tubular statement or shown as a graph
between .Ncd and depth. Records of the test shall also include the
following:
a) Date of probing;
b) Location;
c) Elevation of ground surface;
d) Depth of water table and its likely variation, from available
information;
4 Total resistance-at the required levels;
f> Any interruption in probing, with reasons;
d Any other information available, for example, type of soil; and
h) Diameter of the cone used in the test.
8IS I 4968 ( Part I ) - 1976
( Conlinudfrom pap 2 )
Lumbers Raprrs6nting
Da A. BMEEJEXE Cementation Co Ltd, Bombay
DR A. K. &iATI!EBJEE PublgadWzks Department, Government of Utm
SHBI R. C. DEEAI Rcxlio Foundation Engineering Ltd; and Hazarat &
Co, Bombay
DEPUTY DIRECLY~B REBEABCE Railway Board ( Ministry of Railways )
(%:~:~“)D~~~~~~~
RE~EAROE (So-)
( RDSO ) ( Altemate )
DIRECTOR Maharashtra Engineering Research Institute, Nasik
REBEARCE ORICER ( Al&ma& )
DIRECTOR GENEBAD Geological Survey of India
SHRI S. K. !hiOME ( Ahatr)
Sam P. N. MERTA ( Altrrnats )
RXEcUTIVE E~OINEER (SOIL Public Works Department, Government of Tamil
M~CEANICS DZVIBION) Nadu
Smu T. K. NATARAJAN Central Road Research Institute ( CSKR ), New Delhi
SEBI H. R. PRAMmIX River Research Institute, West Jkngal
Sasr H. L. SAEA ( Akmuk )
REPICE~ENTATW~ Hindustan. Construction Co Ltd, .Boplbay
SEIU N. SEN Road; wW;;eBihiMmBtry of Shlppmg & Transport,
e
Srurx P. K. TEOYAE ( Altmu~ )
SUF-ERINTENDXNCJ SU~VEYOB or Central Public Works Department, New Delhi
WORK8( I )
S~BI D. SEARMA Cent;krfe$lding Research Institute ( CSIR ),
Saax V. S. AQOARWAL( Alrnnotr )
SBRI H. C. VEBXA Assoc~a&~~~~rumentr Manufacturers India Pvt Ltd,
PROPT . S. NAOARU ( Al&mats )
9BUREAU OF INDIAN STANDARDS
Headquarters:
Manak Bhavan, 9 Bahadur Shah Zafar Marg, NEW DELHI 110002
Telephones: 331 01 31, 331 13 75 Telegrams: Manaksanstha
( Common to all Offices )
Regional Offices: Telephone
Central : Manak Bhavan, 9 Bahadur Shah Zafar Marg, 331 01 31
NEW DELHI 110002 331 1375
I
*Eastern : 1 /14 C. I. T. Scheme VII M, V. I. P. Road, 36 24 99
Maniktola, CALCUTTA 700054
Northern : SC0 445-446, Sector 35-C, 21843
CHANDIGARH 160036 I 3 1641
41 24 42
Southern : C. I. T. Campus, MADRAS 600113
I t: Es”: 69
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
fPeenya 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
6 34 71
R14 Yudhister Marg. C Scheme, JAIPUR 302005
I 6 98 32
21 68 76
1!7/418 B Sarvodaya Nagar, KANPUR 208005
I 21 82 92
Patliputra Industrial Estate. PATNA 800013 6 23 05
T.C. No. 14/l 421. University P.O.. Palayam 16 21 04
TRIVANDRUM 695035 16 21 17
/nspection Offices ( With Sale Point ):
Pushpanjali. First Floor, 205-A West High Court Road, 2 51 71
Shankar Nagar Square, NAGPUR 440010
Institution of Engineers ( India ) Building, 1332 Shivaji Nagar, 5 24 35
PUNE 411005
*Sales Office in Calcutta is at 6 Chowringhee Approach, P. 0. Princep 27 69 00
Street. Calcutta 700072
tSeles Office in Bombay is al Novelty Chambers, Grant Road, 89 66 29
Bombay 400007
ISales Office in Bangalore is at Unity Building, Narasimharaja Square. 22 36 71
Bangalore 560002
Reprography Unit, BIS, New Delhi, IndiaAMENDMENT NO. 1 OCTOBER 1987
TO
IS:4968(Part l)-1976 METHOD FOR SUBSURFACE
SOUNDING FOR SOILS
*PART 1 DYNAMIC METHOD USING 50 mm CONE WITHOUT
BENTONITE SLURRY
(First Revision)
(Pages 3 and 4) - Substitute 'Is:2131-1981'
for 'IS:2131-1963'.
(Pages 3 _a nd 4, footnote with **' mark) -
Substitute the following fnr the
existin@ fnQtnote:
standard penetration
‘*Method of teat for Soils
(first revision).'
(Pages 4 to 6, clause 2) - Substitute the
following for the existing clause:
"2. EQUIPMENT
2.1 The cone driving rods, driving head, hoisting
equipment shall conform to IS:10589-1983
'Specification for equipment for determination of
subsurface sounding of soils'."
(Pages 5 and 7) - Delete Fig. 1 and 2.
(BDC 23)
Kcpro!;raphyU nit, BIS, New Delhi, India
|
14858.pdf
|
IS 14858:2000
Indian Standard
COMPRESSION TESTING MACHINE
——.
USED FOR TESTING OF CONCRETE AND
MORTAR — REQUIREMENTS
ICS 19.060 ;91.100.30
@BIS 2000
BUREAU OF INDIAN STANDARDS
MANAK BHAVAN, 9 BAHADUR SHAH ZAFAR MARG
NEW DELHI 110002
November 2000 Price Group 3--.--——-———..... -.—_ _ ——— ______.. .-._..
Cement and Concrete Sectional Committee, CED 2
FOREWORD
This Indian Standard was adopted by the Bureau of Indian Standards, afterthe draft finalized by the Cement
and Concrete Sectional Committee had been approved by the Civil Engineering Division Council.
A series of Indian Standards on methods of testing of cement and concrete have already been brought out. 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; therefore, aseries of specifications covering the
requirements of equipments used for testing cement and concrete have also been brought out to encourage their
development and manufacture in the country.
This standard has been formulated tocover requirements ofthe compression testing machine for testing concrete
and mortar. The Indian Standard which details the methods of compressive strength test requiring use of this
machine is IS 516:1959 ‘Method of test for strength of concrete’.
In the formulation of the standard, due weightage has been given to international co-ordination among the
standards and practices prevailing indifferent countries. Assistance has also been derived from ASTM C 39-86
‘Standard test methods for compressive strength of cylindrical concrete specimen’.
The composition of the technical committee responsible for the formulation of this standard is given at
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 of 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 14858:2000
Indian Standard
COMPRESSION TESTING MACHINE
USED FOR TESTING OF CONCRETE AND
MORTAR — REQUIREMENTS
1 SCOPE the specified rate, uniformly, without shock, using
manual or automatic control.
This standard covet-srequirements of’the machine used
for testing of concrete and mortar test specimens in 5.2 Load Pacers
compression.
5.2.1 If themachine isnot equipped with an automatic
NOTE – The principle and equipment may also be load control, a load pacer shall be fitted to enable the
applicable to the other materials for compression strength operator to manipulate the machine controls to
test
maintain the specified rate.
2 REFERENCES
5.2.2 If the pacer has a scale, this scale shall be
The standards listed below contain provisions which
basically linear such that 1mm represents not more
through reference in this text, constitute provisions
than 100 N/s. Over the operating range of the scale
t)fthis standard. At the time of publication, the editions
the accuracy shall be within ~ 5 percent.
indica!ed were valid. All standards are subject to
revis[on and parties to agrtxrncnts based on this 5.2.3 H’the pacer isfitted with avariable speed control
~tandard are encouraged to investigate the possibility or has preset speeds, then once the variable speed
of applying the most recent editions of the standards control has been set, or apreset speed has been chosen
indicated below: the pacer speed shall remain within ~ 5percent of the
specified speed over the operating range.
IS No. Ti~le
5.3 Load Scale Indicators or Digital Displays
516: 1959 Method of test for strength of
concrete 5.3.1 The machine shall be provided with the
following:
1501 : 1984 Method for Vickers hardness test
for metallic materials a) Either easily read dials or scales or electrical
load indicators, with a visual display.
3 CONSTRUCTION
NOTE — The visual display may be supplemented
3.1 General by recording devices, that are calibrated to the same
occuracy m the display.
Colnpression testing machine shall be robust, related
to the size of the specimen and the expected load, and b) A resettable device which registers the
capable of’providing the rates of loading prescribed maximum load sustained by the specimen.
in IS 516. c) The width of the needles shall be less than the
width of the graduation.
4 DISIC,N
4.1 The design of the machine shall include the 5.4 Accuracy
features given in 4.2 and 4.3.
The accuracy of the testing machine shall be such that
4.2 The machine shall be power operated and shall the percentage of error for the loads within the
apply the load continuously rather than intermittently, proposed range of use of the testing machine shall
and witbout shock. not exceed ~ 1.0 percent of the indicated load.
4.3 The space provided for test specimens shall be 5.5 The indicated load of a testing machine shall not
large enough to accommodate, in the readable be corrected either by calculation or by the use of
position, an elastic calmration device which is of calibration diagram to obtain values within the
sufficient capacity to cover the potential loading required permissible variation.
range of the testing machine.
5.6 Means ofApplying the Load
5 LOADING
The means of applying the load shall provide for the
5.1 Load Control load to be applied either with the specimen in direct
The machine shall be capable of applying the load at contact with the machine platens. or spacing blocks,
1IS 14858:2000
or with auxiliary platens interposed between each Diameter of Test Maximum Diameter of
machine platen, or spacing block, and the specimen.
Specimen, mm Bearing Face, mm
5.7 Rate of Loading 51 105
For testing machines of the screw type, the moving 76 I27
head shall travel at a rate of approximately 1.3 nlm/ 102 165
min when the machine is running idle. For
152 254
hydraulically operated machines, the load shall be
203 279
applied at a rate of movement corresponding to a
loading rate on the specimen within the range of 0.14
NOTE — Square beming faces Ire permitted provided the
or 0.324 MPa/s. diameter of the largest possible inscribed circle does not
exceed the diameter.
6 MACHINE PLATENS
6.2.4.2 The centre of the sphere shall coincide with
6.1 Tbc testing machine shall be equipped with two surface of the bearing face within a tolerance of ~ 5
steel bearing blocks with hardened faces (Vickers percent of the radius of the sphere. The diameter of
hardness not less than 550), one of which is a the sphere shall be atleast 75 percent of the diameter
spherically seated block that will bear on the upper of the specimen to be tested.
surt’ace t)f the specimen, and the other a solid block
6.2.4.3 The ball and the socket shall be so designed
on which the specimen shall rest. Bearing faces of the
by the manufacturer that the steel in the contact area
blocks shall have a minimum dimension at least 3
does not permanently deform under repeated use, with
percent greater than the dimension of the specimen to
loads up to ‘82.7MPa on the test specimen.
be tested. Except for the marking described below, the
hearing faces shall not depart from apIane by more NOTE — The preferred contact area is in the form ofaring
[ban 0.025 mm in any 152 mm of blocks in diameter (described as preferred ‘bearing’ arex) as shown in Fig. 1.
or larger, or by more than 0.0225 mm inthe diameter
6.2.4.4 The movable portion of’the bearing block
of any smaller block; and new blocks shall be
shall be held closely in the spherical seat, but the
manufactured within one halt’of this tolerance. When
design shall be such that the bearing face can be
the dimensions of the bearing face of the spherically
rotated freeIy and tilted at least 4.0 in any direction.
seated block exceeds the dimension of the specimen
by more than 13mm, markings not more than 0.8 mm 7 AUXILIARY PLATENS
deep and not more than 1.2mm wide shall beinscribed
7.1 The auxiliary platens shall be made of a material
to facilitate proper centering.
which, when tested in accordance with IS 1501, shall
have ahardness value ofatleast 550. Also the material
6.2 Bottom Bearing Blocks
shall not deform irreversibly when the machine is
6.2.1 Bearing block shall conform to the given in
used.
6.2.2 to 6.2.4 requirements.
7.2 The distance between either pair of opposite edges
6.2.2 The bottom bearing block is specified for the
ofasquare auxiliary platen, orthediameter ofacircular
purpose ofproviding areadily machinable surface for
platen, shall be the nominal size of the specimen (100
maintenance of the specified surface condition (see
+ 0.2
or 150 mm) _ O.. mfn ; the distance between their
Note under 6.2.5). The top and bottom surfaces shall
be parallel to each other. The block may be fastened contact faces of the platen shall be at least 23 mm.
tothe platen of the testing machine. Its least horizontal
7.3 The flatness tolerance for each contact face of the
dimension shall be at least 3 percent greater than the
platens shall be 0.03 mm wide.
dimension of the specimen to be tested.
7.4 The squareness tolerance for each edge of the
6.2.3 The bottom bearing block shall be at least
auxiliary platens with respect to the adjacent edge as
25 mm thick when new, and at least 22.5 mm thick datum shall be 0.06 mm wide.
after any resurfacing operations.
7.5 The parallelism tolerance for one contact face of
6.2.4 The spherically seated bearing block shall
the auxiliary platen with respect to the other contact
conform to the requirements given in6.2.4.1 to6.2.4.4.
face as datum shall be 0.06 mm wide.
6.2.4.1 The maximum diameter of the bearing face of
7.6 The R,,value for the surface texture ofthe contacet
the suspended spherically seated block shall not faces of the auxiliary platen shall be between 0.4p
exceed the values given below: and 3.2P.IS 14858:2000
PREFERRED
SOCKET BEARING AREA
r [
T+R-r
BALL
3
FIG.lTYPICALSPHERICABLEARINGBLCCK
8 SPACING BLOCKS manufacturers or producers maybe obtained from the
Bureau of Indian Standards.
8.1 Ii’it is required to reduce the space between the
machine platens, uptofour spacing blocks shallbelocated 10 CALIBRATION
either beneath or on the lower machine platen.
10.1 Verification ofcalibration of the test machines is
8.2 Spacing blocks used on the lower machine platen required under the conditions given in 10.1.1 to 10.1.3.
shall be made of a material, which when tested in
10.1.1 After an elapsed interval not exceeding 12
accordance with IS 1501, shall have ahardness value
months from the previous verification.
of at least 550. Also the material shall not deform
irreversibly when the machine is used. 10.1.2 On original installation or relocation or
subjected to major repairs or adjustments.
8.3 All spacing blocks shall comply with the flatness
and parallelism tolerances required for auxiliary 10.1.3 Whenever there isreason todoubt the accuracy
platens. of the results, without regard to the time interval
since the last verification.
9 MARKING
10.2 The accuracy of the testing machine shall be
9.1 The following information shall be clearly and
verified by applying five test loads in four appro-
indelibly marked on the machine:
ximately equal increments in ascending order. The
a) Indication of the source of manufacture, difference between any two successive loads shall
b) Date of manufacture, and not exceed one third of the difference between the
maximum and minimum test loads.
c) Serial number.
The load as indicated by the testing machine and the
9.2 BIS Certification Marking
applied load computed from the readings of the
Each machine may also be marked with the Staqdard verification device shall be recorded at-ach test point.
Mark.
Calculate the error, E, and the percentage of error, E,,
for each point from these data as follows:
9.2.1 The use of the Standard Mark is governed by
the provisions of Bureau of Indian Standards Act,
E= A–B
1986 and the Rules and Regulations made thereunder.
The details of conditions under which a licence
EP=; xIOO
for the use of Standard Mark may be granted to
3IS 14858:2000
whew In nocase shall the loading range be stated as including
loads outside the range of loads applied during the
A = load in Nindicated bythe machine being
verification test.
verified, and
B = applied load in Nasdetermined by the 11 RECORD OF MACHINE PERFORMANCE
calibrating device. A record of machine performance shall be kept
giving the following details of the machine:
10.3 The report on the verification ofatesting machine
shall state within what loading range it was found to a) Machine identification;
conform to the specified requirements rather than
b) Date of purchase;
reporting ablanket acceptance or rejection. In no case
c) Date/s of installation or re-installation;
sklall the loading range be stated as including loads
below the value which is 100times the smallest change ci) Date of any maintenance; detailed notes
[~i’load that can be estimated on the load-indicating shouid be kept of any maintenance that could
machanism. of the testing machine or loads within affect the performance of the machine; and
tha[ portion of the range below 10 percent of the e) Dates of verification of the performance of the
maxi mum range capacity. machine.
ANNEX A
(Foreword)
COMMITTEE COMPOSITION
Cement and Concrete Sectional Committee, CED 2
C’hciirttun
PAl]k!ADsKtHo.Co.VISVI,SVARAYA
‘Chmdrik~’, at 1Sth Cross,
63-64, East Pork Road, Malleswaram,
Bangalcrre 560003
Representing
[)!l<l(’1(11{ A.P. Engineering Research Laboratories, Hyderabad
I(]INI 1)11{1(IOR (Akmaf{,)
SIINI(; [<.LfI{\I{IIKAI{ t3.G. Shirke Construction Technology Pvt Ltd, Pune
Scclctary Builders Association of India, Mrrmbai
S}ll<ls s cT{J\l[lY\ Cement Corporation of India Ltd, New Delhi
1)1<V K (;()[[ (Al(cm[[re)
Centrol Board of Irrigation and Power, New Delhi
S)i)t) C L,V}r{\jA Central Building Research Institute, Roorkee
1)1<P. K. [{A(I (Alfcm[te)
(111111hN(IINlJ1{(L)s1(,N) Central Public Works Department. New Delhi
St I’IIIC, [~N(,INI II{ (~tks) (A[/crnt~te)
Central Road Research Institute. New Delhi
Sl[l{l s.B S[l<l Central Soil and Materials Research Station. New Delhi
Sllltl N. CI1 \?41)l{<S}.KAl{AN (Ah?rm/Ic)
Central Water Commission, New Delhi
Directorate General of Supplies and Disposals,
New Delhi
Engineer-in-Chiefs Branch, Army Headquarters,
New Delhi
(Continued onpage 5)
4IS 14858:2000
(Continuedfrom puge 4)
Members Representing
SHRJVIMALKUMAR Fly Ash Mission, Department of Science & Technology,
New Delhi
SHRIS A. RtooI Gammon India Ltd, Mumbai
GmTJWLiVfANA(W{ Gannon Dunkerley & Co Ltd, Mumbai
S,+MAN,A[;~R(EN(Ki)(Alfernafe)
DK S. S. .Ahl[:lA Geological Survey of India, Jaipur
SHRIJ.JAYARAMAN Gmsim Industries Ltd, Mumbai
SHiuA. K..JMN(Alfernafe) .......—
sHRi J.P.DIiSAI Gujmt Ambuja Cements Ltd, Ahmedabad
SHIU B. K. JA(WIIYA(Akrrrate)
SHrUA K.CHADHA Hindustmr Prefab Ltd. New Delhi
Stnu J. R. SIL (Alternate)
SHRIJ.SARUP HospitalServicesConsultmcy Corpn(I)Ltd,Noida
SHruP.K. JArPURIAR(Alternate)
SHRIV. SURFSH Housing &Urbrm Development Corp Ltd, New Delhi
Srnu S. K. TANEIA (Al?emufe)
SHRI K. H. GANLiWAL Hydembrrd Industries Ltd, Hydembad
SHIHV. PATTABHI (Alternate)
DRC.S.VISWANATHA Indian Concrete Institute, Chenrmi
SHRID. .!krruvAsAN(Alternare)
PNn T.S. NA(iARAJ Indian Inst of Science, Bmrgdore
DRASH(IKKUMARGH(NH Indion Institute of Technology, Kharagpur
I>RS.S. SlilXRA Indian Roads Congress, New Delhi
SHRI.$!.RLIKNUMARSHARMA(Ah@rrrute)
C!m.]EN(i[NliR(Rll\rAR(:}l-~UM[-WD.[TOR) Irrigation and Power Research Institute, Amritsar
1<1.v;AK’Hormrwr (Ahernute)
StllU~,KIUSHNAMLIRTHY Larsen & Toubro Ltd, Mumbai
SHIHS. Crrc)wrmuw (Alfernute)
SH1Oc. C.BHl(rrAVHARYA Ministry of Surface Transport, New Delhi
SHRIA. LAKRA(Alterrrute)
Dr<C. RA.TKUMAR National Council for Cement & Bulding Materials, BaWrbhgarh
DRK. MOHAN(Alternute)
SHRI D. K, KANUN(;O National Test House, Calcutta
SHRiB. R. MbfiNA(Aliernute)
[)1<S.C,AHr.UWALrA OCL India Ltd, New Delhi
s~llrl’rx;Ew;lr-wlx(DFSR;N) Public Works Department, Chenmti
Exl:~Lvlvr EN(i[NLXR(Aftemafc)
JI ~lRl,C1’OR(S II)) (f3&S)/CB-11 Research Design & Standards Organization, Lucknow
JI D[ruxr(m (smJ)(B&S)/CB-f) (Alternate)
CHH IEN(IINITR (NAV(iAM DAM) Sardar Sarovar Narmada Nigam Ltd, Vadodm
S~wrrx;fiN(mw,rx(Akemute)
DR R. NARAYANAN Structuml Engineer Research Centre, Chenmri
SHRI S. G(WAI.KRISHNAN (Alfernafe)
,SHR[V.K.GHAN[:KAR Structural Engineer Research Centre, Ghttziabad
SIIIUT. N. TIWARr The Associated Cement Companies Ltd, Mumbai
Dk D. G(NH (Alternate)
StmlS.G(WIN,WH The India Cements Ltd, Chenmti
StiruR.TAMILAKARA(NAlternate)
(Continued on page 6)IS 14858:2000
(Cottfinuedfmm page 5)
Member,r Representing
SIRUP.D. KIJ.KAR The Indian Hurne Pipe Co Ltd, Mumbai
SHRiP R. ~. NAIR(AkernfIte)
1)1+}+,c.~ [5VISVARAYA The Institution of Engineers (India), Calcutta
SHRI1>.C. CHAIURVErR(Alternate)
PR(wA. K.JNN University of Roorkee, Roorkee
SHI{IS. S.SI 1111, Director General, BIS (Ex-ojjjicio Member)
I>lrector [Civ Engg)
Member–Secre fury
SHRtSANJAYPANT
Deputy Director (Civ Engg), BIS
Instruments for Testing Cement and Concrete Subcommittee, CED 2:10
Convener
DRA.K.CHATTERIIiE
The Associated Cement Companies Ltd, Thane
[)IRIX.IOR A.P Engg. Research Lab, Hyderahad
J[DtRr:c’I(m(Alwrnufe)
S[
lI:NI”II1[’ON {[1.1{
DY Dmf.c’l’(m (Alternate) All India tnstmment Mfrs & Dealers Assn, Mumbai
SHRsI.c..lAm AIMIL Ltd, New Delhi
SHIU S(IfUNIN RSIN(;H MiilHUR (AUemafe)
SIWI J. N.CHHANA Central Building Research Institute, Roorkee
SHI{I S. K A(X;AHWAI. (A/term~fe)
F,xI.(‘[I1Iv! bi(;[Nll,R ([h V) Central Public Works Department, New Delhi
D{ P R:iy CH(RIDHURI Central Road Research Institute, New Delhi
SIHU S. S. SI.f..HRA (Akerrurte 1)
SHHIHAr{ii;l:rSIN(;H(Alternate II)
SHNH. K.GIR{A Geologist Syndicate Pvt Ltd, Calcutta
SHRI S. RAMAMWSHAN Highwoys Research Station, Chennai
SiIIu T. DIIEINA KUMAR (Alfernuk)
SHIUl/N INl]r”f<slN(;fi Hydraulic Engg Instruments, New Delhi
SIHU t3WRA(’HAN SIN(;H (Altc’rrwte)
PI{()]C,K.lhtvi!:!iu Indian institute of Technology, Mu]mbai
I)RR. S AYYAR(Alr<rrrure)
PI+(!I S. N. SINHA Indian Institute of Technology, New Delhi
St+[u K. S. SIItASKAR Ministry of Defence, Prme
SIiRI A. K SIVANANOAN (Alfernafe)
I)RS LAXh!r National Council for Cement & Building Materials, Ballobhgarh
S}!wS C. HIIIUA (Aherrwte)
Lh{V.M(JHAN National Physical Laboratory, New Delhi
SHRI OMKAR SHARMA (Akrnaw)
S111{~1. [<.Ml INA National Test House, Calcutta
SIIRI B MkNiJAI. (Alferrr{lte)
1))1{(1’1011(RI.$1.ARVII{NSrmm) Public Works Depatment, Lucknow
1)[{T.N. CHOI].R(Alfermlte)
,’iIlf{l ~ V. ft ~Al The Associated Ce\ment Co Ltd, Thane
I)R 1) GII(JSH (A/tern~lle)
6Bureau of Indian Standards
BIS is a statutory institution established under the Bureau of Indian Standards Act, 1986 to promote
harmonious development of the activities of stardardization, marking and qualhy 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 DOC: NO.ICED 2 (53 19).
Amendments Issued Since Publication
Amend No. Date of Issue Text Affected
BUREAU OF INDIAN STANDARDS
Headquarters:
Manak Bhavan, 9 Bahadur Shah Zafar Marg, New Delhi 110002 Telegrams: Manaksanstha
Telephones: 3230131,3233375,3239402 (Common to all ofllces)
Regional Offices: Telephone
Central : Manak Bhavan, 9 Bahadur Shah Zafar Marg 3237617,3233841
NEW DELHI 110002
Eastern : 1/14 C.I.T. Scheme VII M, V.I.P. Road, Kankurgachi 3378499,3378561
CALCUTTA 700054 { 3378626,3379120
Northern : SCO 335-336, Sector 34-A, CHANDIGARH 160022 603843
{ 602025
Southern : C.I.T. Campus, IV Cross Road, CHENNAI 600113 2350216,2350442
{2351519,2352315
Western : Manakalaya, E9 MIDC, Marol, Andheri (East) 8329295,8327858
MUMBAI 400093 {8327891,8327892
Branches : AHMADABAD. BANGALORE. BHOPAL. BHUBANESHWAR.
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HYDERABAD. JAIPUR. KANPUR. LUCKNOW. NAGPUR.
PATNA. PUNE. RAJKOT. THIRUVANANTHAPURAM.
Printed atSimco PrintingPress, Delhi
|
3620.pdf
|
IS: 3620-1979
Indian Standard
SPECIFICATION FOR
LATERITE STONE BLOCK FOR MASONRY
First Revision )
(
First Reprint JANUARY 19139
L’DC 691.21-433.:693,1
BUREAU OF INDIAN STANDARDS
MANAK BHAVAN, 9 BAHADUR SHAH ZAFAR MARC3
NEW DELHI 110002
Gr 2 May 1980ISr9620-1979
Indian Standard
SPECIFICATION FOR
LATERITE STONE BLOCK FOR MASONRY
( First Revision )
Stones Sectional Committee, BIN2 6
Chairman Representing
SRRI B. RAMACHANDRA~ Geological Survey of India
Members
SFIRI S. R. PRADHAN (Alternate to
Shri B. Ramachandran )
SRRI K. K. AQRAWALA Builders’ Association of India, Bombay
SHRI K. K. MAD~OK ( Alternate)
SEMI S. K. BANWJEE National Test House. Calcutta
SHRI P. R. DAS ( Alternate )
SHRI R. K. BANSAL Delhi Marble Dealers’ Association, New Delhi
SERI J. K. CHARAN Engineer-in-Chief’s Branch (Ministry of
Defence )
SHRI K. KAMLANATRAN ( Alternate )
CHIEF ARCI~ITECT Central Public Works Department, New Delhi
CHIEF ENGINEER ( B & R ) Public Works Department. Government of
Rajasthan, Jaiphr ’
SHRI Y. N. DAVE Department of Geology & Mining, Government
of Rajasthan, Udaipur
SHRI R. G. GIJPTA ( Alfernate )
DEPUTY DIRECTOB ( RESEARCH ) Public Works Department, Government of Uttar
Pradesh, Lucknow
DR M. P. DHIR Cenrgraload Research Institute ( CSIR ), New
DR N. B. LAL ( Alternate)
DIBECTOR ( CSMRS ) Central Water Commission, New Delhi
DEPUTY DIRECTOR ( CSMRS )
( Alternate )
SHRI M. K. GUPTA Himalayan Tiles and Marble Pvt Ltd, Bombay
DR ICJBALA LI Engineering Research Laboratories, Government
of Andhra Pradesh, Hyderabad
\
SRRI G. RA~AKHISHNA (Alternate )
( Continued on page 2 )
0 Cobvright 1980
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 perm:ssion of the
publisher shall be deemed to be an infringement of copyright under the said Act.IS:3620- 1979
( Continuedfrom pap 1)
Members Representing
SWRI R. C. JAIN Ministry of Shipping & Transport ( Roads Wing),
New Delhi
SHRI R. G. LIIKAYE Indian Institute of Technology, Bombay
DR G. S. MEHROTRA CentrRtiorF;;ldmg Research Instttute ( CSIR ),
DR DINESIX CHANDRA (A!lernale )
SHRI PREM SWARVP Department of Geology b Mining, Government
of Uttar Pradesh, Lucknow
SHRI A. K. A~ARWAL (Alternate )
DR A. V. R. RAO National Buildings Organisation, New Delhi
SHEI J. SEN GUPTA ( Aflernnte )
RESEARCH OFFICER ( ME R I ), Irrigation & Power Department, Government of
NASIK Maharashtra, Bombay
RESEARCH OFFICER ( GERI ) Public Works Department, Government of
Gujarat, Vadodara
SUPERINTENDINO E N Q I N E E R Public Works & Electricity Department, Govern-
ment of Karnataka, Bangalore
S~$%%%ING E N Q I N E E R Public Works Department, Government of Tamil
( DESIGNS ) Nadu, Madras
DEPUTY CHIEF $NCINEER ( I & D )
( Alternate )
SUPE~INTENDINO EN Q I N E E R Public Works Department, Government of West
( PLAXNINQ CIBCL~ ) Bengal, Calcutta
SEEI D. AJITHA SIMHA, Director General, IS1 (Ex-t$icio Member j
Director ( Civ Engg )
Secretary
SHBI S. SENMJPTA
Assistant Director ( Civ Engg ), IS1IS :362e- 1979
Indian Standard
SPECIFICATION FOR
LATERITE STONE BLOCK FOR MASONRY
( First Revision )
0. FOREWORD
0.1 This Indian Standard ( First Revision ) was adopted by the Indian
Standards Institution on 17 December 1979, after the draft finalixed
by the Stones Sectional Committee had been approved by the Civil
Engineering Division Council.
0.2 The laterites occur in Andhra Pradesh, Bihar, Kerala, Tamil Nadu,
Maharashtra, Karnataka, Assam, Goa, Meghalaya and Orissa and is
mainly used as building blocks for construction of masonry in building.
The term laterite stone has been applied generally to a group of rocks,
which occur as surficial blankets. It is the residual weathering produrts
of certain rocks containing silicates, such as basalt, granite and slate.
0.3 The physical properties of this stone vary cosiderably from place to
place. Freshly quarried laterite is soft and porous but when exposed to
atmospheric conditions it hardens and makes a very tough material.
Therefore, it is always desirable that these stones should be quarried
sufficiently ahead of use. But the laterke stone of certain minimum
requirements in strength, etc, is only suitable for masonry construction
and therefore, a careful selection in the procurement of this stone is
necessary before use. This standard has therefore been formulated
to provide a guidance for the selection of such stone for the purpose.
This standard was first published in 1966.
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 : 2-19GO*. The number of significant places retained
in the rounded off value should be the same as that of the specified value
in this stadard.
*Rules for rolmclinp otff numerical values (rev&d).
3IS : 3620 - 1979
1. SCOPE
1.1 This standard lays down the requirements for dimensions, physical
properties, and workmanship of rectangular blocks made from laterite
stone, used in the construction of walls and partitions.
2. GENERAL REQUIREMENTS
2.1 The stone blocks shall be without any soft veins, cracks, cavities, flaws
and similar imperfections.
2.2 The blocks shall be exposed preferably for a period of three months
before being used in the construction of masonry to ensure adequate
stabilization However, exposure to rains should be avoided.
3. DIMENSIONS AND TOLERANCES
3.1 The standard size of laterite stone blocks shall be as specified in
Table 1.
TABLE 1 SIZE OF LATERITE STONE BLOCKS
( All dimensions in millimetrcs )
3.2 Sizes other than those mentioned in Table 1, may be supplied if
agreed to between the purchaser and the supplier.
3.3 A tolerance of f5 mm shall be allowed on dimensions specified
in Table 1.
4. PHYSICAL PROPERTIES
4.1 The physical properties of the laterite stone blocks shall conform to
the requirements given in co1 3 of Table 2 when tested in :rccordance
with the provision of the respective Indian Standard given in co1 4 ni
Table. 2.IS : 3620 - 1979
TABLE 2 PHYSICAL PROPERTIES OF LATERITE STONE BLOCKS
( Clause 4.1 )
SL CHAXXACTERI~TIC REQUIRKWCNT METHOD OF TEST,
No. REF ‘1’0
(1) (2) (3) (4)
i) Water absorption Not more than 12 percent IS : 1124-1974’
by mass
ii) Specific gravity Not less than 2.5 IS : 1124-1974*
iii) Compressive strength Not less than 3.5 N/mm* IS : 1121 ( Part I )-1974t
NOTE - The compressive strength is for saturated dry samples.
*Method of teat for determination of water absorption, apparent specific gravity
and porosity of natural building stones (Jirst reuision) .
tMethod of tests for determination of strength properties of natural building stones:
Part I Comprrssive strength (jrst reulsion).
5. WORKMANSHIP
5.1 The blocks shall be of uniform shape with straight edges at right
angle.
5.2 The edges of the block shall bc rough and chisel dressed as prescribed
in IS : 1129-1972*.
6. MARKING
6.1 The blocks may be marked in a suitable manner with the
manufacturer’s identification mark or initials.
7. SAMPLING AND CRITERIA OF CONFORMITY
7.1 Lot - I n any consignment all the blocks from the same quarry
shall be grouped together to constitute a lot.
7.1.1 Samples shall be selected and tested separately for each lot for
determining its conformity or otherwise to the requirements of the
spccificat ion.
7.2 The number of blocks to be selected Sor the sample shall depend
upon the size of the lot and shall be in accordance with Table 3.
*Spccifration for dressing of natural building stonrs (first revisioft) .
5IS : 36’20- 1979
TABLE 3 SAMPLE SIZE AND CRITERIA FOR CONFORMITY
( Clause 7.2 )
No. OF NO.OPBLOCKSTOBE PERMISSIBLE No. SUB-SA~LIPLE
BLOCKS SELECTED IN THE %43lPLE CI~DEFECTIVES SIZE No.
(1) (2) (3) (4)
up to 100 5 0 3
101 to300 8 0 3
301 to500 13 0 6
501 and above 20 1 6
7.2.1 The blocks in the sample shall be selected at random and in
order to ensure the randomness of selection, random number table may
be used ( see IS : 4905-1968* ).
7.3 All the blocks selected as given in co1 2 of Table 3 shall be examined
for general requirements ( see 2 ), dimensions ( see 3 ), workmanship ( see 5 ).
Any block failing in any one or more of the above requirements shall be
considered to be defective. A lot shall be considered as conforming to
these requirements if the number of defectives obtained is not more than
the permissible number of defectives given in co1 3 of Table 3.
7.4 The lot having been found satisfactory with respect to general
requirements, dimension and workmanship, shall be tested for physical
properties. For this purpose a sub-sample of size as given in co1 4 of
Table 3 shall be selected at random. These blocks shall be first tested
for compressive strength and then for water absorption and specific
gravity. A lot shall be considered to have satisfied the requirement of
physical properties if none of the blocks tested for these requirements
fails in any of these tests.
‘Methods for random sampling.
6i3UIyEAIOIF INDIAN STANDARDS
Headquarters :
Manak Bhavan, 9 Bahadur Shah &far Marg, NEW DELHI 110092
ielephones : 3 31 01 31, 3 31 13 75 Telegrams : Manaksanstha
( Common to all Offices )
Regional Offices : Telephone
lW este:n ; Manakalayd, E9 M/DC, Marol, Andherl ( East 1. 6 32 92 95
BONlBAY 400093
IEastern : l/14 C. I. T. Schema Vi1 M, V I. P Road. 36 24 99
Maniktola, CALCUTTA 700054
Nor?hern : SC0 445-446, Sector 35-C 21843
CHANDlGAFiH 169036 3 i64l
Sotirhern : C. I. T Campus, MADRAS 600113 r4l 2442
(412519
i41 2916
6ranch Offices :
Pushpak,’ Nurmohamed Shaikh Marg, Khanpur, 2 63 48
AHMADABAD 380GOl { 2 63 49
‘F’ Block. Unity Bldg, Narasimharaja Square, 22 48 0”
BANSALORE 560002
Gnngotri Complex, 5th Floor, 8hadbhada Road. T. T. Nagar, 6 27 16
EHOPAL 462033
Plot No. 82/83, LeNis Road, BHUBANESHWAR 751002 5 36 27
5315 Ward No. 29. R. G. Barua Road,
-
5th Byelane. GU’&‘A!iATI 781003
5-C-56C I_, N. Gupta Marg. (Nampaliy Station Road), 22 10 83
HYDERABAD 500001
R14 Yudhister Marg. C Scheme, JAIPUR 302005 I6 34 71
16 98 32
117/418B Sarvodaya Nagar. KANPUR 208005 ‘21 68 76
f21 82 92
Patliputra Industrial Estate, PATNA 8COO13 6 23 05
Hantsx 8ldg ( 2nd Floor ), Rly Station Road, 52 27
TRIVANDRUM 695001
lnspeclion Office ( With Sale Point f:
lnstituticn of Engineers ( india) Building, 1332 Shivali Nagar. 5 24 35
PUNE 410005
*Seres 0:fice in Bombav is at Noveltv Chembera. Grant Road. 99 65 ze
Pombav 400007
tSales Office in Calcutta IJ et 5 Chowringhee Approech. P. 0. Pritwep 27 ss fxl
Street. Calcutta 700072
--
Reprography bit, BIE, New Delhi, lndu
|
12174.pdf
|
iS : 12174- 1987
Indian Standard
SPECIFICATION FOR
JUTE SYNTHETIC UNION BAGS
FOR PACKING CEMENT
Jute and Jute Products Sectional-Committee, TDC 3
Chairman Representing
SHRI B. R. BASU Jute Commissioner, Calcutta
Members
SHRI U. S. BAID Pesticides Association of India, New Delhi
SHRI S. CH_~TTBRJEE ( Aftcrnate)
SHRI J. D. BAPAT National Coundil for Cement and Building Mate-
rials, Ballabhgarh
SHRI A. T. BASAK Directorate General of Supplies & Disposals
( Inspection Wing ), New Delhi
SHRI S. K. BHATTACHARYA Jute Corporation of India Ltd, Calcutta
SRRI A. N. SANYAL ( Alter,late )
SHRI A. C. BISWAS National Jute Manufacturers Corporation Ltd,
Calcutta
SHL~IR ATICHAND Bo~~ulth Calcutta Baled Jute Association, Calcutta
CHAIRMAN Indian Jute Mills Association, Calcutta
SHRI G. M. BHANUA~I (Alternate I )
SHlt1 S. N. MUNLJRA ( &tern& 11 )
DR C. R. DEBNATH Jute Technological Research Labor&tories (ICAR),
Calcutta
SHRI 0. P. DHAMIJA Export Inspection Council of India, New Delhi
SHRI G. MIT~A ( Altern& )
SHRI D. K. DUTTA Office of the Jute Commissioner, Caicutta
SHRI SERB ax GUHA Eskaps ( India ) Pvt Ltd, Calcutta
SHRI KAJAL SUN ( Alternate )
SHRI D. GUPTA Jute Manufacturers Development Council,
Calcutta
SHRI G. SIVAKAMAN ( Alternate )
SHRI D. GUPTA New Central Jute Mills Co Ltd, Calcutta
SHRI P. K. MUKHERJEE (Alternate )
SHRI JASBIR SINQE Food Corporation of India, New Delhi
SHRI S. R. RAMNANEY ( Alternate )
LT-COL P. N. MAL~OTRA Ministry of Defence ( DGI )
SHRI A. N. MUSHRAN ( Alternate )
( Continuedo n page 2 )
@ Copyright 1987
BUREAU OF INDIAN STANDARDS
This publication is protected under the 1ndion Copyright Act ( XIV of 1957 ) and
reproduction in whole or in part by any means exctspt with written permission of the
publisher shall be deemed to be an infringement of copyright under the said Act.IS:12174 - 1987
( Continuedfrom page 1 )
Members Representing
Soar A. C. MATHUR Ministry of Defence ( R & D )
Sanr M. L. PAL ( Alternate )
SHRI S. N. MUNDRA Calcutta Jute Fabrics Shippers Association,
Calcutta
SERI L. SWAMINATHAN ( Alternate )
DR V. PACHAIYAPAN Fertilizer Association of India, New Delhi
SHRI S. K. PATANPAH. Rashtriya Chemicals & Fertilizers Ltd, Bombay
DR S..R. RAN~ANATHAN Indian Jute Industries’ Research Association,
Calcutta
DR U. MUEHOPADAE~AY ( Alternate ) _
SHRI AMITAVA SANYAL Indian Institute of Packaging, Bombay
SERI A. A. JOSHI ( Alternate )
SHRI A. R. SHENOY Cement Manufacturers’ Association, New Delhi
SHRI A. N. SIN~H Ministry of Agriculture
SHRI R. I. MIDHA, Director General, BIS ( Ex-oflcio Member )
Director ( Tex )
Secretary
SHR~ A. R. BANERJEE
Joint Director ( Tex ), BIS
2IS t 12174- 1987
Indian Standard
SPECIFICATION FOR
JUTE SYNTHETIC UNION BAGS
FOR PACKING CEMENT
0. FOREWORD
0.1 This Indian Standard was adopted by the Bureau of Indian Standards
on 29 September 1987, after the draft finalized by the Jute and Jute
Products SectionaI Committee had been approved by the Textile Division
Council,
0.2 The work for development of alternative bags in place of conventional
jute bags for packing cement with a view to reducing the wastage of
cement as well as cost of packing was taken up by the National Council
for Cement and Building Materials ( NCB ), New Delhi, at the instance of
Ministry of Industrial Development, Government of India. NCB with the
help of Indian Jute Mills Association and cement industry evaluated a
number of bags, made out of different fabric constructions, in their labora-
tory and in actual field trials for performance. The Sectional Committee,
acknowledging the work done by NCB in the development of these bags,
decided to cover the requirements based on their work in this standard.
The performance of these bags-is comparable to the traditional jute bags
for packing cement ( see IS : 2580-1982* ).
0.3 For the purpose of deciding whether a particular requirement of this
standard is complied with, the final value, observed or calculated,
expressing the result of a trst or analysis, shall be rounded off in accor-
dance with IS : 2-1960-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.
1. SCOPE
1.1 This standard prescribes the constructional details and other particu-
lars of jute synthetic union bags of dimensions 71 x 48 cm for packing
50 kg of cement.
*Jute sacking bags for packing cement ( second revision ).
tRules for rounding off numerical values ( revised ).
3IS : 12174 - 1987
2. TERMINOLOGY
2.1 For the purpose of this standard, the definitions given in IS : 5476-
1966* shall apply.
3. GENERAL REQUIREMENTS
3.1 Fabric - The fabric used in the manufacture of bags shall be woven
in plain weave with jute double warp ends and HDPE tapes in the ratio
of 1 : 1 and jute yarn in the weft. The count of’ jute warp yarn should be
380 tex ( 11 grist ) end weft yarn 895 tex ( 26 grist ). The HDPE tape for
warp yarn should have 3 mm width and 90 tex ( 800 denier ) fineness.
The mass per square metre of the fabric shall be 535 g -+l,Op ercent.
3.2 ~Bags - The bags shall be made from single pieces of fabric, uniform
in construction and 71 cm width, with the weft running along the length
of bags. The valve of the bag shall be made from same fabric as used in
the bags.
3.3 Seam - The bottom of the bag shall be left open or stitched as
agreed to between the buyer and the seller. The stitching of the top and
bottom of the bag shall be on selvedge with overhead or herakle stitches
through two layers of fabric using 2 strands of 3 ply jute twine of 380 tex
x 3 for overhead stitching and 300 tex x 3 for herakle stitching. The
stitching shall be of even tension throughout with all the loose ends
securely fastened. The number of stitches per decimetre shall be between
9 to 11.
3.3.1 At the side of the bag the raw edges shall be turned to a depth of
38 mm and sewn with either overhead or herakle stitches through four
layers of fabric ( see Fig. 1 ) using 2 strands of 3 ply jute twine of
380 tex x 3 for overhead stitching and 300 tex x 3 for herakle stitching.
The stitching shall be of even tension throughout with all the loose ends
securely fastened. The number of stitches per decimetre at the sides shall
be9to 11.
NOTE - It is recommended that the depth of stitching from the edge of the bag
should be minimum 10 mm.
4. SPECIFIC REQUIREMENTS
4.1 The fabric and the bags made out of it shall conform to the require-
ments laid down in Table 1.
4.2 The bales containing the bags shall conform to the requirements laid
down in Table 2.
4.3 Contract Regain-The contract moisture regain shall be 20 percent.
*Glossary of terms relating to jute (Jirs! revision ).
4STITCH IS : 12174 - 1987
-I
/-
LOWER LAYER OF BAG
SECTldN AA SECTION 86
- VALVE FOR FILLING
OVERHEAII OR HERAKLE <FOR METHOD OF
STITCHING AND OTHER
DETAILS SEE Fig. 2)
VALVE OPENING
PPER LAYER
OF BAG’ STITCH\
SECTION CC
UPPER LAVER~
RAW
EDGE
LtOWER
LAVER
SECTION ZZ
OVERHEAD OR
HERANLE STITCHING
UPPER
LAYER
SECTION XX SECTION YY
The valve opening shall be at side corner or at top corner as agreed to between
the buyer and the seller.
All dimensions in centimetres.
FIG. 1 JUTE SYNTHETIC UNION BAG FOR PACKING CEMENT
( WITH VALVE OPENING AT SIDE CORNER j
5IS : 12174- 1987
TABLE 1 PARTICULARS OF JUTE SYNTHETIC UNION BAGS FOR
PACKING CEMENT
( czauses 4.1 and 7.1 )
SL CHARACTERISTIC REQUIRE- TOLERANCE METHODOFTEST,
No. MENT __-_h_-T REYFTO
’ Indi- Ave_ F---A-----y
vidual rage Clause Appen-
No. of dix of
IS : 9113- this stan-
1979$ dard
(1) (2) (3) (4) (5) (6) (7)
i) Jute-synthetic union fabric
a) Ends/dm* 52 f4 - 14.4 -
+2
b) Picks/dmt 39 *2 14.4 -
-1
ii) Dimensions (see Note 1 ):
a) Outside length of bag, cm 71.0 t; - 14.3.2 -
b) Outside width of bag, cm 48’0 ‘; 14.3.2 -
cl Valve ( see Note 2 ):
( see Fig. 2 )
1) Effective size, cm 10x73’5 t; - - A-l
2) Size of valve flap, cm lQ5X 12 z; - - A-l
+40 - 14.5.2 -
iii) Mass per bag, g (see Note 3) 420
-20
iv) Breaking strength of;e;!$Jf
( ravelled strip
10 X 20 cm ), N(kgf)§,
Min
Average
a) Warpway 1175(120) -- - 14.6.2 -
b) Weftway 1615( 165) - 14.6.2 -
v) Breaking strength of seam
( strip size : 5 X 20 cm ),
N(kgf)$, Min
a) Side 440(45) - - - A-2
b) Top (or top andbottom) 610(62) - - - A-2
*Jute yarn and HDPE tape as warp shall be in the ratio 2 : 1.
fOnly jute yarn shall be as weft.
tspecification for jute sacking : General requirements.
31 kgf = 9.8 N approx.
( Continued )
6IS:12174-1987
TABLE 1 PARTICULARSOF JUTE SYNTHETIC UNION BAGS FOR
PACKING CEMENT - Contd
NOTE l-The length and width of bags may be as agreed to between the buyer
+4
and the seller, subject to a tolerance of _-. cm.
NOTE 2 -The position of valve opening shall be at the side corner or top corner
as agreed to between the buyer and the seller.
NOTE 3 - Mass of bags of other dimensions shall be proportional to the
standard bag 420 g, 71 x 48 cm and calculated on the basis of the area of the fabric
+10
including the seam, valve and flap with a tolerance of _5 percent of bag mass.
OVERHEAD OR HERAKLE
STITCHING
FOLDED INWARD
NOTE :
a1 The size and shape of the flap before folding and stitching is shown by
’ ABCDE.
b) The size and shape of the valve as in the bag is shown by XT<E.
c) A’ B’ shows the side AB of the flap after folding.
d) C’ D’ shows the side CD of the flap after folding.
All dimensions in centimetres.
F1o.2 METHODOF MAKING THE VALVE
7IS : 12174 - 1987
TABLE 2 REQUIREMENTS OF PACKED BALES
( Clauses 4.2 and 7.1 )
SL CHARACTERISTICS REQUIREMENT METHOD OF TEST
No. ( REF TO CLAUSE No.
OF IS : 9113-1979+)
i) Total number of bags per bale 800 14.8
ii) Contract mass of a bale, kg ( see 336 -
Note 2 )
iii) Corrected net mass of a bale Not less than 14.1
contract mass
iv) Moisture regain, Max 22 percent 14.2
v) Oil content on dry deoiled mate- a percent 14.7
rial basis, Max ( set Note 3 )
*Specification for jute sacking : General requirements.
NOTE 1 - The number of bags per bale shall be 800 or as specified in an agree-
ment between the buyer and the seller. The number of bags per bundle shall be
25 or 50 as agreed to between the buyer and the seller. There shall be no joint bag
in any bale.
NOTE 2 - Contract mass of a bale is calculated as follows:
Contract mass of a bale = nominal mass of a bag x specified number
of bags per bale
( Contracted mass of a bale specified in the table is on the basis of
420 g per bag and 800 bags per bale )
NOTE 3 - The specified oil content value of 8 percent corresponds to about
7 percent when determined on dry deoiled material plus 20 percent regain basis.
5. PACKING AND MARKING
5.1 Packing - The bags shall be packed in bales as laid down in
IS : 2873-1979* or as specified in an agreement between the buyer and
the seller.
5.2 Marking - The bales shall be marked as laid down in IS : 2873-
1969*. Additional markings shall be made as stipulated by the buyer or
as required by the regulations law in force.
5.2.1 The bales may also be marked with the Standard Mark.
NOTE - The use of the Standard Mark is governed by the provisions of the
Bureau of Indian Standards Act, 1986 and the Rules and Regulations made tbere-
under. The Standard Mark on products covered by an Indian Standard conveys
the assurance that they have been produced to comply with the requirements of that
standard under a well-defined system of inspection, testing and quality control which
is devised and supervised by BIS and operated by the producer. Standard marked
products are also continuously checked by BIS for conformity to that standard as a
further safeguard. Details of conditions, under which a licence for the use of the
Standard Mark may be granted to manufacturers or producers, may be obtained
from the Bureau of Indian Standards.
*Specification for packaging of jute products in bales (Jrst revision ).
8IS:12174 - 1987
6. SAMPLING AND INSPECTION
6.1 Unless otherwise agreed to between the buyer and the seller, the
procedure for sampling shall be as given in Appendix B of IS : 9113-1979*
and the procedure for measurement of valve as given in Appendix A.
7. CRITERIA FOR CONFORMITY
7.1 The lot shall be considered as conforming to the requirements of the
standard, if the following conditions are satisfied:
a) The total of the corrected net mass of the bales under test is not
less than the total contract mass of the bales ( see Table 2 ).
b) The number of bags in each bale under test is not less than the
specified number ( see Table 2 ).
c) The average moisture regain percent of the ba,gs under test is not
more than-the specified percentage ( see Table2 ).
4 The average oil content of the bags under test is not more than
the specified percentage ( see Table 2 )
meT) he dimensions of at least 90 percent of the bags under test are
in accordance with the requirements specified ( see Table 1 ). In
the remaining bags, no bag shall have dimensions less than l-5
cm below the specified values.
f 1 All the values of length and width of valve and flap are in accor-
dance with the specified requirements ( see Table 1 ).
g) The mass of at least 90 percent of the bags under test is in accor-
dance with the requirements specified ( see Table 1 ). In the
remaining bags, no bag shall have mass less than 7.5 percent
below the specified value.
h) The individual ends per decimetre of the bags under test and the
ratio of jute yarn and HDPE tape are in accordance with the
requirement specified ( see Table 1 ).
j) The average and individual picks per decimetre of the bags
under test are in accordance with the requirement specified ( see
Table 1 ).
k) The average breaking strength values of the bags under test for
both warp and weft directions are not less than the requirements
specified ( see Table 1 ).
m) The average breaking strength values of seam for side and top
( or top and bottom ) of the bags under test are not less than the
requirements specified ( see Table 1 ),
*Specification for jute saking: General requirements.
9IS I 12174 - 1987
APPENDIX A
( Tuble 1 and Clause 6.1 )
TESTING AND INSPECTION
A-O. ATMOSPHERIC CONDITION OF TESTING
A-0.1 All tests may be carried out in the prevailing atmospheric conditions
with relative humidity between 40 and 90 percent.
A-l. SIZE OF VALVE AND FLAP
A-1.1 From each sample bag, remove the stitches at the top of the bag
near the valve. Lay the bag flat on the table, turn the upper layer of the
bag, render the bag free from creases and wrinkles and measure the size
of the valve to the nearest 0.2 cm.
A-l.2 Remove the stitches and separate from each bag the flap used for
manufacturing the valve. Measure the size of the flap to the nearest
0.2 cm.
A-2. BREAKING STRENGTH OF SEAM
A-2.1 Test two specimens each from the side and top ( or top and bottom )
of each of the sample bags taking 200 mm between grips with the seam
near about -the centre, using a constant rate-of-traverse machine operating
at 460 mm per minute in accordance with IS : 9030-1979*. Prepare the
test specimens in the form of a double ‘T’ with 100 mm of seam and 50
mm width of fabric as shown in Fig. 3.
*Method for determination of seam strength of jute fabrics including their
laminates.
10XS : 12174 - 1987
All dimensions in millimetrs.
FIG. 3 SIZE AND SHAPE OF TEST SPECIMEN FOR SEAM STRENGTH
11INTERNATIONAL SYSTEM OF UNltS ( 81 UNITS)
Base Units
Quantity Unit Symbo
Length metre m
Mass kilogram kg
Time second 8
Electric current ampere A
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/3
Energy joule J 1 J = 1 N.m
Power watt W 1 W = 1 J/s
Flux weber Wb 1 Wb = 1 V.s
Flux density tesla T 1 T = 1 Wb/m*
Frequency hertz Hz 1 Hz = 1 c/s (s-z)
Electric conductance siemens S 1 S =l A/V
Electromotive force volt V 1 V = 1 W/A
Pressure, stress Pascal Pa 1 Pa = 1 N/m”
|
8763.pdf
|
ISt8763-1978
(Reaffirmed 1987 )
Indian Standard
GUIDE FOR
UNDISTURBED SAMPLING OF SANDS
( First Reprint MARCH 1988 )
UDC 624.131.36:624.131.212
BUREAU OF INDIAN STANDARDS
MANAK BHAVAN. 9 BAHADUR SHAH ZAFAR MARG
NEW DELHI 110002
Gr 3 August 1278ISt8788-1878
Indian Standard
GUIDE FOR
UNDISTURBED SAMPLING OF SANDS
Soil Engineering Sectional Committee, BDC 23
Chairman Refiasenting
PROP DINESE MORAN Cent;~or~e;ilding Research Institute ( CSIR ),
Members
ADDXT~ONALC HIEF Ewanrmm Public Works Department, Government ,of
Uttar Pradesh, I.ucknow
Sam D. C. C~ATURVEDI ( Altermt~ )
AD;;ITONAL DIRECTOR REBEARCR, Ratlway Board ( Ministry of Railways )
DEPUTY DIRECTOR REAEARCH,
RDSO ( Alternate)
PROF ALAX SIN~H University of Jodhpur, Jodhpur
LT-COL AVTAR SIN~H Engineer-in-Chief’s Branch, Army Headquarters,
New Delhi
MAJ V. K. KANITKAR ( Alternate )
DR A. BANERJEE Cementation Co Ltd, Calcutta
SBRI S. GUPTA ( Alternate )
CEIEF ENGINEER ( D & R ) Irrigation Department, Government of Punjab,
Chandigarh
DIRECTOR ( IPRI ) ( Alrsrnnte )
SHRI K. N. DAD~NA In personal capacity ( P-820, New Alipors,
culcwu 700053 )
SHHI A. G. DASTIDAI~ In personal capacity ( 5, Hunger&d Street, 1211
Hungerford Court, Calcutta 700017 )
SHRX R. L. DEWAN Irrigation Research Institute, Khagaul, Patna
Dn G. S. DKILLON Indis n Geotechnical Society, New Delhi
&RI A. H. DIVANJI Asia Poundations & Construction (P j Ltd, Bombay
SRRI A. N. JANQLE ( Alternate )
DR SHASHI K. GULHATI Indian Institute of Technology, New Delhi
DR G. V. RAN ( Altern& )
SSM V. GI HEQDE National Buildings Organization, New Delhi
SHRI S. H. BALCHANVANI ( Alternate )
SRRI 0. P. MALHOTRA Public Works Department, Government of Punjab,
Chandigarh
SHRI J. S. MARYA Roads WingtMinistry of Shipping & Tranrport
SRRI N. SEN ( Alternate )
SHRI R. S. MELKOTE Central Water Commission, New Delhi
DEPUTY DIRECTOR ( CSMR.3 ) ( Alternote )
( Continued on page 2 )
@ Copyright 1978
BUREAU OF INDIAN STANDARDS
I This publication is protected under the Indian CoPTight Act ( XIV of 1957 ) and
reproduction in whole or in part by any. means except with written permission of the
publi%hcr shall be deemed to be an infringement of copyright under the said Aa.
IIS : 8763 - 1978
( Continuedfrtm pap 1 )
Membns Rtprtstnting
Sznr T. K. NATARAJAN Central Road Research Institute ( CSIR ),
New-Delhi
REPRESENTATIVE Hindustan Construction Co Ltd, Bombay
RESEAI~CH OFPICWR . Building &. Roads Research Laboratory. Chandigarh
SBRX K. R. SAXENA Engineering Research Laboratories, Hyderabad
SECRETARY Central Board of Irrigation & Power, New Delhi
DEPUTY SECRETARY ( Alterna&e )
DR SHAMSH~R P~AIU~IC University o.f Roorkrc, Roorkee; and Institution of
Engineers ( India ), Delhi Cenrrc
Dz GOPAL RAFJAN ( Altaaate )
SHRI II. D, SHARMA Irrigation Research Institute, Roorkee
SUPWINTENDINU ENCIMEFR Public Works Department, Government of
Tamil Nadu, Madras
EXZCTJTIVE ENGINEER ( Ahrnalt )
SHRI B. T. UNWaLLA Concrete Association of India, Bombay
SHRI T. M. MENON ( Alttrnalt )
SHRI H. C. V~RMA All India Instruments Manufacturers & Dealers
Association, Bombay
SHRI V. .K. VASIJDEVAN ( ANtmalt )
SHRI D. AJITHA SIMHA, Director General, BIS ( Ex-&a Member )
Director ( Civ Engg )
Sttrttag
SHRI G. RAMAN
Deputy Director ( Civ Engg ), BIS
Site Exploration and Investig$r2or2Foundations Subcr:mmittee,
:
Conocncr
SBRI R. S. MEIXOT~ Central Water Commission, New Delhi
Mtmbtrs
DEPUTY DIRZCTO~ ( CSMRS ) ( Al&wh+ to
Shri R. S. Melkote )
P~OF ALAP,I SINRII University of Joilhpur, Jodhpur
DR A. BANERJEE Cementation Company Ltd. Bombay
&PUTY DIRECTOR RE~EARCZX Railway Board ( Ministry of Railways )
( FE ), RDSO
ASSISTANT DIREDTOR
RESEARCH ( SOIL MECE ) ,
RDSO ( Aluwiart )
SWRI R. C. DZSAI Asia Foundations and Construction (P) Ltd, Bombay
DIRECTOR Maharashtra Engineering Research Institute, Nasik
RESEARCH OFFICER ( Akmuic )
DIRECTOR GENERAL Geological Survey of India, Calcutta
SHRI S. K. SHOME ( Alltrnalt )
SIIRX P. N. MEHTA ( Alltraatc )
( Continutd on pagt 10 )
*
2ISr8763.1978
Indian Standard
GUIDE FOR
UNDISTURBED SAMPLING OF SANDS
0. FOREWORD
0.1T his Indian Standard was adopted by the Indian Standards
Institution on 28 February 1978, after the draft finalized by the Soil
Engineering Sectional Committee had been approved by the Civil
Engineering Division Council.
0.2 Undisturbed sampling of soil is a common feature in the field of soil
mechanics and foundation engineering for finding in situ characteristics
of soils. In nature soils are found in variety and in different states of
compactness and samplers have been designed to collect soils with least
disturbance within practical limitations. Cohesionless soils are still
problematic as far as undisturbed sampling is concerned, and hence
in situ testing is more common for these soils. Samples of coarse or loose
sand readily fall out when ordinary sampling equipment with an open
end is used. This guide has, therefore, been prepared to provide guidance
in obtaining undisturbed samples in sand and \covers two important
techniques of undisturbed sampling in uncemented sands, namely,
stationary piston sampling.with drilling fluid circulation technique and
compressed air technique. kowever, even with these methods the sample
obtained may be considered to be only relatively undisturbed. These
samples are generally used for the determination of in situ density. It
also briefly mentions the technique of rotary core drilling in cemented
sands.
0.3 Special techniques in sampling of sand have not been covered in
this guide as these techniques are costly and are employed on a limited
scale in very special cases. Some of such techniques in use are mentioned
in 0.3.1.
0.3.1 Freezing or impregnation form special techniques beneficially
used in sampling sands under favourable conditions. Freezing ensures
solidification of the lower part of the sample to retain it in the sampler
tube. Solidification can also be achieved in some cases by impregnating
a chemical such as kerosene at subzero temperature in place of drilling
fluid, mixing alcohol with dry ice, emulsified asphalt and grout, etc.
0.4 In the formulation of this standard due weightage has been given to
international co-ordination among the standards and practices prevailing
in different countries in addition to relating it to the practices in this
II
fieid in this country.
3t
IS,8763 - 1978
1. SCOPE
1.1 This standard covers the following two techniques of undisturbed
sampling in uncemented sands:
a) Stationary piston sampling with drilling fluid circulation
technique, and
b) Compressed air technique.
2. STATIONARY PISTON SAMPLING WITH DRILLING FLUID
CIRCULATION TECHNIQUE
2.1 Equipment -- Figure 1 illustrates the various componerlts ofequip-
ment apart.from drilling equipment and pump. There are as i:ca!lo~~:
a) A thin walled sampler conforming to IS : 2132-1972”.
b) An airtight piston with a vacuum breaking arrangement.
c) The sampler head comprising the following:
1) Suitable set screws to join the sampling tube to the head of
the sampler,
2) A vent hole, and
3) A clamping arrangement to prevent the piston rod from
falling down during lowering or withdrawal.
d) Sturdy and straight piston rods with 1 m joint to joint spacing.
e) A storage tank wherein drilling fluid ( generally bentonite slurry )
of required consistency is kept constantly agitated by paddle or
any other suitable arrangement.
f ) A tank to receive the efficient ( drilling fluid ) to separate the
sand ~particles from the drilling fluid to allow for recirculatiorr of
the latter.
2.2 Description of Technique and Procedure of Sampling
25.1 General - In this method, partial vacuum is created above the
sample while withdrawing the stationary piston sampler. The coating
of drilling Auid at the shoe keeps the sand sample intact during with-
drawal. Since the piston will be at the shoe of the sampler at the
beginning of the sampling operation, no shavings can enter the tube
during sampling. The consistency of the drilling fluid shall depend on
the grain size of sands, the relative density and the position and
condition of water table. For fine sand, a drilling fluid with a specific
gravity of 1.05 will be satisfactory.
*Code of practice for thin-walled tube sampling of soils (&t revision) ,X8:8763-1978
PISTON ROD
ORlLL ROD
------I
VAWN.4
BREAKER ROD
INSIDE THE
PISTON ROD
SAMPLE\
PISTON
CAVITY FILLED
8Y FLOW OF
SIJRROUNOING
IA Start of Drive IB End of Drive IC During Withdrawal
FIG. 1 CROSS SECTION ( DIAGRAMMATIC ) THROUOH EORING
DURING SAMPLER DRIVE AND WITHDRAWAL
2.22 +wd4re of Sampling
2.2.2.1 The bore hole shall be advanced with any suitable technique.
It is preferable to use rotary drilling in combination with drilling fluid
for advancement of bore hole; particularly, for deeper depths which
limits the lengths of casing to the upper depths. *
5IS:8763-1978
2.2.2.2 In case of rotary drilling, using drilling fluid, the drilling
fluid of required consistency shall be kept continuously agitated in a tank
by paddle or any other arrangement. This fluid shall be circulated
through a drill rod during drilling operation. It is advantageous to use
fish tail bit for such drilling.
2.2.2.3 The outcoming fluid shall be collected in a separate tank and
the sand particles allowed to settle down. The supernatant fiuid shall
then be used for re-circulation.
2.2.3 Sampling Technique
2.2.3.1 Having advanced the drill hole, the sampler, with the rod
in extended position, shall be lowered. The drill rods and the piston
rods help reaching down to the surface of contact where sampling is to
be done. The piston rod shall be clamped to the drilling machine or
tripod and the sampling tube shall be pushed continuously into the virgin
soil.
2.2.3.2 Before withdrawal of the sample, it shall be given a rotary
motion to shear the sample at the bottom of the tube. The piston shall
be locked so that it does not move downwards while the sample is being
cut. Both the drill rods and the piston rods shall be removed in stages.
2.2.3.3 Necessary precaution shall be taken to prevent the piston or
piston rod from falling down. This shall be ensured by a suitable piston
rod locking device such as a conical catch, which shall be checked to be
in satisfactory working condition prior to use.
3. COMPRESSED AIR TECHNIQUE
3.1 Equipment - The equipment is shown in Fig. 2. It shall have
the following components apart from the drilling equipment and casing
pipes ( 152 mm diameter ):
a) Compressed air bell to house the sampler tube connected through
a hose to a foot pump at the ground surface.
b) Sampler tube ( 63 mm diameter and 1.7 mm wall thickness ).
c) A special head comprising the follwing:
1) Set screws to connect the sampler head to sampling tube,
2) Rubber sealing rings,
3) Water exit ports,
4) A rubber diaphragm valve,
5) A relief valve,
6) A bronze bushing,
7) Special sealing ring ( Angus type ), and
8) A steel head for the bell.
6IS :8763 - 1978
A removable spacer block.
Guide rod.
A socket block encasing guide rod along with a shackle to push
the sampler tube.
Lifting cable.
3.2 Description of Technique and Procedure of Sampling
3.2.1 &rural - In this technique compressed air is used to keep the
ground water separated from the sample in order to avoid dispersion of
sampled sand. This is done by withdrawing after sampling, the sampler
tube into a bell where the ground water has been displaced by com-
pressed air through a continuous pumping process. The depth of water
in the drill holes govern the pressure of compressed air. The method is
suitable for sampling sand under water table.
3.2.2 Procedure of Sampling
3.2.2.1 The drill hole shall be advanced with a suitable boring
method using 152 mm diameter casing down to the depth of sampling.
3.2.2.2 Having reached the required depth, the sampler shall be
pushed into soil by means of a drill rod and the spacer block and ohackie
arrangement. The spacer block above the bell limits the length of
sampling stroke, thus, avoiding overdriving.
3.2.2.3 Tlie drill rod shall then be withdrawn. Compressed air
shall be forced into the bell by means of a foot pump. The air in turn
pushes the diaphragm of the relief valve so as to maintain an excess
pressure of 140 kN/ ma ( 1’4 kgf/cm* ) thus closing the diaphragm check
valve.
3.2.2.4 Having expelled the water in the bell, as indicated by the
rising air bubbles, the sampler shall be withdrawn into the bell and the
entire assembly raised to the surface by means of a cable. During
raising of the assembly to the surface, water should be poured
continuously to keep the drill hole full. The foot pump shall be
conrinuously operated during withdrawal.
3.2.2.5 The spacer block above the bell shall then be removed so
that the sampler is pushed out of the bell and sampling tube disconnect-
ed. A filter plug shall be placed in the lower end. The suction created
by check valve shall then be released and undisturbed sample obtained.IS : 8763- 1978
COMPRE
AIR LIN
mm
WM
GUIDE ROD
/I----
REMOVABLE SPACER
SEALING RING (ANGUS TYPE)
BRONZE BUSHING
STEEL WEIGHT
RELIEF VALVE
WATER EXIT PORT
El SEALING RING
Q ASING PIPE, 9 152mm
c
All dimensions in millimetres.
FE. 2 GENERAL LAYOUT OF SAND SAMPLER WI-W*
AUXILIARY BELL FOR COMPKPZXD AIR
8IS : a763 - 1978
4. SAMPLING IN CEMENTED SANDS
4.1 SIow rotary technique using core barrels may be used to obtain
undisturbed cores in cemented sand. If necessary, drilling fluid may be
used during advancement for stabilization of the hole. In certain cases,
where drilling is susceptible to cave in double tube core barrels may be
used. If such cemented sands exist at shallow depths, preferably block
samples may be obtained, by isolating a 200-300 mm square column of
soil followed by covering it by a slightly larger hollow box open at top
and bottom. The annular space between the rock and box shall then
be filled by paraffin. The sample shall be trimmed by a spade and then
covered at top and bottom also by paraffin so as to preserve its moisture.
9IS : 8763 - 1978
( Continued from page 2 )
Members Reprwnting
EXECUTIVE ENOIN~~B ( SM ) Public Works Department, Tamil Nadu, Madras
SHRIT . K. NATAEAJAN Cent;)a\MRoad Research Institute ( CSIR ), New
SERI I-L R. PRAMANIK River ‘Research Institute, Government of West
Bengal, Calcutta
SHRI H. L. SAHA ( Altcrnatc )
R~PR&SENTATIVE Hindustan Construction Co Ltd, Bombay
MAJ K. M; S. SAHASI Engineer-m-Chief’s Branch, Army Headquarters,
New Delhi
SERI 0. P. BHATIA ( Altcmate )
SHRI N. SEN Roads Wing, Ministry of Shipping and Transport
SHRI P. K. THOMAS ( Altcmats )
SERI M. M. D. SETH Public Works Department, Government of Uttar
Pradesh. Lucknow
SERI D. SHA~FKA Central Building Research Institute ( CSIR ),
Roorkee
SHRI V. S. ACJ~ARWAL ( Alternate )
SUPERINTENDING SURVEYOR ox Central Public Works Department, New Delhi
WORKS (I)
Sari H. C. VEBMA Associated Instruments Mfrs (I) Pvt Ltd, New Delhi
PROF T. S. NA~ARAJ ( Ahmate )
Y
10BUREAU OF' IND_MN STANDARDS
:
Manak Bhavan, 9 Bahadur Shah Zafar Marg, NEW DELHI 110002
Telephones : 3 31 01 31, 3 31 13 75 Telegrams : Manaksanstha
( Common to all Offices )
Regional Offices : Telephone
*Western ; Manakalaya, E9 MIX, Marol, Andheri ( East ), 6 32 92 95
BOMBAY 400093
TEastern : l/14 C. I. T. Scheme VII M, V. I. P. Road, 36 24 99
Maniktola, CALCUTTA 700054
Northern : SC0 445-446, Sector 35-C 21843
CHANDIGARH 160036 { 3i641
Southern : C. I. T. Campus, MADRAS 600113 41 24 42
I 41 25 19
(41 29 16
Branch Offices :
Pushpak,’ Nurmohamed Shaikh Marg, Khanpur, 2 63 48
AHMADABAD 380001 C 2 63 49
‘F’ Block, Unity Bldg. Narasimharaja Square, 22 48 05
BANGALORE 560002
Gsngotri Complex, 5th Floor, Bhadbhada Road, T. T. Nagar, 6 27 16
BHOPAL 462003
Plot NO. 82/83, Lewis Road, BHUBANESHWAR 751002 5 36 27
5315 Ward No. 29, R. G. Barua Road,
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5th Byelane, GUWAHATI 781003
5-8-56C L N. Gupts Marg, (Nampally Station Road), 22 10 83
HYDERABAD 500001
R14 Yudhister Marg, C Scheme, JAIPUR 302005 I6 34 71
16 98 32
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21 82 92
Patliputra lndustrial Estate, PATNA 800013 6 23 05
Hantex Bldg ( 2nd Floor ), Rly Station Road, 52 27
TRIVANDRUM 695001
inspection Office ( With Sale Point ):
Institution of .Engineers f india ) Building, 1332 Shivali Nagar. 5 24 35
PUNE 410005
*Sales Office in Bombay is at Novelty Chambers. Grant Road, 69 65 26
Bombay 400007
tSales Office in Calcutta is at 5 Chowringhea Approach, P. 0. Princep 27 60 30
Street. Calcutta 700072
Reprography Unit, BIS, New Delhi, India
)r
|
ISO 10011-1.pdf
|
INTERNATIONAL
ISO
STANDARD
10011-1
First edition
1990-12-15
Guidelines for auditing quality systems —
Part 1:
Auditing
Lignes directrices pour l'audit des systèmes qualité—
Partie 1: Audit
Reference number
ISO 10011-1:1990(E)ISO 10011-1:1990(E)
Contents
Page
1 Scope .............................................................................................. 1
2 Normative reference ................................................................. 1
3 Definitions ................................................................................. 1
4 Audit objectives and responsibilities ......................................... 2
5 Auditing ..................................................................................... 4
6 Audit completion ....................................................................... 6
7 Corrective action follow-up ....................................................... 6
Annex
A Bibliography .............................................................................. 7
ISO 1990
All rights reserved. No part of this publication may be reproduced or utilized in any form or
by any means, electronic or mechanical, including photocopying and microfilm, without per-
mission in writing from the publisher.
International Organization for Standardization
Case Postale 56 • CH-1211 Genève 20 • Switzerland
Printed in Switzerland
iiISO 10011-1:1990(E)
Foreword
ISO (the International Organization for Standardization) is a worldwide
federation of national standards bodies (ISO member bodies). The work
of preparing International Standards is normally carried out through ISO
technical committees. Each member body interested in a subject for
which a technical committee has been established has the right to be
represented on that committee. International organizations, governmental
and non-governmental, in liaison with ISO, also take part in the work. ISO
collaborates closely with the International Electrotechnical Commission
(IEC) on all matters of electrotechnical standardization.
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 10011-1 was prepared by Technical Committee
ISO/TC 176, Quality management and quality assurance.
ISO 10011 consists of the following parts, under the general title Guide-
lines for auditing quality systems:
— Part1: Auditing
— Part2:Qualification criteria for quality systems auditors
— Part3:Management of audit programmes
Annex A of this part of ISO 10011 is for information only.
iiiISO 10011-1:1990(E)
Introduction
The ISO 9000 series emphasizes the importance of quality audit as a key
management tool for achieving the objectives set out in an organization's
policy.
Audits should be carried out in order to determine that the various el-
ements within a quality system are effective and suitable for achieving the
stated quality objectives.
This part of ISO 10011 provides guidelines for performing an audit of a
quality system of an organization. It allows users to adjust the guidelines
described to suit their needs.
The quality system audit also provides objective evidence concerning the
need for the reduction, elimination and, especially, prevention of noncon-
formities.
The results of these audits can be used by management to improve the
performance of the organization.
ivINTERNATIONAL STANDARD ISO 10011-1:1990(E)
Guidelines for auditing quality systems —
Part 1:
Auditing
1 Scope 3.1 quality audit: A systematic and independent
examination to determine whether quality activities
and related results comply with planned arrange-
This part of ISO 10011 establishes basic audit princi-
ments and whether these arrangements are im-
ples, criteria and practices, and provides guidelines for
plemented effectively and are suitable to achieve
establishing, planning, carrying out and documenting
objectives.
audits of quality systems.
It provides guidelines for verifying the existence and
[ISO 8402]
implementation of elements of a quality system and
for verifying the system's ability to achieve defined NOTES
quality objectives. It is sufficiently general in nature to
2 The quality audit typically applies to, but is not limited to,
permit it to be applicable or adaptable to different
a quality system or elements thereof, to processes, to pro-
kinds of industries and organizations. Each organiz-
ducts, or to services. Such audits are often called “quality
ation should develop its own specific procedures for
system audit”, “process quality audit”, “product quality au-
implementing these guidelines. dit”, “service quality audit”.
3 Quality audits are carried out by staff not having direct
responsibility in the areas being audited but, preferably,
2 Normative reference
working in cooperation with the relevant personnel.
The following standard contains provisions which, 4 One purpose of the quality audit is to evaluate the need
through reference in this text, constitute provisions for improvement or corrective action. An audit should not
of this part of ISO 10011. At the time of publication, be confused with “surveillance” or “inspection” activities
the edition indicated was valid. All standards are sub- performed for the sole purpose of process control or prod-
uct acceptance.
ject to revision, and parties to agreements based on
this part of ISO 10011 are encouraged to investigate
5 Quality audits can be conducted for internal or external
the possibility of applying the most recent edition of
purposes.
the standard indicated below. Members of IEC and
ISO maintain registers of currently valid International
Standards. 3.2 quality system: The organizational structure,
responsibilities, procedures, processes and resources
ISO 8402:1986, Quality — Vocabulary. for implementing quality management.
[ISO 8402]
3 Definitions
NOTES
For the purposes of this part of ISO 10011, the defi-
6 The quality system should only be as comprehensive as
nitions given in ISO 8402, together with the following is needed to meet the quality objectives.
definitions, apply.
7 For contractual, mandatory and assessment purposes,
NOTE 1 Some terms in ISO8402 are repeated here and demonstration of the implementation of identified elements
the source is indicated in brackets. in the system may be required.
1ISO 10011-1:1990(E)
3.3 auditor (quality): A person who has the quali- — to determine the effectiveness of the im-
fication to perform quality audits. plemented quality system in meeting specified
quality objectives;
NOTES
— to provide the auditee with an opportunity to im-
8 To perform a quality audit, the auditor must be auth- prove the quality system;
orized for that particular audit.
— to meet regulatory requirements;
9 An auditor designated to manage a quality audit is called
a “lead auditor”.
— to permit the listing of the audited organization's
quality system in a register.
3.4 client: A person or organization requesting the
audit.
Audits are generally initiated for one or more of the
following reasons:
NOTE 10 The client may be:
— to initially evaluate a supplier where there is a de-
a) the auditee wishing to have its own quality system
sire to establish a contractual relationship;
audited against some quality system standard;
— to verify that an organization's own quality system
b) a customer wishing to audit the quality system of a
supplier using his own auditors or a third party; continues to meet specified requirements and is
being implemented;
c) an independent agency authorized to determine
whether the quality system provides adequate control — within the framework of a contractual relationship,
of the products or services being provided (such as to verify that the supplier's quality system contin-
food, drug, nuclear, or other regulatory bodies); ues to meet specified requirements and is being
implemented;
d) an independent agency assigned to carry out an audit in
order to list the audited organization's quality system in
— to evaluate an organization's own quality system
a register.
against a quality system standard.
3.5 auditee: An organization to be audited. These audits may be routine, or may be prompted by
significant changes in the organization's quality sys-
3.6 observation: A statement of fact made during tem, process, product or service quality, or by a need
an audit and substantiated by objective evidence. to follow up on corrective action.
NOTES
3.7 objective evidence: Qualitative or quantitative
information, records or statements of fact pertaining
12 Quality audits should not result in a transfer of the re-
to the quality of an item or service or to the existence
sponsibility to achieve quality from operating staff to the
and implementation of a quality system element,
auditing organization.
which is based on observation, measurement or test
and which can be verified. 13 Quality audits should not lead to an increase in the
scope of quality functions over and above those necessary
3.8 nonconformity: The nonfulfilment of specified to meet quality objectives.
requirements.
[ISO 8402]
4.2 Roles and responsibilities
NOTE 11 The definition covers the departure or absence
of one or more quality characteristics or quality system el-
ements from specified requirements.
4.2.1 Auditors
4 Audit objectives and responsibilities
4.2.1.1 Audit team
4.1 Audit objectives Whether an audit is carried out by a team or an indi-
vidual, a lead auditor should be placed in overall
Audits are normally designed for one or more of the charge.
following purposes:
Depending upon the circumstances, the audit team
— to determine the conformity or nonconformity of may include experts with specialized background,
the quality system elements with specified re- auditor trainees or observers who are acceptable to
quirements; the client, auditee and lead auditor.
2ISO 10011-1:1990(E)
4.2.1.2 Auditor's responsibilities 4.2.1.5 Auditor's activities
Auditors are responsible for The lead auditor should
— complying with the applicable audit requirements; — define the requirements of each audit assignment,
including the required auditor qualifications;
— communicating and clarifying audit requirements;
— comply with applicable auditing requirements and
— planning and carrying out assigned responsibilities other appropriate directives;
effectively and efficiently;
— plan the audit, prepare working documents and
— documenting the observations; brief the audit team;
— reporting the audit results; — review documentation on existing quality system
activities to determine their adequacy;
— verifying the effectiveness of corrective actions
taken as a result of the audit (if requested by the — report critical nonconformities to the auditee im-
client); mediately;
— retaining and safeguarding documents pertaining — report any major obstacles encountered in per-
to the audit: forming the audit;
• submitting such documents as required, — report on the audit results clearly, conclusively and
without undue delay.
• ensuring such documents remain confidential,
Auditors should
• treating privileged information with discretion;
— remain within the audit scope;
— cooperating with and supporting the lead auditor.
— exercise objectivity;
— collect and analyse evidence that is relevant and
sufficient to permit the drawing of conclusions re-
4.2.1.3 Lead auditor's responsibilities
garding the audited quality system;
The lead auditor is ultimately responsible for all
— remain alert to any indications of evidence that can
phases of the audit. The lead auditor should have
influence the audit results and possibly require
management capabilities and experience and should
more extensive auditing;
be given authority to make final decisions regarding
the conduct of the audit and any audit observations.
— be able to answer such questions as
The lead auditor's responsibilities also cover:
• “are the procedures, documents and other in-
formation describing or supporting the required
— assisting with the selection of other audit team
elements of the quality system known, avail-
members;
able, understood and used by the auditee's
personnel?”
— preparation of the audit plan;
• “are all the documents and other information
— representing the audit team with the auditee's
used to describe the quality system adequate
management;
to achieve the required quality objectives?”
— submitting the audit report.
— act in an ethical manner at all times.
4.2.1.4 Independence of the auditor 4.2.2 Client
Auditors should be free from bias and influences The client
which could affect objectivity.
— determines the need for and the purpose of the
All persons and organizations involved with an audit audit and initiates the process;
should respect and support the independence and in-
tegrity of the auditors. — determines the auditing organization;
3ISO 10011-1:1990(E)
— determines the general scope of the audit, such 5.1.2 Audit frequency
as what quality system standard or document it is
to be conducted against; The need to perform an audit is determined by the
client, taking account of specified or regulatory re-
— receives the audit report; quirements and any other pertinent factors. Signif-
icant changes in management, organization, policy,
— determines what follow-up action, if any, is to be techniques or technologies that could affect the qual-
taken, and informs the auditee of it. ity system, or changes to the system itself and the
results of recent previous audits, are typical of the
circumstances to be considered when deciding audit
4.2.3 Auditee
frequency. Within an organization, internal audits may
be organized on a regular basis for management or
The auditee's management should business purposes.
— inform relevant employees about the objectives
and scope of the audit;
5.1.3 Preliminary review of auditee's quality
— appoint responsible members of staff to ac- system description
company members of the audit team;
As a basis for planning the audit, the auditor should
— provide all resources needed for the audit team in review for adequacy the auditee's recorded de-
order to ensure an effective and efficient audit scription of the methods for meeting the quality sys-
process; tem requirements (such as the quality manual or
equivalent).
— provide access to the facilities and evidential ma-
terial as requested by the auditors; If this review reveals that the system described by the
auditee is not adequate to meet the requirements,
— cooperate with the auditors to permit the audit further resources should not be expended on the au-
objectives to be achieved; dit until such concerns are resolved to the satisfaction
of the client, the auditor and, where applicable, the
— determine and initiate corrective actions based on auditee.
the audit report.
5.2 Preparing the audit
5 Auditing
5.2.1 Audit plan
5.1 Initiating the audit
The audit plan should be approved by the client and
communicated to the auditors and auditee.
5.1.1 Audit scope
The audit plan should be designed to be flexible in
The client makes the final decisions on which quality order to permit changes in emphasis based on infor-
system elements, physical locations and organiz- mation gathered during the audit, and to permit ef-
ational activities are to be audited within a specified fective use of resources. The plan should include:
time frame. This should be done with the assistance
of the lead auditor. If appropriate, the auditee should — the audit objectives and scope;
be contacted when determining the scope of the au-
dit. — identification of the individuals having significant
direct responsibilities regarding the objectives and
The scope and depth of the audit should be designed
scope;
to meet the client's specific information needs.
— identification of reference documents (such as the
The standards or documents with which the auditee's
applicable quality system standard and the
quality system is required to comply should be speci-
auditee's quality manual);
fied by the client.
Sufficient objective evidence should be available to — identification of audit team members;
demonstrate the operation and effectiveness of the
auditee's quality system. — the language of the audit;
The resources committed to the audit should be suf- — the date and place where the audit is to be con-
ficient to meet its intended scope and depth. ducted;
4ISO 10011-1:1990(E)
— identification of the organizational units to be 5.3 Executing the audit
audited;
5.3.1 Opening meeting
— the expected time and duration for each major
audit activity;
The purpose of an opening meeting is to
— the schedule of meetings to be held with auditee
— introduce the members of the audit team to the
management;
auditee's senior management;
— confidentiality requirements;
— review the scope and the objectives of the audit;
— audit report distribution and the expected date of
— provide a short summary of the methods and pro-
issue.
cedures to be used to conduct the audit;
If the auditee objects to any provisions in the audit
— establish the official communication links between
plan, such objections should immediately be made
the audit team and the auditee;
known to the lead auditor. They should be resolved
between the lead auditor and the auditee and, if
— confirm that the resources and facilities needed
necessary, the client before executing the audit.
by the audit team are available;
Specific details of the audit plan should only be com-
— confirm the time and date for the closing meeting
municated to the auditee throughout the audit if their
and any interim meetings of the audit team and
premature disclosure does not compromise the col-
the auditee's senior management;
lecting of objective evidence.
— clarify any unclear details of the audit plan.
5.3.2 Examination
5.2.2 Audit team assignments
5.3.2.1 Collecting evidence
Each auditor should be assigned specific quality sys-
Evidence should be collected through interviews, ex-
tem elements or functional departments to audit.
amination of documents, and observation of activities
Such assignments should be made by the lead auditor
and conditions in the areas of concern. Clues sug-
in consultation with the auditors concerned.
gesting nonconformities should be noted if they seem
significant, even though not covered by check-lists,
and should be investigated. Information gathered
through interviews should be tested by acquiring the
same information from other independent sources,
5.2.3 Working documents such as physical observation, measurements and
records.
The documents required to facilitate the auditor's in-
vestigations, and to document and report results, may During the audit, the lead auditor may make changes
include: to the auditors' work assignments, and to the audit
plan with the client's approval and the auditee's
— check-lists used for evaluating quality system el- agreement, if this is necessary to ensure the optimal
ements (normally prepared by the auditor assigned achievement of the audit objectives.
to audit that specific element);
If the audit objectives appear to become unattainable,
the lead auditor should report the reasons to the client
— forms for reporting audit observations;
and the auditee.
— forms for documenting supporting evidence for
conclusions reached by the auditors. 5.3.2.2 Audit observations
Working documents should be designed so that they All audit observations should be documented. After
do not restrict additional audit activities or investi- all activities have been audited, the audit team should
gations which may become necessary as a result of review all of their observations to determine which
information gathered during the audit. are to be reported as nonconformities. The audit team
should then ensure that these are documented in a
Working documents involving confidential or pro- clear, concise manner and are supported by evidence.
prietary information shall be suitably safeguarded by Nonconformities should be identified in terms of the
the auditing organization. specific requirements of the standard or other related
documents against which the audit has been con-
5ISO 10011-1:1990(E)
ducted. Observations should be reviewed by the lead — the system's ability to achieve defined quality ob-
auditor with the responsible auditee manager. All ob- jectives;
servations of nonconformities should be acknowl-
edged by the auditee management. — the audit report distribution list.
Any communication made between the time of the
5.3.3 Closing meeting with auditee
closing meeting and the issue of the report should be
by the lead auditor.
At the end of the audit, prior to preparing the audit
report, the audit team should hold a meeting with the
auditee's senior management and those responsible 5.4.3 Report distribution
for the functions concerned. The main purpose of this
meeting is to present audit observations to the senior The audit report should be sent to the client by the
management in such a manner so as to ensure that lead auditor. It is the client's responsibility to provide
they clearly understand the results of the audit. the auditee's senior management with a copy of the
audit report. Any additional distribution should be de-
The lead auditor should present observations, taking termined in consultation with the auditee. Audit re-
into account their perceived significance. ports containing confidential or proprietary information
shall be suitably safeguarded by the auditing organiz-
The lead auditor should present the audit team's ation and the client.
conclusions regarding the quality system's effective-
ness in ensuring that quality objectives will be met. The audit report should be issued as soon as possible.
If it cannot be issued within an agreed time period,
Records of the closing meeting should be kept. the reasons for the delay should be given to both the
client and the auditee and a revised issue date estab-
NOTE 14 If requested, the auditor may also make rec- lished.
ommendations to the auditee for improvements to the
quality system. Recommendations are not binding on the
5.4.4 Record retention
auditee. It is up to the auditee to determine the extent, the
way and means of actions to improve the quality system.
Audit documents should be retained by agreement
between the client, the auditing organization and the
5.4 Audit documents
auditee, and in accordance with any regulatory re-
quirements.
5.4.1 Audit report preparation
The audit report is prepared under the direction of the
lead auditor, who is responsible for its accuracy and 6 Audit completion
completeness.
The audit is completed upon submission of the audit
5.4.2 Report content report to the client.
The audit report should faithfully reflect both the tone
and content of the audit. It should be dated and 7 Corrective action follow-up
signed by the lead auditor. It should contain the fol-
lowing items, as applicable: The auditee is responsible for determining and initiat-
ing corrective action needed to correct a noncon-
— the scope and objectives of the audit; formity or to correct the cause of a nonconformity.
The auditor is only responsible for identifying the
— details of the audit plan, the identification of audit nonconformity.
team members and auditee's representative, audit
dates, and identification of the specific organiz- Corrective action and subsequent follow-up audits
ation audited; should be completed within a time period agreed to
by the client and the auditee in consultation with the
— identification of the reference documents against auditing organization.
which the audit was conducted (quality system
standard, auditee's quality manual, etc.); NOTE 15 The auditing organization should keep the client
informed of the status of corrective action activities and
— observations of nonconformities; follow-up audits. After verification of corrective action im-
plementation, the auditing organization may prepare a
follow-up report and distribute it in a manner similar to the
— audit team's judgement of the extent of the
original audit report.
auditee's compliance with the applicable quality
system standard and related documentation;
6ISO 10011-1:1990(E)
Annex A
(informative)
Bibliography
[1] ISO 9000:1987, Quality management and quality [3] ISO 9002:1987, Quality systems — Model for
assurance standards — Guidelines for selection quality assurance in production and installation.
and use.
[4] ISO 9003:1987, Quality systems — Model for
[2] ISO 9001:1987, Quality systems — Model for quality assurance in final inspection and test.
quality assurance in design/development, pro-
duction, installation and servicing. [5] ISO 9004:1987, Quality management and quality
system elements — Guidelines.
7ISO 10011-1:1990(E)
ICS 658.56
Descriptors: quality assurance, quality assurance programme, quality audit.
Price based on 7 pages
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398_2.pdf
|
IS 398 (Part 2) : 1996
ALUMINIUM CONDUCTORS FOR OVERHEAD
TRANSMISSION PURPOSES - SPECIFICATION
PART 2 ALUMINIUM CONDUCTORS, GALVANIZED STEEL-REINFORCED
( Third Revision )
First Reprint SEPTEMBER 199s
ICS 29.240.20
0 BIS 1996
BUREAU OF INDIAN STANDARDS
MANAK BHAVAN, 9 BAHADUR SHAH ZAFAR MARG
NEW DELHI 110002
December 1996 Price Group 5Conductors and Accessories for Overhead Lines Sectional Committee, ET 37
FOREWORD
This Indian Standard (Third Revision) was adopted by the Bureau of Indian Standards, after the draft finalized
by the Conductors and Accessories for Overhead Lines Sectional Committee had been approved by the
Electrotechnical Division Council.
This standard was originally published in 1953, the first revision was brought out in 1961.
In this revision, the standard had been modified in the light of the modern development in the techniques
of the conductor manufacture. The other salient point incorporated in this revision was the inclusion of
wrapping test for the aluminium wires in place of the elongation test originally specified for aluminium
as well as steel wires.
The second revision was brought out in 1976 and the third revision has been undertaken with a view to
effecting the following consid&ations:
a) To line up with the International Standards.
b) All amendments approved and circulated after 1976 have been considered while preparing this
standard for third revision.
c) The most important consideration has been taken regarding improvement in conductivity of EC
grade aluminium, the maximum resistivity of 0.028 264 ohm. mm*/mm at 20°C as per IEC Standard.
d) Measurement of wire diameter, lay ratio, test procedure and testing of routine tests and acceptance
tests have been included.
e) Type tests have been included.
While revising this standard, it was decided to issue it in different parts covering different types of conductors.
This part d.+ing with galvanized steel-reinforced aluminium conductors form Part 2 of the series. Other
parts in this series are given below:
Part 1 Aluminium stranded conductors
Part 3 Aluminium conductors, aluminized steel-reinforced
Part 4 Aluminium alloy stranded conductors
Part 5 Aluminium conductors, galvanized steel-reinforced for extra high voltage (400 kV and above).
In the preparation of this standard, assistance has been derived from the following:
IEC 888 : 1987 Zinc coated steel wires for stranded conductors.
IEC 889 : 1987 Hard drawn aluminium wire for overhead line conductors.
IEC 1089 : 1991 Round wire concentric lay overhead electrical stranded conductors.
BS 215 : Part 2 : 1970 Specification for aluminium conductors and aluminium conductors,_steel-rel,..arced
for overhead power transmission: Part 2 Aluminium conductors, steel-reinforced. British Standards
Institution.
The value of, modulus of elasticity and coefficient of linear expansion are given in Annex B for information.
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 398 ( Part 2 ) : 1996
Standard
Indian
ALUMINIUM CONDUCTORS FOR OVERHEAD
TRANSMISSION PURPOSES - SPECIFICATION
PART 2 ALUMINIUM CONDUCTORS, GALVANIZED STEEL-REINFORCED
Third Revision )
(
SECTION 1 GENERAL 3.3 Direction of Lay
1 SCOPE The direction of lay is defined as right-hand or left-
hand. With right-hand lay, the wires conform to the
1.1 This siandard.(Part 2) covers the requirements direction of the central part of the letter Z when the
and tests for aluminium conductors, galvanized steel- conductor is held vertically. With left-hand lay, the
reinforced used for overhead power transmission wires conform to the direction of the central part of
purposes. the letter S when the condbctor is held vertically.
2 REFERENCES 3.4 Lay Ratio
2.1 The following Indian Standards are necessary Ratio of the axial length of a complete turn of the
adjuncts to this standard. helix formed by an individual wire in a stranded
conductor to the external diameter of the helix.
IS No. Title
4 PHYSICAL CONSTANTS FOR
209 : 1992 Zinc ingot yburth revision)
HARD-DRAWN ALUMINIUM
1778 : 1980 Reels and drums for bare wire (first 4.1 Resistivity
revision)
The resistivity of aluminium depends upon its purity
885 : Electrotechnical vocabulary: Part 32 and physical condition. For the purpose of this
(Part 32) 1993 Electric cables (first revision) standard, the maximum value permitted is 0.028 264
ohm mm*/m at 20°C and this value has been used
4826 : 1979 Hot dipped galvanized coating on for calculation of the maximum permissible values
round steel wires (first revision) of resistance.
5484 : 1978 EC grade aluminium rod produced NOTE - It is not intended to check the resistivity from the
by continuous casting and rolling measured values of resistance.
7623 : 1993 Lithium base grease for industrial 4.2 Density
purposes (second revision)
At a temperature of 20 “C, the density of hard-drawn
3 TERMINOLOGY aluminum has been taken as 2.703 g/cm”.
3.0 For the purpose of this standard, the following 4.3 Constant-Mass Temperature Coeffkient of
definitions, in addition to those given in IS 1885 (Part Resistance
32) : 1993 shall apply.
At a temperature of 20 “C the constant-mass
3.1 Aluminium Conductor, Galvanized Steel- temperature coefficient of resistance of hard-drawn
aluminium, measured between two potential points
Reinforced
rigidly fixed to the wire, the metal being allowed ~
Conductor consisting of seven or more aluminium to expand freely, has been taken as 0.004 03 “C.
and galvanized steel wires built up in concentric layers.
The centre wire or wires are of galvanized steel and 4.4 Coeffkient of Linear Expansion
the outer layer or layers of aluminium.
The coefficient of linear expansion of hard-drawn
aluminium at 0 “C has been taken as 23.0~1O-~/“C.
3.2 Diameter
This value holds good for all practical purposes over
The mean of two measurements at right angles taken the range of temperature from 0 “C to the highest
at the same cross section. safe operating temperature.Is 398 ( Part 2 J : 1996
5 PHYSICAL CONSTANTS FOR SECTION 3 DIMENSIONS AND
GALVANIZED STEEL WIRES CONSTRUCTION
5.1 Density 8 STANDARD SIZES
At a temperature of 20 “C, the density of galvanized 8.1 Wires
steel wire is to be taken as 7.80 g/cm”.
8.1.1 Nominal Sizes
5.2 Coefficient at Linear Expansion
The aluminium and galvanized steel wires for the
In order to obtam uniformity in calculation, a value standard constructions covered by this standard shall
of 11.5x10-Y”C may be taken as the value for the have the diameter specified in Tables 1 and 2. The
coefficient of linear expansion of galvanized steel diameter of the galvanized steel wire shall be measured
wires used for the cores of steel-reinforced aluminium over the zinc coating.
conductors.
8.2 Aiuminium Conductors, Galvanized Steei-
Reinforced
SECTION 2 MATERIALS
8.2.1 The sizes of stranded aluminium
6 MATERIAL conductors, galvanized steel-reinforced shall be as
given in Table 3.
6.1 The conductor shall be constructed of hard-drawn
aluminium and galvanized steel wires which have 8.2.2 The resistance shall be in accordance with
the mechanical and electrical properties specified in Table 3. The mass (excluding the mass of grease,
Tables 1 and 2. if applied) are given in Table 3 for information.
6.1.1 The EC grade aluminium rods for use in the 9 JOINT IN WIRES
manufacture of aluminium wires shall conform to IS
5484 : 1978. 9.1 The wires shall be drawn in continuous length,
without joints, except those made in wire rod or
6.1.2 Galvanized steel wire should be drawn from before drawing operation.
high carbon steel rods produced by either acid or
base open hearth process, electric furnace or basic 9.2 J‘oints in Aluminium Stranded Wires
oxygen process. The mechanical properties of wire
shah comply with the requirements given in Table 2. 9.2.1 During stranding in aluminium wire no welds
The chemical compositions of high carbon steel wire shall be made for the purpose of achieving the required
is given in Annex C for, the purpose of guidance. conductor length.
6.2 The zinc used for galvanizing shall be electrolyte 9.2.2 Conductor Contaimng Seven Wires
high grade zinc not less than 99.95 percent purity.
It shall conform to and satisfy all the requirements Joints in wires other than those permitted under 9.1
of IS 209 : 1992. shall not be permitted in any wire of stranded
conductor containing seven wires.
The coating on the galvanized steel wires may be
applied by the hot process or the electrolytic process. 9.2.3 Conductors Containing More Than Seven Wires
When specified by the purchaser, neutral grease may
be applied between the layers of wires. For stranded conductor containing more than seven
wires, joints are permitted in wire broken during
6.3 When specified by the purchaser, neutral grease stranding provided such breaks are not associated
has to be applied as per one of the following cases: with either inherently defective wire or with those
of short lengths of aluminium wires. Joints shall be
a) Steel core only, dressed smoothly with a diameter equal to that of
b) All conductor. except outer layer, parent wires and shall not be kinked. No two joints
c) All conductor including outer layer, and other than those in wires before stranding permitted
d) All conductor except outer surface of the wires under 9.1 occur at points in the stranded conductors
in the outer layer. nearer than 15 m.
NOTE- Lithium soap grease corresponding to Grade II 9.2.4 Joints shall be made by electric butt welding,
of -IS 1623: 1993 having minimum drop point not less electric butt cold upset welding or cold pressure
than 180°C is suitable for such application. welding.These joints shall be made in accordance
with good commercial practice. Electric butt welding
7 FREEPOM FROM DEFECTS shall be annealed for approximately 250 mm on both
sides of the welds.
7.1 The wires used for standard conductor shall be
smooth and free from imperfections, such as spills 9.2.5 While the joints specified are not required to
and splits. meet the requirements of unjointed wires, they shall
2IS 398 (Pafi.2) : 19%
be withstanding a stress of not less than 75 MPa for to IS 1778 : 1981 be used) and marked with the
annealed electric butt welded joints and not less than following:
130 MPa for cold pressure and electric butt cold upset
a) Manufacturer’s name,
welded joints. The manufacturer shall demonstrate
b) Size and type of conductor,
that the proposed welding method is capable of
c) Net weight of conductor in kg,
meeting the specified strength requirements.
d) Gross weight of conductor in kg, and
e) Length of conductor in m.
9.3 Joints in Galvanized Steel Wires
12.1.1 The conductor may also be marked with the
No joints of any kind shall be made in the finished
BIS Standard Mark.
coated steel wires.
12.1;2 The use of the Standard Mark is governed by
10 STRANDING
the provisions of the Bureau of Indian Standards Act,
1986 and the Rules and Regulations made thereunder.
10.1 The wires used in the construction of a
The details of conditions under which a licence for
galvanized steel-reinforced aluminium conductor shall,
the use of the Standard Mark may be granted to
before stranding, satisfy all the relevant requirements
manufacturers or producers may be obtained from
of this standard.
the Bureau of Indian Standards.
10.2 The lay ratio of the different layers shall be
within the .limits given in Table 4. SECTION 5 TESTS
10.3 The ratio of the nominal diameter of the 13 TESTS
aluminium wires to the nominal diameter of
the galvanized steel wires in any particular 13.1 Selection of Test Samples for Acceptance
construction of galvanized steel-reinforced aluminium and Routine Test
conductor, shall conform to the appropriate value
given in Table 4. 13.1.1 Samples of individual wires ~OF tests specified
in 13.2, 13.3.1, 13.4, 13.5, 13.6, 13.7 and 13.8 shall
10.4 In all constructions, the successive layers shall normally be taken by the manufacturer before
have opposite directions of lay, the outermost layer stranding, from the outer ends of not less than 10
being right-handed. The wires in each layer shall be percent of wire coils.
evenly and closely stranded.
13.1.2 Alternatively, if desired by the purchaser at
the time of placing an order that the tests be made
10.5 In conductors having multiple layers of
in the presence of his representative, samples of wire
aluminium wires, the lay ratio of any aluminium
layer shall be not greater than the lay ratio of the shall be taken from lengths of stranded conductors.
Samples shall then be obtained by cutting 1.2 m from
aluminium layer immediately beneath it.
the outer end of the finished conductor from not more
10.6 Steel wires shall be formed during stranding than 10 percent of the finished reels qr drums. If
so that they remain intact when conductor is cut for there is more than one length on any reel or drum,
jointing operation. the sample shall be taken from the outer length.
13.1.3 Coils offered for inspection shall be divided
11 LENGTHS AND VARIATIONS IN LENGTHS
(this may be done physically or on the basis ot
identification numbers of the coils offered for supply)
11.1 Unless otherwise agreed to between the
into equal lots, the number of lots being equal to
purchaser and the manufacturer, galvanized steel
the number of samples to be selected, a fraction of
reinforced aluminium conductor shall be supplied in
a lot being counted as a complete lot. One sample
the manufacturer’s usual production lengths and with
coil shall be selected at random from each lot.
a permitted variation of +5 percent in the length of
any one conductor length.
13.1.4 For the purpose of various tests, one specimen
means one sample of the conductor.
11.2 Random Lengths
13.1.5 Type test shall be conducted at the works
Unless otherwise agreed to between the purchaser
of the firm and if such facilities ‘are not available,
and the manufacturer, it shall be permissible to supply
the same shall be got conducted at some test house
not more than 10 percent of the lengths on any one
agreed to between the purchaser and the supplier
order in random lengths; none of them shall be shorter
against each order in the presence of the purchaser.
than one-third of the nominal length.
The supplier shall offer at least three drums of each
SECTION 4 PACKING AND MARKING
size of conductor for selection of samples required
for type test.
12 PACKING AND MARKING
Type test certificate of test house for same size of
12.1 The conductor shall be wound on reels or drums conductor carried out earlier shall be acceptable if
(it is recommended that reels and drums conforming agreed to between the purchaser and the supplier.
3IS 398 ( Part 2 ) : 19%
13.2 Measurement of Diameter of Individual NOTE! -For two or more fractureso ccurredd uring twisting,
Aluminium Wires and Galvanized Steel Wires the first fracture would be called as primary fracture and the
subsequentf ractures would be called as secondary fractures.
One sample cut from each of samples taken under
13.1.1 and 13.1.2 shall be measured using a When tested after stranding, the number of complete
micrometer having flat surface on both the anvil and twists before fracture occurs shall be not less than
the end of the spindle to be read with micrometer. 16 on a length equal to 100 times the diameter of
The diameter in millimetre shall be average of three the wire. The fracture shall show a smooth surface
diameter measurements, each of which is the average at right angles to the axis of the wire.
of the maximum reading at a point taken near each
end and in the centre of the sample. 13.4.2 Elongation Test
The diameter of the wire shall be within the limit The elongation of one specimen cut from each of
as specified in Tables 1 and 2.
the samples taken under 13.1.1 cr 13.1.2 shall be
determined. The specimen shall be straightened by
13.3 Breaking Load Test hand and an original gauge length of 200 mm shall
be marked on the wire. A tensile load shall be
This test shall be made on both aluminium and
applied as described in 13.3.1 and the elongation
galvanized steel wires.
shall be measured after the fractured ends have been
fitted together. If the fracture occurs outside the
13.3.1 The breaking load of one specimen cut from
gauge mark, or within 25 mm of either mark and
each of the sample taken under 13.1.1 or 13.1.2 shall
the required elongation is not obtained, the test shall
be determined by means of a suitable tensile testing
be disregarded and another test made.
machine. The load shall be applied gradually and
the rate of separation of the jaws of the testing machine
When tested before stranding, the elongation shall
shall be not less than 25 mm/min and not greater
be not less than 4 percent. When tested after
than 100 mm/min.
stranding, the elongation shall be not less than 3.5
percent.
The ultimate breaking load of the specimens shall
be not less than the appropriate value specified in
NOTE - The sample has to pass either the torsion test or
Tables 1 and 2.
elongation test, that is, if the conductor is passing any of the
two tests, the sample should be considered as passing.
13.4 Ductility Test
13.5 Wrapping Testing
This test shall be made on galvanized steel wires
only, by any of the procedures given in 13.4.1 This test shall be made on both aluminium and
and 13.4.2.
galvanized steel wires.
13.4.1 Torsion Test 13.5.1 Aluminium Wires
One specimen cut from each of the samples taken
One specimen cut from each of the samples of
under 13.1.1 or 13.1.2 shall be gripped at its ends
aluminium wire taken under 13.1.1 and 13.1.2 shall
in two vices, one of which shall be free to move
be wrapped round a wire of its own diameter to form
longitudinally during the test. A small tensile
a close helix of eight turns. Six turns shall then be
load not exceeding 2 percent of the breaking load
unwrapped and again closely wrapped in the same
of the wire, shall be applied to the sample during
direction as before. The wire shall not break.
testi’ng. The specimen shall be twisted by causing
one of the vices to revolve until fracture occurs and
13.5.2 Galvanized Steel Wires
the number of twists shall be indicated by a counter
or other suitable device. The rate of twisting shall
One specimen cut from each of the samples of
not exceed 60 rev/min.
galvanized steel wire taken under 13.1.1 or 13.1.2
shall be wrapped round a mandrel of diameter equal
The test may be carried out on gauge length of 150 mm
to 4 times the wire diameter to form a close helix
for all wire sizes when the number of twists, which
of 8 turns. Six turns shall then be unwrapped and
the wire shall withstand, shall be direct ratio to the
again closely wrapped in the same direction as before.
numbers specified for 100 times the diameter of the
The wire shall not break.
wires.
13.6 Resistance Test
When tested before stranding, the number of complete
twists before fracture occurs shall be not less than
This test shall be made on aluminium wires taken
18 on a length equal to 100 times the diameter of
before stranding or after stranding.
the wire.
NOTE - The resistance of individual wires shall be such that
The primary fracture shall show a smooth surface the completed stranded conductor meets the requirements of
at right angles to the axis of the wire. Any secondary the maximum resistance specified in Table 3 calculated by
fracture shall be ignored. applying the relevant stranding constants given in Table .i
4IS 398 ( Part 2 ) : 1996
The electrical resistance of one specimen of aluminium A sample of conductor of minimum 5 m length
wire cut from each of the samples taken under 13.1.1 suitably clamped at either end. The load shall be
or 13.1.2 shall be measured at ambient temperature. increased at a steady rate up to rated ultimate breaking
The measured resistance shall be corrected to the load and held for one minute. When so tested, the
value at 20 OC by means of the formula: conductor shall not show any fracture. The applied
load shall then be increased until the failing load is
1
R = R, reached and the value recorded. A re-test up to a
20
1 - X (T - 20)
total of three tests, may be made if wire fracture
where occurs within one centimetre of the end fittings and
the tensile strength falls below the specified breaking
R 20 = resistance corrected at 20 “C; strength requirement.
R, = resistance measured at T “C;
13.11 Stress-Strain Test
x = constant-mass temperature coefficient of
resistance, 0.004;. and This test is applicable to conductors of nominal
aluminum area 100 mm* and above.
T = ambient temperature during measurement.
The resistance corrected at 20 “C shall be not more 13.11.1 This test is contemplated only to collect the
than the maximum value specified in Table 1. creep data of the conductor from the supplier. A
sample of conductor of minimum 10 m length shall
13.7 Galvanizing Test be suitably compressed with dead end clamps.
This test shall be made on galvanized steel wires 13.11.2 Test Set-up
only.
13.11.2.1 The test sample shall be supported in a
13.7.1 This test shall be made on one specimen cut trough over its full length and the trough adjusted
from each of the samples of the galvanized steel so that the conductor will not be lifted by more than
wires taken under 13.1.1 CT 13.1.2. 10 mm under tensiog. This shall be ascertained by
actual measurement.
13.7.2 The uniformity of galvanizing and the weight
of coating shall be in accordance with IS 4826 : 1979. 13.11.2.2 The distance between the clamp and the
sleeve mouth shall be monitored with callipers during
13.8 Measurement of Lay Ratio/Direction of Lay the test to ensure that, after the test, it does not
change by more than 1 mm f 0.1 from the value
The lay ratio of each layer of the conductor shall before the test.
be measured and checked as per the requirements
specified in Table 4, 10.5 and lay direction shall be 13.11.2.3 The conductor strain shall be evaluated
as per requirement of 10.4. from the measured displacements at the two ends of
the gauge length of the sample. The gauge reference
13.9 Surface Condition Test targets shall be attached to the clamps ‘which lock
the steel and aluminium wires together. Target plates
This test is applicable to conductors of nominal may be used with dial gauges or displacement
aluminium area 100 mm2 and above. transducers and care shall be taken to position the
plates perpendicular to the conductor. Twisting the
A sample of the finished conductor having a minimum conductor, lifting it and moving it from side-to-side
recommended length of 5 m with compression type by the maximum amounts expected during the test
dead end clamps compressed on both ends in such should introduce not more than 0.3 mm error in the
a manner as to permit the conductor to take its normal reading.
straight line shape, shall be subjected to a tension
of 50 percent of the ultimate breaking load of the 13.11.3 Test Loads for Complete Conductor
conductor.
The loading conditions for repeated stress-strain tests
The surface shall not depart from its cylindrical shape for complete conductor shall be as follows.
nor shall the strands move relative to each other so
as to get out of place or disturb the longitudinal 13.11.3.1 1 kN load shall be applied initially to
smoothness of the conductor. The measured diameter straighten the conductor. The load shall be removed
at any place shall be not less than the sum of the after straightening and then the strain gauges are to
minimum specified diameter of the individual be set at zero tension.
aluminium and steel strands as indicated in Tables 1
13.11.3.2 For non-continuous stress-strain data, the
and 2 of this standard.
strain readings at 1 kN intervals at lower tensions
and 5 kN intervals above 30 percent of ultimate
13.10 Test for Ultimate Breaking Load on
breaking load shall be recorded.
Stranded Conductor
This test is applicable to conductors of nominal 13.11.3.3 The sample shall be reloaded to 50 percent
of ultimate breaking load and held for 1 h. Reading
aluminium area 100 mm* and above.IS 398 ( Part 2 ) : 1996
are to be noted atter 5, 10, 15, 30, 45 and 60 min c) Stress-strain test (13.11),
during the hold period. The load shall be released
after the hold period. d) Measurement of diameter of individual
aluminium and steel wires (13.2)
13.11.3.4 Reloading up to 70 percent of ultimate
breaking load shall be done and held for 1 h. Readings e) Measurement of lay ratio (13.8)
are to be noted after 5, 10, 15, 30, 45 and 60 minutes.
The load shall then be released. f) Breaking load of individual wires (13.3.t),
13.11.3.5 Reloading up to 85 percent of ultimate is) Ductility test (13.4)
breaking load shall be done and held for 1 h. Reading
h) Wrapping test (13.5),
are to be noted after 5, 10, 15, 30, 45 and 60 minutes
and then load shall be released. 3 Resistance test (13.6), and
13.11.3.6 Tension shall be applied again and shall k) Galvanizing test (13.7).
be increased uniformly until the actual breaking
strength is reached. Simultaneous readings of
14.2 Acceptance Tests
tension and elongation shall be recorded up to 90
percent of ultimate breaking load at intervals
described under 5.3.5. a) Measurement of diameter of individual
aluminium and steel wires (see 13.2),
13.11.4 Test Loads for Steel Core Only
b) Measurement of lay ratio (see 13.8),
The loading condition of repeated stress-strain tests
c) Breaking load of individual wires (see
for the steel core of ACSR shall be as follows.
13.3.1),
13.11.4.1 The test shall consist of successive
d) Ductility test (see 13.4)
application of load applied in a manner similar to
that for the complete conductor at 30 percent, 50 e) Wrapping test (see 13.5),
percent, 70 percent and 85 percent of ultimate breaking
load. f) Resistance test (see 13.6) and
13.11.4.2 The steel core shall be loaded until the g) Galvanizing test (see 13.7).
elongation at the beginning of each hold period
corresponds to that obtained on the complete conductor 14.3 Routine Test
at 30 percent, 50 percent, 70 percent and 85 percent
of ultimate breaking load respectively. The routine tests shall be done same as acceptance
tests and shall be carried out before and after
13.11.5 Stress-Strain Curves stranding.
The design stress-strain curve shall be obtained by 15 REJECTION AND RETESTS
drawing a smooth curve through the 0.5 and 1 h
points at 30 percent, 50 percent and 70 percent and
15.1 Should any one of the test pieces first selected
of ultimate breaking load loadings. The stress-strain fail to pass the tests, three further samples from the
curves shall be submitted to the purchaser alongwith same batch shall be selected, one of which shall be
test results. The stress-strain data obtained during the from the length from which the original test sample
test shall be corrected to the standard temperature
was taken, unless that length has been withdrawn
that is 20 “C. by the supplier.
14 CLASSIFICATION OF TESTS
15.2 Should all of the three test pieces from these
additional samples satisfy the requirements of the
14.1 Type Tests
tests, the batch represented by these samples shall
be deemed to comply with the standard. Should the
‘)a) Surface condition test (see 13.9)
test pieces from any of the three additional samples
b) Test for ultimate breaking load on stranded fail, the batch represented shall be deemed not to
comply with the standard.
conductor (sek 13.10).
I) Applicable for conductors of nominal Aluminium Area 100 mm’
and above.
6IS 398 (Part 2) : 1996
SECTION 6 TABLES
Table 1 Aluminium Wires Used in the Construction of Aluminium Conductors,
Galvanized Steel-Reinforced
(Clauses 6.1, 8.1.1, 8.1.2.1. 13.2, 13.3.1, 13.5.1 and 13.6)
Diameter Cross Sectional MPss Resistance Breaking Load,
Area of Nominal P “C Min
A Diameter Wire A
/Nominal Min MC2 ’ Before’ After Y
Stranding Stranding
(1) (2) (3) (4) (5) (6) (7) (a)
mm mm mm mm? kgntm Ohms/km kN kN
1.50 I .48 1.52’ 1.167 4.18 16.432 0.32 0.30
I .96 I .94 I .98 3.011 8.16 9.561 0.54 0.5 I
2.11 2.09 2.13 3.491 9.45 8.231 0.63 0.60
2.59 2.56 2.62 5.269 14.24 5.490 0.89 0.85
3.00 2.91 3.03 1.069 19.1 I 4.019 1.11 I.11
3.18 3.15 3.21 1.942 21.41 3.626 I .29 1.23
3.35 3.32 3.38 8.814 23.82 3.265 I .43 I .36
3.50 3.46 3.54 9.62 1 26.01 3,006 I .55 1.41
3.53 3.49 3.51 9.787 26.45 2.954 I .51 I .49
3.80 3.16 3.84 II.34 30.65 2.545 1.80 1.11
4.09 4.05 4.13 13.14 35.51 2.194 2.08 1.98
4.13 4.09 4.11 13.40 36.21 2.151 2.13 2.02
4.12 4.61 4.11 11.50 41.30 1.650 2.18 2.64
NCYJ?Z- The resistance has been calculated from the maximum value of resistivity and the cross sectional urea based on
the minimum diameter.
Table 2 Steel Wires Used in the Construction of Aluminium Conductors,
Galvanized Steel-Reinforced
(Clauses 6.1, 8.1.1, 13.2 and A-3.2)
Diameter Crass Sectional MaSS Breaking Load,
Area of Nominal Min
Diameter Wire
Nominal Min MUX -
A Y Stranding Stranding
?l) (2) (3) (4) (5) (6) (7)
mm mm mm mm? kgntm kN kN
1.50 1.41 I .53 I .I67 13.18 2.46 2.34
I .51 1.54 I .60 1.936 15.10 2.10 2.57
I .96 1.92 2.00 3.011 23.53 4.20 3.99
2.11 2.01 2.15 3.491 21.21 4.60 4.31
2.30 2.25 2.35 4.155 32.4 I 5.46 5.19
2.59 2.54 2.64 5.269 41.09 6.92. 6.51
3.00 2.94 3.06 1.069 55.13 9.29 8.83
3.18 3.12 3.24 1.942 61.95 IO.43 9.91
3.35 3.28 3.42 8.814 68.15 II.58 Il.00
3.53 3.46 3.60 9.181 16.34 12.86 12.22
4.09 4.01 4.11 13.14 102.48 11.21 16.4IS 398 ( Part 2 ) : 1996
Table 3 Aluminium Conductors, Galvanized Steel-Reinforced
(Clauses 8.2.1. 8.2.2 curd A-3.2)
Nominal Stranding and Sectional Total Approximate Approximate Calculated Approximate
Aluminium Wire Diameter Area of Sectional Diameter __ M ass Resistance Calculated
Area” at 2O”C, Breaking
A+ luminium MU Load
(1) (2) (3) (4) (5) (6) (7) (8). (9)
mm’ mm mm mmz mm? mm kg/km Ohm/km kN
10 i 6/l .SO l/l.50 10.60 12.37 4.50 43 2.780 3.97
I8 6/l .96 l/l .96 18.10 21.12 5.88 73 I.618 6.74
20 6/2.11 l/2.1 I 20.98 24.48 6.33 85 I.394 7.61
30 612.59 112.59 31.61 36.88 7.77 128 0.928 9 Il.12
50 6J3.35 113.35 52.88 61.70 IO.05 214 0.552 4 18.25
80 614.09 l/4.09 78.83 91.97 12.27 319 0.371 2 26.9 I
100 ” 614.72 7/l .57 105.0 118.5 14.1s 394 0.279 2 32.41
150 3012.59 712.59 158.1 194.9 18.13 726 0.187 I 67.34
200 30/3.00 713.00 212.1 261.5 21.00 974 0.139 0 89.67
400 42l3.50 7/l .96 404. I 425.2 26.88 1281 0.073 I I 88.79
420 54l3.18 i/3.18 428.9 484.5 28.62 1621 0.068 68 130.32
520 54l4. I3 713.53 S28.5 597.0 3 I .77 1998 0.055 9s 159.60
560 42t4.13 7/2.30 562.7 591.7 31.68 1781 0.052 31 120.16
NOTE - For the basis of calculation of this table (ree Annex A).
‘1T he sectional area is the sum of the cross-secttonal areas of the rekvant individual wires.
Table 4 Lay Ratios of Aluminium Conductors, Galvanized Steel-Reinforced
(Clauses 10.2, 10.3 and 13.8)
Number of Ratio of Lay Ratios Lay Ratios for luminium Wire
Wires Aluminium for I \
Wire Steel Core Outermost Layer Immediately Innermost Layer of
Diameter (6 Wire Layer Beneath Outermost Conductors with
to Steel Layer) Layer 3 Aluminium
Wire Diameter, Min A Mtrx-_ Wire Layers
.
‘M;;;/‘- MUX */ Min Max
(1) (2) (3) (4) (5) (6) (7) (8) (9) (10) (11)
6 I 1 .o - IO I4 - -
6 7 3.0 I3 28 IO I4 - - - -
30 7 I .o I3 28 IO I4 IO 16 - -
42 7 1.8 I3 28 IO I4 IO I6 IO I7
54 7 I .o I3 28 IO 14, IO I6 IO I7
NOTE - For the purpose of calculation, the mean lay ratio shall be taken as the arithmetic mean of the relevant minimum
and maximum values given in this table.
Table 5 Standing Constants
(Table I and Clauses 13.6, A-2.1, A-2,2 and A-2.3.1)
Number of Wires in Conductor Mass Stranding Constant
Y Electrical Resistance
Aluminium Guminium steel
(1) (2) (3) (4) (5)
6 0 6.091 I .OOO 0.169 2
6 7 6.09 I 7.032 0.169 2
30 7 iO.67 7.032 0.034 08
42 7 42.90 7.032 0.024 32
.
54 7 55.23 7.032 0.018 94
8IS 398 ( Part 2 ) : 1996
ANNEX A
(Table 3)
NOTES ON CALCULATION OF RESISTANCE, MASS .AND BREAKING LOAD
A-l INCREASE IN LENGTH DUE TO A-2.3 In calculating the stranding constants in Table
STRANDING 5, the mean lay ratio, that is, the arithmetic mean
of the relevant minimum and maximum values in
A-l.1 When straightened out, each wire in any
Table 4, has been assumed for each layer.
particular layer of standard conductor, except the
central wire, is longer than the stranded conductor by A-3 CALCULATED BREAKING LOAD OF
an amount depending on the lay ratio of that layer. CONDUCTOR
A-3.1 The breaking load of an aluminium conductor-
A-2 RESISTANCE AND MASS OF
galvanized steel, reinforced in terms of the sum of
CONDUCTOR
‘the strength of the individual component wires, may
A-2.1 In aluminium conductors, steel reinforced the be taken to be as follows:
conductivity of the steel core is neglected and the
a) 98 percent of the sum of the breaking loads of
resistance of the conductor is calculated with reference
the aluminium wires plus 89 percent of the sum
to the resistance of the aluminium wires only. The
of the breaking loads of the galvanized steel
resistance of any length of strauded conductor is the
wires, when taken from the stranded conductor
resistance of the same length q any one aluminium
and tested; or
wire multiplied by a constant, as set out in Table 5.
b) 98 percent of the sum of the breaking loads of
A-2.2 The mass ot each wire in a length of stranded
the aluminium wires plus 85 percent of the sum
conductor, except the central wire, will be greater
of the breaking loads of the galvanized steel wires,
than that of an equal iength of straight wire by an
based on the breaking loads of the component
amount depending on the lay ratio of the layer
wires before stranding, that is, in the coil.
(see A-1.1). The total mass of any length of conductor
is, therefore, obtained by multiplying .the mass of an A-3.2 The values of approximate breaking load of
equal length of straight wire by the approximate conductors, given in Table 3 have been calculated
constant set out in Table 5. The masses of the steel in accordance with (b) above and on the basis of
core and aluminium wires are calculated separately the minimum.bteaking loads of the component wires
and added together. given in Table 1 and 2.
ANNEX B
( Foreword )
MODULUS OF ELASTICITY AND COEFFICIENT OF LINEAR EXPANSION
No. of Wires Final Modulus of Coefficient of Linear
/ A \ Elasticity (Practical) Expansion / “C
Aluminium Steel GN/m2
(1) (2) (3) (4)
6 1 79 19.1 x 10-h
6 7 75 19.8 x lo-”
30 7 80 17.8 x 10.”
42 7 62 21.5 x lO-h
54 7 69 19.3 x 10-h
NOTES
1 These values are given for information only.
2 Moduli values quoted may be regarded as being accurate to within f 3 GN/m’.
3 Moduh values quoted may be taken as applying to conductors stressed between IS and SO percent of the ultimate strength
of the conductor.
4 Coefficients of linear expansion have been calculated from the final (practical) moduli for the aluminium and steel components
of the conductors and coefficients of linear expansion of 23.0 x IO-” and Il.5 x IO+/ “C for aluminium and steel respectively.
ANNEX C
(Clause 6.1.2)
CHEMICAL COMPOSITION OF HIGH CARBON STEEL
C-l The chemical composition of high carbon steel Element Percentage Composition
used in the manufacture of steel wire of ACSR
Manganese 0.50 to 1.10
conductor is given below for guidance:
Phosphorus Max to 0.035
Element Percentage Composition
Sulphur Mar 0.045
Carbon 0.50 to 0.85 Silicon 0.10 to 0.35
9Bureati 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 sixes, type or grade designations.
Enquiries relating to copyright be addressed to the Director (Publication), BIS.
Review of Indian Standards
Amendments are issued to standards as the need arises on the basis of comments. Standards are also reviewed
periodically; a standard along with amendments is reaffirmed when such review indicates that no changes are
needed; if the review indicates that changes are needed, it is taken up for revision. Users of Indian Standards
should ascertain that they are in possession of the latest amendments or edition by referring to the latest issue
of ‘BIS Handbook’ and ‘Standards Monthly Additioti’.
This Indian Standard has been developed from Dot: No. ET 37 (3842)
Amendments Issued Since Publication
Amend No. Date of Issue Text Affected
BUREAU OF INDIAN STANDARDS
Headquarters:
Manak Bbavan, 9 Babadur Shah Zafar Mar-g, New Delhi 110002 Telegrams: Manaksanstha
Telephones: 323 0131,323 33 75,323 94 02 (Common to all offices)
Regional Offices: Telephone
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HYDERABAD. JAIPUR. KANPUR. LUCKNOW. NAGPUR.
PATNA. PUNE. THIRUVANANTHAPURAM.
Printed at Lke Kay Printers, New Delhi, IndiaAMENDMENT NO. 1 MARCH 1999
TO
IS 398 ( PART 2) : 1996 ALUMINIUM CONDUCTORS
FOR OVERHEAD TRANSMISSION PURPOSES-
SPECIFICATION
PART 2 ALUMINIUM CONDUCTORS, GALVANIZED
STEEL-REINFORCED
( Thirc! Rev&ion )
( Page 5, &use 13.6, fist pura, formula ) - !hbStiNte the following for
the existing:
,
I
LR20= RT
l+a (T-20)
where
R20 = resistance corrected at 20°C;
RT = resistance measured at ?“C,
OL = constant mass temperature co-efficient of resistance, 0’004 03; and
T = ambient temperature during measurement.
(Puge 6, clause 14.1(b) and (c) ] -Insert superscript “I’ at both the places.
(Page 8, Table 3, co1 2, row 12) - Substitute ‘W3.53 for W4.13’.
( Page 8, Table 5, Heading ) - Substitute ‘Stranding Constants’ for
‘Standing Constants’.
(Page 8, Table 5, cof,2, row 1 ) -Substitute ‘1’f or ‘0'.
(ET37)
ReprognphyU nit,B IS,N ew DelhIin,d ia
.AMENDMENT NO. 2 MARCH 2000
TO
IS 398 ( PART 2 ) :1996 ALUMINIUM CONDUCTORS
FOR OVERHEAD TRANSMISS1ON PURPOSES —
SPECIFICATION
PART 2 ALUMINIUM CONDUCTORS, GALVANIZED
STEEL-REINFORCED
( Third Revision)
(Page 2, clause 6.1.1) – Substitute ‘5484 :1997’ for ‘5484: 1978’,
(Page 2, clause 9.2.2) — Delete and renumber the subsequent clauses.
(Page 2, clause 9.2.3) — Delete subheading ‘Conductors Confining More
Than Seven Wires’.
( Poge 2, clause 9.2.3, firstsentence ) — Delete ‘For stranded conductor
containing more than seven wires’.
(Page 3, clause 12.1) —Substitute ‘1S 1778:1980’ for ‘IS 1778:1981’.
[Page 3, clali.rc 12.1(c) and (d)] — Substitute ‘Net mass’ and ‘Gross mass’
J(jr ‘NCIweight’ and ‘Gross weight’ respectively.
(Page 3, clause 13.1.5, parw 1) — Delete last line.
( Page 5, clouse 13.6 ) — Substitute ‘0.004 03’ for ‘0.004’ for
cicscriplion 0( ‘X’.
(Patqe 5, C/~JU.!e13.9, para 1)— Substitu[c [hc following for the c.xisting
‘This I$S( is applicable to comluclors of nominal aluminium area g,reatcr than
100 mm-.
(Page 5, clause 13.10, para 1)— Substitute the following for ik existing:
‘-!ki:: ie~t is applicable to conductors of nominal ahrminium area greater than
100 mm-.’
( Page 5, clause 13.10, “lasttwo lines) — Substitute the following for the
existing:
‘The actual breaking load falls below the specified breaking strength
require merit.’
1Amend No. 2 to IS 398 (l’art 2) :1996
(Puge5,clouse13.11, para 1)— Substitute the following for the existing
‘This test is to be conducted if agreed between the purchaser and supplier’.
(Page 6, clause 13.11.3.6, Iasf line )— Substitute ‘13.11.3.2’ for ‘5.3.5’.
(Page 6, clause 13.11.5, line 3 )— Delete the word ‘and’ after ’70 percent’.
(Page 6,clmse13 .11.5 )— Insert the following para in the end:
‘For the purpose of calculating stress-strain data at 20°C, the following
formula may be used:
1
E20 =Etx
l+w (t-20)
where
&20 is the stress-stain value at 20°C, and
Et at room tempera ture.’
[P(Igc 6, cl(lrise 14.l(a) ]— Delete’ 1)’and the corresponding footnote.
( ETI) 37 )
ReprographyUnit, BIS, New Delhi, India
2F
*
.s
AMENDMENT NO. 3 DECEMBER 2002 “
TO
1S 398( PART 2 ) :1996 ALUMINIUM CONDUCTORS l!
r
FOR OVERHEAD TRANSMISSION PURPOSE —
SPECIFICATION .
k
PART 2 ALUMINIUM CONDUCTORS, GALVANIZED STEEL —
REINFORCED
( Third Reviswn )
[ Page 5, clause 13.6 ( seealso Amendments No. 1and 2 )] — Delete the
matter in the Amendment No. 2.
[Page 6, clause 14.l(b) and (c) and the ~,tnote (see also Amendments
No. 1 and 2 ) ] — Delete the superscript at both the places and the
corresponding footnote.
(ET37)
ReprographyUnit,BIS,NewDelhi,tn~a
|
2072.pdf
|
IS:2072-1977
Indian Standard
SPECIFICATION FOR
COMB FOUNDATION SHEETS
( First Revision )
Apiary Industry Sectional Committee, AFDC 11
Chairman Representing
DR G. B. DEODIKAR Khadi & Village Industries Commission, Bombay
Members
SHRI D. S. CHADHA Central Committee for Food Standards ( Ministry
of Health & Familv Planning ). New Delhi
SHR~MATDI EBI MUKHERJEE( Alternate )
DIRECTORO F LABORATORIES Directorate of Marketing and Inspection, Faridabad
SHRI K. N. RUSTAGI( Alternate )
DR N. P. GOYAL Punjab Agricultural University, Ludhiana
SHRI B. P. GUPTA Directorate of Fruit Utilization, Government of
Uttar Pradesh, Ranikhet
SHRI K. M. JOYAPPA Department of Industries & Commerce, Government
of Karnataka, Bangalore
APICULTURAL DEVELOPMENT
OFFICER ( Alternate )
DR R. P. KAPIL Haryana Agricultural University, Hissar
DR D. S. GUPTA ( Alternate )
SHRI J. L. KAW J & K Khadi and Village Industries Board, Srinagar
SHRI 0. P. KRISHNA Department of Agriculture, Government of
Himachal Pradesh, Simla
SHRI JOGINDERS INGH ( Alternate )
DR N. C. PANT Indian Agricultural Research Institute ( ICAR ),
New Delhi
PRESIDENT Coorg Honey and Wax Producers’ Co-operative
Marketing Society Ltd, Virajpet
DIRECTOR( Alternate )
SECRETARY Sambay Kutir Shilpanusthan Ltd, Sibsagar
SHRI P. L. SHARMA Himachal Pradesh University, College of Agri-
culture. Solan
SHRI S. G. SHENDE Maharashtra~ State Khadi & Village Industries
Board, Bombay
SHRI C. S. BHAMBURE( Alternate )
(Continued on page 2 )
0 Copyright 1971
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 Act18:2072-1977
( Continued from page 1 )
Members Representing
SHRI S. G. SHENDE All India Bee-Keepers’ Association, Pune
DR R. P. KAPIL ( Alternate )
SPECIALO FFICER Martandam Bee-keepers’ Co-operative Society Ltd,
Martandam
DR M. SWALEH Forest Research Institute & Colleges, Dehra Dun
DR R. M. BERRY( AIternate )
DR I. N. TANDON Government Beekeeping Station, Jeolikote
SHRI YOGESHWARS INGH ( Alternate )
SHRI C. V. THAKAR Khadi & Village Industries Commission, Bombay
SHRI K. V. TONAPI ( Alternate )
SHRI T. PURNANANDAM, Director General, IS1 ( Ex-officio Member )
Deputy Director ( Agri & Food )
Secretary
SHRI MANOHAR T. SANTWANI
Deputy Director ( Agri & Food ), ISI
Beekeeping Equipment Subcommittee, AFDC 11: 2
Convener
SHRI C. V. THAKAR Khadi & Village Industries Commission, Bombay
Members
SHRI K. M. JOYAPPA Department of Industries &Commerce, Government
of Karnataka, Bangalore
SHRI J. L. KAW J & K Khadi and Village Industries Board, Srinagar
SHRI 0. P. KRISHNA Department of Agriculture, Government of
Himachal Pradesh, Simla
SHRI JOGINDERS INGH ( Alternate )
SHRI BIMALENDUM ONDAL 24 Parganas Bee-Keepers’ Co-operative Society Ltd,
24 Pareanas ( West Bencal j
SHRI R. P. PHADKE Khadi & Vyliage industries Commission, Bombay
SHRI A. M. SHAH All India Bee-Keepers’ Association, Pune
SHRI TIRATH RAM ( Alternate )
SHRI P. L. SHARMA Himachal Pradesh University, College of Agri-
culture, Solan
SHRI S. G. SHENDE Maharashtra State Khadi & Village Industries
Board, BombayIS : 2072 - 1977
Indian Standard
SPECIFICATION FOR
COMB FOUNDATION SHEETS
( First Revision )
0. FOREWORD
0.1 This Indian Standard ( First Revision ) was adopted by the Indian
Standards Institution on 18 February 1977, after the draft finalized by the
Apiary Industry Sectional Committee had been approved by the
Agricultural and Food Products Division Council.
0.2 Comb foundation sheets are made of pure beeswax embossed with the
bases and the beginning of the cell walls and cells of comb of the honey-bee.
These sheets form the base midrib or foundation of the honey comb
without the superstructure of the cells. They are inserted in the frames,
which are placed in beehives, on which the honey-bees complete their
combs.
0.3 This standard was first published in 1962. In the first revision; (a) the
mass of comb foundation sheets has been changed; (b) quality of cell
embossings has been defined; and (c) Amendment No. 1 has been
incorporated.
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 material, sizes and other requirements for
comb foundation sheets made of beeswax.
2. TERMINOLOGY
2.0 For the purpose of this standard, the following definitions shall apply.
2.1 Brood Frame - A frame made up of a top bar, a bottom bar and two
side bars in which the brood is reared.
*Rules for rounding off numerical values ( revised ).
3IS : 2072 - 1977
2.2 Frame - A frame of wood to hold a comb [the frames are so cons-
tructed that a series of them may be placed in a vertical position in the
brood chamber or the super chamber so as to leave space (bee space) in
between them for bees to move].
2.3 Super Frame - A frame which has a depth less than that of the brood
frame and in which surplus honey is stored.
3. MATERIAL
3.1 The comb foundation sheets shall be made from beeswax ( see IS: 1504-
1974’ ).
4. COMB FOUNDATION SHEETS FOR BROOD AND SUPER
FRAMES
4.1 The comb foundation sheets meant to provide a base in brood and
super frames of a beehive (see IS: 1515-19671) shall be obtained by dipping
plain wooden board in pure molten beeswax and then embossing the plain
wax sheets so obtained with cells.
,5. OTHER REQUIREMENTS
5.1 The size of the cells of the comb foundation sheets meant for use in
different regions shall be as given in Table 1.
TABLE,1 SIZE OF THE CELLS OF COMB FOUNDATION SHEETS
SL REGION NUMBER OF LENGTH
No. CELLS mm
(1) (2) (3) (4)
9 Higher himalayan regions 10 49
ii) Sub himalayan regions 10 41
iii) Central India 10 45
iv) South India 10 43
5.2 The mass of a comb foundation sheet per 100 cm2 shall be between
6 and 7 g.
5.3 The cell embossings shall be deep and their sides shall ,have clear and
raised edges.
!
*Specification for beeswax ( second revision ).
f’specification for beehives ( first revision ).
4IS : 2072 - 1977
6. SAMPLING
6.1 The method for drawing representative samples of the sheets and criteria
for conformity shall be as prescribed in Appendix A.
7. PACKING AND MARKING
7.1 Packing-Unless otherwise agreed to between the purchaser and the
supplier, the comb foundation sheets 5, 10, 25, 50 or 100 in number shall be
wrapped in grease-proof paper of a suitable plastic sheet and like polye-
thylene and packed in a suitable container. Each sheet shall be separated
by a cellophane or trace paper to avoid sticking. The sheets should be
stored in a clean place so as to avoid any possible contamination by
insecticides and chemicals toxic to the honey-bees.
7.2 Marking - Each container shall be suitably marked with the following
information:
a) Name of the material;
b) Name of the manufacturer, or dealer;
c) Batch or code number; and
d) Net mass in g.
7.2.1 Each 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 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 OF processors, may be obtained from the Indian Standards
Institution.
APPENDIX A
(Clause 6.1 )
SAMPLING OF COMB FOUNDATION SHEETS
A-l. PRECAUTION IN SAMPLING
A-l;1 In drawing, storing and handling samples, the following precautions
and directions shall be observed:
a) While drawing samples, care shall be taken to handle the sheets
gently so as to avoid breaking and spoiling the cell-structure.
5IS: 2072 -1977
b) Samples shall be kept in a clean place so as to avoid any possible 0
contamination.
cl Samples shall be stored in air-tight wooden box and kept in a cool
and dry place. The conditions of storage shall be such that they
do not unduly affect the quality of the material.
A-2. SCALE OF SAMPLING
A-2.1 Lot -In any consignment, all the containers of the same size and
from the same batch of manufacture shall constitute a lot.
A-2.1.1 Samples shall be tested for each lot for ascertaining conformity
of the material to the requirements of this specification.
A-2.2 The number of containers to be selected from a lot shall depend on
the size of the lot and shall be in accordance with co1 1 and 2 of
Table 2.
A-2.3 The containers to be selected for sampling shall be chosen at random
from the lot and for this purpose random number tables shall be used. In
case such tables are not available the following procedure may be adopted.
Starting from any container, count them as 1, 2, 3, etc, up to Y and so
on in a systematic manner. Every rth container thus counted shall be
withdrawn; r being the integral part of N/n where N is the total number of
containers in the lot, and IZ the number of containers to be selected.
TABLE 2 NUMBER OF CONTAINERS TO BE
SELECTED FOR SAMPLING
( Clause A-2 3 )
LOT SIZE NUMBER OF CONTAINERS
TO BE SELECTED
(NJ (n)
2to 15 2
16 ,, 40 3
41 ,, 65 4
66 ,, 110 5
111 ,, 250 7
251 and over 10IS : 2072 - 1977
A-2.4 Test Samples - From each of the containers selected as in A-2.2,
draw at random, one comb foundation sheet for containers of size less
than 25 and two comb foundation sheets for containers of size greater
than 25. Each sheet shall constitute a test sample.
A-3. NUMBER OF TESTS
A-3.1 Tests for the determination of various characteristics, as specified
in 4 and 5 shall be made on each of the test samples ( see A-2.4 ).
A-4. CRITERION FOR CONFORMITY
A-4.1 A lot shall be considered as conforming to this specification if each
of the test results satisfied the corresponding requirements as specified
in 4 and 5.INDIAN STANDARDS
ON
APIARY INDUSTRY
IS:
1504-1974 Commercial beeswax ( second revision )
1515-1969 Beehives ( first revision )
1735-1960 Hive stands
1736-1960 Honey extractor, tangential type
3891-1974 Layout for honey processing plant ( first revision )
3894-1966 Comb foundation mill
4941-1974 Extracted honey ( first revision )
5426-1969 Travelling bees box
5427-1969 Honey extractor, radial type
6695-1972 Code for conservation and maintenance of honey bees
7459-1974 Wasp trap
7849 (Part I)-1975 Layout for a honey house: Part I Large scale honey handling units
|
7356_1r.pdf
|
IS 7356 ( Part 1 ) : 1992
( g;rfkVl )
CfeFfT
Indian Standard
CODE OF PRACTICE FOR INSTALLATION,
MAINTENANCE AND OBSERVATION OF
INSTRUMENTS FOR PORE PRESSURE
MEASUREMENTS IN EARTH DAMS AND
ROCKFILL DAMS
PART 1 POROUS TUBE PIEZOMETERS
( First Revision )
UDC 624.131-387 : 627*824*2/e 3 : 681.121-843
BUREAU OF INDIAN STANDARDS
MANAK BHAVAN, 9 BAHADUR SHAH ZAFAR MARG
NEW DELHI 110002
December 1992 Price Gmop 5Hydraulic Structures Instrumentation Sectional Committee, RVD 16
FOREWORD
This Indian Standard was adopted by the Bureau of Indian Standards, after the draft finalized by
the Hydraulic Structures Instrumentation Sectional Committee had been approved by the River
Valley Division Council.
When load is applied to a soil mass, part is carried by the mineral skeleton and part by fluids,
the load being distributed in direct proportion to the relative stiffness of the individual phases.
Because the pores between the individual soil particles are very small and may be only partly
filled with water, the pressures in the air and water which filled the pore spaces will be different.
The effective stress is related to these known stresses is crucial in soil engineering because the
distribution of deformation behaviour of the soil.
Installations of piezometers in earth fills and their foundations provide significant quantitative
data indicating the magnitude and distribution of pore pressure and their variations with
time and also patterns of seepage, zones of potential piping, and effectiveness of underseepage
control measures. Piezometers properly installed in earth dams and correct evaluation of pore
pressure will:
a) Indicate potentially dangerous conditions that may adversely affect the stability of a dam
and its appurtenant structures;
b) Help monitor, after construction, the behaviour of dams and their foundations and
appurtenant structures;
c) Provide basic data for improvement of design practices and criteria that will promote
safer and more economical design and construction of earth and rock-fill dams and
appurtenant structures; and
d) Enables evaluation to be made of the effectiveness of grout curtain.
The porous tube piezometer is a device for measuring pore water pressures primarily in a
foundation though it can also be used to measure pore pressure in an embankment. It is more
sensitive to foundation pressures or ground water fluctuations and is more resistant to plugging
due to silting than the conventional observation well which it replaces. These tips may not
indicate the correct pressures where there is no sufficient flow of water into the standpipe of
the piezometer, as for example in partially saturated soils.
Even though foundation pore pressures can be measured by the conventional twin tube hydraulic
type foundation piezometers, there are locations not easily accessible to these piezometers, in
view of the depths at which the tips are required to be installed and of the necessity of terminal
facilities. The porous tube piezometer can be installed at such locations being an independent
installation. Because of its simplicity, and reliability, the porous tube piezometer can be used
by taking advantage of the drainage tunnels and grouting culverts to provide permanent access
to the top of the holes. Since porous tube piezometers can be installed after completion of
construction, cbstruction to construction equipment can also be avoided.
This standard was first published in 1974. This revision has been prepared to incorporate
certain changes found necessary in the standard in the iight of the comments received from the
users. The major changes in this revision are in description of equipments i. e. porous tube,
stopper with rubber seal, top adaptor. The accuracy of water well sounder has also been
reduced to 2 mm. The need for the installation of porous tube piezometers have been added.Is 7356 ( Part 1 ) : 1992
Indian Standard
CODE OF PRACTICE FOR INSTALLATION,
MAINTENANCE AND OBSERVATION OF
INSTRUMENTS FOR PORE PRESSURE
MEASUREMENTS IN EARTH DAMS AND
ROCKFILL DAMS
PART 1 POROUS TUBE PIEZOMETERS
First Revision )’
(
1 SCOPE of annular cross-section, 37 mm outer dia x 6
mm wall thickness and about 60 cm long.
1.1 This standard ( Part 1 ) covers description
Alternatively porous tubes of shorter lengths
of porous tube piezometer with connected
may be coupled together with proper tie rods
accessories, the installation procedure and
and rubber gasket seals to form a piezometer
maintenance, method of taking observations,
tip or could be used in shorter lengths depend-
record and presentation of data for earth
ing on the height of the structure. The length
dams.
of the porous tube and the sand backfill ( see
1.1.1 The provisions of the code suitably Fig. 1 ) may be varied with the subsurface
modified may be also applicable to porous tube conditions encountered at site. The porosity
piezometer installations in earthen embank- of the porous tube should be chosen according
ments. to site conditions.
2 DESCRIPTION AND WORKING OF THE 3.2 Stopper and Coupler
APPARATUS
The bottom end of the porous tube is sealed
2.1 T’he intake point of the piezometer consists with suitable rubber plug. When shorter
of a porous carborundum/alundum tube of lengths are coupled together a brass stopper
annular cross-section. The bottom end of the having a suitable rubber seal should be used to
porous tube is plugged with a suitable rubber seal the ends.
stopper. The porous tube is set in a hole
which is either drilled or jetted into the founda- 3.3 Top Adaptor
tion to a predetermined elevation to intercept
It is required to be fitted on the upper end of
ground water or pore pressure in the foundation.
the porous tube assembly to connect the stand-
The porous tube is surrounded by sand and
pipe to the porus tube.
has a plastic riser pipe extended to the surface.
3.4 Standpipe
2.2 The pressure of the pore water surrounding
the porous tube causes a flow through the Durable rigid PVC tubing ‘having an outside
piezometer until the pressures are equalized diameter of 12 mm and a wall thickness of 1.5
by the head of water in the standpipe ( plastic mm in maximum available lengths. The dia-
tube ). The elevation of water in the plastic meter of the tubing may be increased, if
tube is determined by an electrical sounding necessary, in view of the dil%culty experienced
device lowered from the ground surface. in passing the sounder used, provided the
consequent increase in response time is accept-
2.3 A typical assembly and installation of the
able for the intended use.
porous tube piezometer is shown in Fig. 1.
3.5 Joint for;PVC Tubing
3 EQUIPMENT
These are required for jointing the available
3.1 Porous Tube lengths of PVC tubing. The joints should be
This is a porous carborandum or alundum tube of suitable type to ensure no leakage and shouldIS 7356 ( Part I ) : 1992
1.5 mm 0 ORILL HOLE ffit?OUGf#
TOP OF BRASS PIPE CAP
3.mm 9 DRltL WOLE
IN IHE SIDE OF r49/-7
Vhmm N.‘B PIPE CAP\ YfilO
9
#4 f CEMENT COILCRETE
SAND- P0ftTt~~p 4-- J
CEMENTG ROUT
VARIABLE
/SAND-PORTLAND
CEMENT GROUI
SATURATED CLEAN
SAND BACKFILL
00 mm 9 HOLE
LIST OF PARTS
SI No. Name of Item Material SI No. Name of Item Material
1. 37mm x 6mm wall porous Carborandum 6. Water level sounder with -
tube 60 cm long accessories (not shown )
Alu:&~m 7. 12 mm brass hexagonal bead Brass
2. Rubbes stopper Rubber pipe cap
3. Rubber bushicg Rubber 8. 50 mm nominal bore pipe cap G/I
4. PVC tubing 12 m in GD x 1.5 PVC 9. 50 mm nominal bore steel pipe G/I
mm wall - 10. Male connector s Brass
5. Tubing joint
NOTES
1 Suitable protective fencing around each installation shall be built at top.
2 Water level soucder used for observations shall be capable of being lowered into 9 mm ID pIastic tubing.
3 The 50 mm casing pipe may also be used for extending the 12 mm plastic tubing through fill where
necessary.
FIG. 1 ASSEMBLYO F POROUST UBB PIEZOMETERIS 7356 ( Part 1 ) : 1992~
be smooth and flush inside to prevent lodging pipe pulled up a few inches from the bottom of
of air bubbles and smooth passing of the the hole to be used as an intake. The casing
sounder. The joiner or coupler for PVC tubing should be kept filled by pouring in clear water,
may be made of rigid PVC having internal until all cloudiness disappears from the effluent
diameter of the rubber tubing. Suitable ( see phase 1, Fig. 2 ).
adhesive/resin may be used for jointing lengths 5.4 After the hole is cleaned, saturated sand
of PVC tubing. should be poured into the casing to fill the
bottom of the porous space. The length of
4 WATER LEVEL SOUNDER
the porous space to be filled with sand should
4.1 The water level sounder is required to be depend upon the relative tightness of the
lowered from the surface into the plastic tube natural soil surrounding the hole, that is, the
with the help of the connecting cable for lower the permeability, the greater the length
taking observations. It comprises of two of the hole for the intake area of the piezo-
insulated wires bared at the contact end which meter. The sand backfill should consist of
passes through a weighted probe of any suita- clean sand, which should satisfy the filter
ble material. Suitable markings should be requirements vis-a-vis the surrounding soil as
given on the cable preferably at every 0.5 m closely as possible, without including any silt
intervals and should have an additional arrange- sizes. Unless the side walls of the holes have
ment to measure with an accuracy of 2 mm. a tendency to cave in, the casing should be
The length of the wires should be commensu- raised approximately by 60 cm before backfill-
rate with depth up to which the observations ing with saturated clean sand. The casing
are required to be made. The unit should be should be withdrawn in such a way that the
battery operated, complete with reel/spool of surrounding soils is not disturbed. However,
cable extension rod of 0.5 m, leather carrying if there is a danger of sloughing, the casing
case, tripod stand and dummy probe with nylon should be withdrawn in increments of 15 cm
cord of 50 m. The unit should also carry or less after lifts of sand are placed to support
battery operated indicator and buzzer. the hole. The sand in the bottom of the hole
should be tamped with a bar or a pipe, before
5 INSTALLATION PROCEDURE
installation proceeds ( see phase 2, Fig. 2 ).
5.0 The procedure given is for installation of
5.5 Next step is the lowering of the porous
porous tube piezometers in drill holes where
tube to its designated elevation. Before this
it is considered necessary to provide porous
is done, the required length of the tubing and
tube piezometers within the embankment.
the joints should be tested for leak proofness
Where the standpipes are expected to pass
and then the porous tube and tube assembly
through embankments and concrete structures,
should be immersed about a metre below the
necessary provision for extending the stand-
surface of water in the hole into the clear water,
pipes to successive Iligher elevations should be
and the plastic stand pipe should be connected
made as the construction operations progress.
to a supply tank, a vaccum should be then
5.1 The successive steps involved in the applied to the tank to draw water through the
installation of porous tube piezometer are porous tube to eliminate air from the system.
described in 5.2 to 5.10 ( see also Fig. 2 ). If the length of tubing is loo much to handle
5.2 A minimum 100 mm dia cased hole is as a single Iength, shorter length can be first
advanced to about 30 to 60 cm distance below lowered into the borchole and subsequent
the planned elevation for the bottom of the lengths be jointed properly afterwards. To
porous tube by jetting or by other accepted expedite saturation and removal of air from
procedures. Use of bentonite on drilling muds the porous tube, it should be soaked in warm
should not be permitted. Most of the casing water for several hours, or boiled in water for
is usually removed from the hole during ins- 15 min before installation ( see phase 3, Fig. 2 ).
tallation of the apparatus but if the casing is 5.6 When lowering the assembled porous tube
expandable, a sufficient length should be pulled and plastic standpipe into the hole, a small
after installation of porous tube so that the positive pressure should be maintained in the
sand-cement grout has direct contact, if tank to cause an outward flow of water from
possible, with an impermeable stratum. the tip. A pump of low capacity may also be
5.3 After the casing has reached the designed used to draw water through the porous tube
depth in the 100 mm dia hole, the hole should and to maintain a positive pressure while
be washed clean to the bottom. For a drilled lowering the tip. This will prevent movement
hole, clean water should be circulated through of fines into the porous tube. With the assem-
the drilled bit until the discharge is clear. For bled porous tube resting on the sand in the
a jetted hole the pump is reversed and the jet bottom of the hole, the casing is withdrawn in
3IS 7356 ( Part 1 ) : 1992
small increments, depending on the condition where the sounding device given indication of
of the wall of the hole and saturated sand is contact with ground water should be read off
poured into the hole to the level of the top of from the marked cable. This is the level up
the porous tube. to which water is standing in the standpipe.
Distance from an even half metre mark on the
5.6.1 The designed elevation for the porous cable could be scaled off by a metre scale
tube is the elevation of the mid-point along the graduated to every 2 mm. Knowing the dis-
length of the tube. The length of the tube tance from top of the installation to the water
including the projecting rubber bushing should, surface in the standpipe, the elevation of water
therefore, be measured before the apparatus is surface can be determined. The difference of
lowered into the hole. Measurements for the the elevation of the water surface and the
original elevation of the porous tube should be elevation of the mid-point of the porous
taken to the nearest 1 cm. However, after the tube gives the pore pressure of water in metres.
installation is completed, measurements for
6.2 Measurements for original elevation of the
elevation on top of each installation and the
porous tube should be taken to the nearest one
water level in each pipe should be made to the
centimetre. However, after the installation
nearest 5 mm ( see phase 4, Pig. 2 ).
is completed, elevation on top of the installa-
5.7 The casing should then be pulled approxi- tion and the water elevation in the standpipe
mately 30 to 60 cm and that portion of the should be made to the nearest 2 mm. The
hole backfilled with saturated sand. A mini- elevation of top of PVC pipe be checked at least
mum 30 cm of sand should be backfilled above once in a year to account for change in RL of
the elevation of the top of the porous tube top of PVC pipe due to settlement.
( see phase 5, Fig. 2 ).
6.3 Sedimentation around the porous tube
5.8 The casing should then be pulled approxi- reduces the sensitivity of the piezometer. In
mately one metre or as the hole permits and order to retard this, the water level in the
the hole backfilled with sand-Portland cement standpipe should be raised, thereby requiring
grout having volume ratio one part cement to an outward flow to achieve equilibrium. This
4 parts sand. Sufficient water should be added should be done particularly when an increase
to dry volumes to produce workable grout mix. in pore pressure around the tip is anticipated.
The consistency of the plugging paste should
be such that the fines do not penetrate the 7 FREQUENCY OF OBSERVATIONS AND
sand backfill. Tamping bar should be lowered RECORDING OF DATA
into the hole at this stage to puddle the grout. 7.1 Frequency of Observations
Attempt should be made to maintain the PVC
Pore pressure readings should be taken at
standpipe in the centre of the hole during each
every 15 days interval during construction and
increment of the backfill procedure should
at monthly intervals during shut down. After
continue till appear. One meter of the casing
construction, during the filling and depletion
remains in the hole ( see phase 6, Fig. 2 ).
of the reservoir, the piezometer should be read
5.9 The casing should be cut off at about 15 cm for every 3 m rise or fall of the lake level. Por
above the ground surface. The plastic stand- the first five years after completion, fort-
pipe should be cut off flush with the top of nightly observations should be taken if the rate
steel casing and capped with a removable pipe of change of water level is slower than 3 m per
cover. The annular space between the steel fortnight. After five years, observations may
casing and the plastic standpipe should be be taken monthly. During rainy seasons more
filled with grout to within approximately 5 cm frequent readings may be recorded, if necessary.
from top of the pipe. The top of stand pipe
7.2 Recording of Observeh Data
casing pipe should now be individually covered
with metallic pipe cap. The readings taken should be -recorded in a
suitable form. A proforma recommended for
5.10 Upon completion of the installation, a this purpose is given in AnnexA.A separate
protective tripod or fence made from sections register should be maintained for each porous
of pipe or reinforcement steel should be cons- tube piezometer. A recommended proforma
tructed and set into the ground over the system for the register is given in Annex B.
to protect the installation from damage.
8 PRESENTATION OF DATA
6 OBSERVATIONS
8.1 The data from piezometric observations
6.1 The casing pipe and then the plastic stand- should be duly processed and the graphs
pipe are uncapped and the water level sounder prepared for pore pressure, reservoir level and
is lowered into the standpipe. The depth height of overburden versus time.
4IS 7356 ( Part 1 ) : 1992
SATURATED C .LEAM
PUMP FLOW
REVERSED
CLEAR WATER
--INTAKE OF
JET PIPE
--BOTTOM OF
POROUS SPACE
PHASE 1 PHASE 2
CLEANING OF BACKFILLING SAND
HOLE BELOW POROUS TUBE
Operations:
1. Advacce a 100 mm dia minimum cased hole to the 1. Pull casing pipe by approx. 60 cm or in increments
desired elevation by Jetting or accepted drilling of 15 cm or less if there is a tendency of sloughing.
procedures. 2. Pour saturated, clean sand to fill the bottom 30 to
2. For a drilled hole, circulate clean water/through 60 cm of the hole depending upon the relative per-
the bit till the discharge is clear. For a jetted hole: meability of the natural soil surrounding the hole.
(i) reverse the pump and pull jet pipe a few cm
from bottom of hole to be used as intake, (ii) pour
clear water keep it full.
3. Stop the pump when cloudiness disappears from
the effluent.
NOTES
1 Casing to be kept filled with water in phases 1 to 5.
2 Diameter of the hole and the length of sand back fill below the piezometer may be varied with subsurface
conditions encountered.
3 For assembly and list of parts of porous tube piezometer installation, Fig. 1.
FIG. 2 INSTALLATIONP ROCEDURE FOR POROUS TUBE PIEZOMETER( Continued)
53S 7356 ( Part 1 ) : 1992
VACUUM 271 !
EXCESS HEAO
RUBBER ELbSHIHC ON PIEZOMETER
LUNDUM TUBE
PVC SPANDPIPE
FLOW OF WATER
INTO THE
PIEZOMETER
RUBBER
OPPER
FLOW OF WATER Or_?1
OF PIEZONETER
PHASE 3 PHASE 4
SATURATION OF-’ PLACING OF
POROUS TUBi! POROUS TUBE
Operations:
1. Soak the porous ( alundum ) tube in warm water 1. Lower the apparatus into the hole to the desired
frr several hours or boil in water for 15 min before elevation.
installation.
2. Maintain a small positive pressure in the tank
2. Measure the length of the porous tube, inc1udiT.g while lowering to cause an outward flow of water
the projecting rubber bushing. from the tin.
3, Lnmerse the porous tube about a metre below the 3. Measure or.igiTal elevation at the middle point cf
surface of water in the hole into clear water. porous tube to the nearest 1 cm.
4. Comect the PVC stand pipe to a small tank and
dlaw water through the porous tubz iFto the tark
by using a reverstd pump. Continue till air is com-
pletely eliminated from the system, taking care
that some depth of water remains over the top of
the porous tube.
FIG. 2 INSTALLATION PROCEDURE FOR POROUS TUBE PIEZOMETEX ( Continued )
6IS 7356 ( Part 1 ) : 1992
ATURATED SAND
PVC STANWIPE
NO-PORTLAND
(BY VO~UMP)
PVC SIANDPIPE
SATURATED
RUBBER BUSHING
NOW TUBE
RUBBER STOPPER
LEAN SAtURAlED
SAND BACKFILL
PHASE 5 PHASE 6
BACKFILLING OF SAND COMPLETION OF
AROUND POROUS TUBE INSTALLATION
Operations:
1. Withdraw casing 30 to 60 cm on top of porous 1. Pull casing in small increments as before.
tube in small increments, depending upon the 2 Back fill with workable sand-Portland cement
conditions of the walls of the hole and pour .
grout, having a volume ratio of one part cement to
saturated sand after each withdrawal. four parts sand.
3. Puddle the grout with a tamping bar.
4. Maintain standpipe in centre of hole during each
increment of backfill.
5. Continue backfilling with’ sand-cement grout in
small increments till approximately 125 cm of
casing remains in the hole.
6. Cut off the casing about 15 cm above the ground
surface.
7. Fill the annular space between stand pipe and the
casing pipe with grout to within 75 cm of top of
casing pipe.
8. Cut off the stand-pipe Rush with the top of casing
and cap with a removable pipe cover.
9. Place a metal pipe cap on the casing pipe.
10. Place coccrete near the top as shown.
11. Instal a protective tripod or fence over the system.
FIG. 2 INSTALLATIONP R~CEDUREFOR POROUSTUBE PIEZOMETER
7IS 7356 ( Part 1) : 1992
9 PRECAUTIONS FOR ERECTION lead to gross errors in the readings.
10.2 All missing screw caps on tops of the
9.1 During erection, the end of standpipe
standpipes and casing pipe should be replaced
should be kept closed by caps to avoid foreign
with their original numbers stamped.
matter finding its way into the pipes, making
observations of water level unreliable, if not 10.3 The top levels of the standpipe should be
impossible. checked up by an accurate levelling instrument,
if any, change in levels is suspxded to have
9.2 Ail pipes should be kept vertical to faci- occurred.
litate lowering of the sounding device for
10.4 The protective fencing around the insta-
observations.
llation should be maintained in good order and
replaced, if need be.
9.3 Each installation in structure should be
given a distinct number and these numbers NOTE - When there are large fluctuations in up-
stream and downstream water levels, for instance
should be stamped on the caps at the end of
during rising or falling floods or when the liver is
the standpipes and on the platform where these being ponded up, to feed supplies to canals or for
are located. gereration of power, etc, the results are likely to be
influenced by time lag. A rise in the upstream level
will give relatively lower readings and vice-versa.
10 MAINTENANCE OF INSTALLATION
When water levels ale taken at regular intervals,
due allowance should be made for such time lag and
10.1E very fwo months each standpipe should
its effect taken into account. The time lag can be
be tested for any clogging. Clogging or sedi- assessed by filling the standpipe with water and
mentation can be controlled by raising the water measuring thk time of the water level to drop down
level in the pipe, thereby allowing outward flow to a constant level. This test should be performed
when the levels on the upstream and the downstream
of water with sediments from top of the pipe.
are almost steady. The time lag should be mea-
Compressed air, however, should not be used sured by an average of three such trails. The time
to revive a piezometer as this would fill the lag measurements may be done allowing about a
pores of the tube with air, which would be month after installation for establishment of
original cor,ditions and once every six months to
impossible to remove. It is essential that air
ascertain the extent of choking of the installation,
should be prevented from entering the pores of ifany, and to take into account the effect of time
the tube at all times as the presence of air will lag on the readings.
ANNEX A
( Chuse 7.2 )
DATA SHEET FOR POROUS TUBE PIEZOMETER READINGS
Dam . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Date of Observation . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
Project... . . . . . . . . . . . . . . . . . . . . . . . . . . . Observer .., . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .._
Ref for drawing... . . . . . . . . . . . . . . . Sheet . . . . . . . . . . . . . . . . . . . . . . . . . . . of... . . . . . . . . . . . . . . . . . . . . .
Elevation . . . . . . . . . . . . . . . . . . . . . . . . . . Top of Embankment ..,.............................,
Reservoir Water El . . . . . . . . . . . . Tail Water El1
Piezo- Location Qriginal Elevalion-Top Settlement Distance Elevation Pore
meter ztat-;* ---7 Elevation of Riser Tube of Top Top of W;;;on Pressure
No. Offset ofTpUbms Tr.-------7 Riser Riser i
Orlgtnal Current Tube Tube to meter
Water
Surface
1. Record if appropriate
2. Record offset by distance U/S or D/S from crest of dam or axis of locatio,l by using co-ordinates
3. Taken as mid-point on length of porous tube.
4. Record all elevatiorls and distance to 5 mm.
5. Use minus ( - ) to indicate heave.IS 7356 ( Part 1 ) : 1992
ANNEX B
( Clause 7.2 )
REGISTER OF POROUS TUBE PIEZOMETER OBSERVATIONS
Dam .......................................... Piezometer Tip No. .......................................
Date of Installation of Tip ..............................
............................................................
Project ....................................... Location of the Tip .......................................
Strata Around Tip.. ...................... R. L. of the Tip .............................................
Offset from Axis of Dam .................................
Date of Embankment Reservoir Tail Water Elevation of Pore Remarks
Observation Level Elevation Elevation Water in Pressure
Piezometer
mm m mStandard Mark
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Standards Acr, I986 and the Rules and Regulations made thereunder. The Standard Mark
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which a licence for the use of the Standard Mark may be granted to manufacturers or
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BIS is a statutory institution established under the Bureau of Indian Standards Act, 1986 to
promote harmonious development of the actiiities of standardization, marking and quality
certification of goods and attending to connected matters in the country.
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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
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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 16 ( 23 )
Amendments Issued Since Publication
Amend No. Date of Issue Text Affected
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13826_6.pdf
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IS 13826 ( Part 6) : 1993
Indian Standard
l3ITUMEN BASED FELTS - METHODS OF TEST
PART 6 WATER ABSORPTION TEST
UDC 691’165 : 620’193.19
c
@ BIS 1993
BUREAU OF INDIAN STANDARDS
MANAK BHAVAN, 9 BAHADUR SHAH ZAFAR MARG
NEW DELHI 110002
Sqtember 1993 Price Group 1Water-Proofmg and Damp-Proofing Sectional Committee, CED 41
FOREWORD
This Indian Standard ( Part 6 ) was adopted by the Bureau of Indian Standards, after the drafe
finalized by the Water-Proofing and Damp-Proofing Sectional Committee had ~been approved -by,
the Civil Engineering Division Council,
Bitumen felts may be of different types depending upon the raw material used and their
construction IS 1322 : 1993 ‘Snccifimtinn fgr hYiIt-mu--In.Aen AfeLltI.c. ” fcr w..UatCPrI I n+nnf;ng 2nd Aamn-
proofing (fourth revision )’ and 1ls’??%?l>~3 ‘Specification for glass fibre b$ed”&al tar pitcuhu%d
bitumen felts (first revision )‘, cover bitumen felts of hessian based and glass fibre base
respectively. The above standards require, amongst other requirements, detailed testing of each
of these products. Various methods of test relating to each product for determination of
physical properties have been included in the separate standards. All types of felts have to
satisfy some common essential physical requirements for which methods of test are same. A
series of standards covering methods of test have, therefore, been formulated to cover the
determination of various physical requirements of bitumen felt. This standard covers water
absorption test. Other parts of the standard are as follows :
Part 1 Breaking strength test
IL
Part 2 Pliability test
Part 3 Storage sticking test
Part 4 Pressure head test
Part 5 Heat resistance 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 6 ) : 1993
Indian Standard
BITUMENBASEDFELTS -METHODSOFTEST
PART 6 WATER ABSORPTION TEST
:I SCOPE three equal test pieces 300 x 300 mm and weigh
the central test piece to nearest 0’1 g.
This standard ( Part 6 ) covers the method for
<determination of the water absorption of 5.2 Immerse the central test piece completely in
bitumen felt when immersed in water at the distilled water for 24 hours.
normal atmospheric temperature for 24 hours.
5.3 Remove the test pieces and hang the test
2 REFERENCE pieces immediately diagonally for air drying in
room at 27 f 2°C and 65 f 5 percent relative
The Indian Standard IS 4911 : 1986 ‘Glossary of humidity for 45 minutes. Reweigh the sample
terms relating to bituminous water-proofing land to nearest 0’1 g.
‘damp-proofing of building’ is a necessary adjunct
to this standard. 6 CALCULATION
Calculate the water absorption as the percentage
3 TERMINOLOGY
weight increase as given below:
-3.0 For the purpose of this standard, the
definitions given in IS 4911 : 1986 shall apply. Water absorption = Ma--M1 x, 100
1
where
.4 APPARATUS
lur = mass of the piece before immersion in
distilled water, and
4.1 Balance
Mz = mass of the piece after hanged for 45
4.2 Troogb to immerse Sample in Water minutes.
4.3 Arrangement for Hanging tbe Samples 7 REPORTING
.Diagonally
Reporting shall include the following:
5 PROCEDURE
a) Date of testing,
.
b) Type of conditioning, and
5.1 From the sample selected, cut a strip
300 mm wide across the roll. Divide this into c) Observation.IS 13826 ( Part 6 ) : 1993
ANNEX A
( Foreword )
COMMITTEE COMPOSITION
Composition of Water-Proofing and Damp-Proofing Sectional Committee, CED 4F
Chairman
PROF M. S. SHETTY
No. 4, Sapan Baug, Near Empress Garden, Pune-411001
Members Representing
CAPT ASHOK SHAS~RY 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 Organisation, New Delhi
SHRI D. C. GOEL Central Road Research Institute, New Delhi
SHRI A. K. GUPTA Engineers India Ltd, New Delhi
SARI D. MOUDGIL ( Alternate )
SHRI A. K. GUPTA Metro Railway, Calcutta
SHRI K. RAJGOPALAN( Alternate)
SHRI M. B. JAYAWANT Synthetic Asphalts, Bombay
SHRI MOIZ S. KAGDI Polyseal India Engmeering 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. KHATRI Overseas Water-Proofing Corporation Ltd, Bombay
SHRI A. BOSE ( Alternate )
SHRI Y. P. KAPOOR Fosroc India Ltd. Bangalore
SHRI V. NATARAJAN ( Alternate )
SHRI H. C. MATAI Building Materials & Technology Promotion Council, New Delhi
SHRI M. M. MATHAI Cempire Corporation, Madras
SHRI R. D. NAYAK Bharat Petroleum Corporation Ltd, Bombay
SHRI P. C. SRIVASTAVA ( Aiternate j
COL D. V. PADSALGIKAR ( RETD ) B. G. Shirke & Co, Pune
SHRI R. P. PUNJ Lloyd Bitumen Products Pvt Ltd. Calcutta
SHRI A. K. SEN ( Alternate )
SHRI RAVI WIG MES Builders Association of India, New Delhi
SHRI K. K. MADHOK ( Afternate )
SHRI T. K. ROY STP Ltd. Calcutta
SHRI B. B. BANERJEE( Alternate )
SHRI SAMIR SURLAKER . MC-Bauchemic ( India ) Ltd, Bombay
SHRI JAYANT DEOGAONKAR ( Alternate )
SHRI R. SARABESWAR Integrated Water-Proofing Ltd, Madras
SR DEPUTY CHIEF ENGINEER Public Works Department, Govt of Tamil Nadu
SUPTDG ENGINEER ( MADRAS CIRCLE )
( Alternate )
SHRI A. SHARIFP FGP Ltd. Bombay
SHRI D. KUSHWAHA ( Alternate )
SHRI J. S. SHARMA Central Building Research Institute ( CSIR), Roorkee
SHRI R. S. RAWAT ( Alternate )
SHRI SRAMAL SENGUPTA Projects and Development India Ltd, Dhanbad
SHRI U. R. P. SINHA ( Alternate )
SHRI Y. R. TANEJA, Director General, BIS (Ex-oficio Member )
Director Incharge ( Civ Engg )
Secretary
SHRI J. K. PRASAD
Joint Director ( Civ Engg ), BISStandard 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 quaiity controi which is devised and supervised by I315 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.
LBureau of Indian Standards e
BIS is a statutory institutione stablished under the Bureau of Indian Standards Act, 2986 to promote
%larmonious 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
my 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 the basis of comments. Standards are
aiso reviewed periodicaiiy; a standard aiong with amendments is rea&med 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 ( 5192)
Amendments Issned Since Poblicatioa
l
Amend No. Date of Issue Text Affected
BUREAU OF INDIAN STANDARDS
Headquarters:
Manak Bhavan, 9 Bshadur 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 331 01 31
NEW DELHI 110002 1 331 13 75
Eastern : l/l4 C. I. T. Scheme VII M, V. I. P. Road, Maniktola 37 84 99, 37 85 61
CALCUTTA 700054 t 37 86 26, 37 86 62
53 38 43, 53 16 40
Northern : SC0 445-446, Sector 35-C, CHANDIGARH 160036
{ 53 23 84
235~02 16, 235 04 42
Southern : C. I. T. Campus, IV Cross Road, MADRAS 600113 I **r .r .,-.
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 Paragon Enterprises, Delhi, India.
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1194.pdf
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IS:1194-1960
Indian Standard
FORMS FOR RECORDING MEASUREMENT OF
FLOW OF WATER IN OPEN CHANNELS
.
0. FOREWORD
0.1T his Indian Standard was adopted by the field. These considerations led the Sectional
Indian Standards Institution on 2 January 1960, Committee to base this standard largely on Stan-
after the draft finalized by the Fluid Flow Measure- dards for Methods and Records of Hydrologic
ment Sectional Committee had been approved Measurements: Flood Control Series No. 6 ( ST/
by the Building Division Council. ECAFEjSER. F/6 ) issued by the United Nations
Economic Commission for Asia and the Far
0.2 Measurement of flow of water in open channels
East.
involves accurate and precise recording of several
types of observations. These observations may 0.4 This standard is one of a series of Indian
re1at.e to the instruments used, the situations under Standards on measurement of flow of water
,which the observations are taken or the actual through open channels. Other standards in the
length, area, velocity and location of objects series are:
by angles and distances. The recording of the
IS : I1 9I -19 59 GLOSSARY OF TERMS USED IN
observations should be such as to facilitate cal-
MEASUREMENT OF FLOW OF WATER IN
culation of the final value in a simple, direct
OPEN CHANNELS
and convenient manner. Observations once
taken will also form part of permanent historical IS : 1192-l 959 VELOCITY-AREA METHODS
records ‘of conditions of flow at that time. In FOR MEASUREMENTO F FLOW OF WATYR
view of these exacting requirements, the standard IN OPEN CHANNELS
forms for recording measurement of flow should IS : 1193-1959 METHODS FOR MEASUREMENT
Ibe convenient and simple for use by the field per- OF FLOW OF WATER IN OPEN CHANNELS
:sonnel and elaborate and clear enough for later USING NOTCHES, WEIRS AND FLUMES
calculation and transfer into the yea: books.
0’5 In view of the Government of India’s decision
0.3 The Sectional ‘Committee responsible for the to introduce in the country a uniform system of
preparation of this standard has taken into con- weights and measures based on the metric system,
sideration the views of research laboratories, irri-
all recordings are indicated in metric units.
gation departments and other technologists and
has related the standard to the practices followed 0.6 In recording measurements or reporting results
in the country in this field. Furthermore, due in accordance with this standard, if the final value,
weightage has also been given to the need for observed or calculated, is to be rouded off, it shall
international co-ordination among standards pre- be done in accordance with *IS : 2-1949 Rules for
\ilailing in diflerent countries of the world in this Rounding Off Numerical Values.
1. SCOPE Form 5 Computation of Discharge from
Float Measurement,
1.1T his standard lays down the forms for record-
Form 6 Computation of Discharge from
ing measurement of flow of water in open channels
Current Meter Measurements,
The forms covered are:
Form 7 Computation of Discharge by Slope
Form 1 Record of Gauges,
Area Method, and
Form 2 Record of Water Level,
Form 8 Composite Form for Record of Daily
Form 3 Weekly Sheet Showing Hourly Record Discwe Data.
of Water Level During Flood Period,
Form /l Record of Cross-Section, *Since revised.
22. STANDARD FORMS
FORM 1 RECORD OF GAUGES
No . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . ,.......... Station . . . . . . . . . . . . . . . . . . . . . . .._.. . . . .._._ ._.. . .._.,_ . ._. ._. . . . . . . . . . . . . . .
River System... . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Name of Stream . . . . . . . . . . . , . . . . . . . . . . . . . . . . . . . . . . . . . .
Longitude . . . . . . . . . . . . . . . . . . . I . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .L atitude . . . . . . . . . . . . . _ . . . . . . . . . _. . . . _. _ . . . . . . . . . . . . . . . .
--
Bench Marks
1 DATE CF
No. OF DATE OF DATUM. OF No. OF INSTALLATION LOCATIOX OF DISTASCE o F
BENCE INSTALIL ATION ELEVATION ELEVATION RI~FERENCE OR RE-SURVEY REFERENCE REFEREKCE POIST
MARE ROURK POINT OF REFERENCE POIXT TO BENCH MAR II
RE- FEY POINT
I
(1) _- (7) I-- (8’1
.- I -
-.
Gauges
_~ _
ZERO OF GAUGE 1
No. OF D.\TE OF No. OF No OF
GAUGE IX~TALLATI~X Datum of Date of _ REFEI~ESCE REFERENCE DATE o P
Elevation Survey or I BENCH MARK POINT ABAXD~_\;MEXT
1 RE -II YS:?LLATION E1evation Re-survey
(1) i (2) (3) (4) -___ (5) - (6) (7) p-___-_ (8)
NOTE -A map should be attached to this record, showing the locations of the bench marks, gauges and reference points.
FORM 2 RECORD OF WATER LEVEL
station.. . . . . . . . . . . . . . . . . . . . . . . . . . . . . .._. River System ._ ._. ;. . . . . _. . . . Name of Stream . .,. ._. . . . . . . . . . .
Record from . . . . . . . . . . . . . . . . . . . . , . ..to . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .._......
(Il&cbell: Area Up to the Gange Site _. _._ ._. ._ . . . _. _. ._ .__ . . . .,. . . . _. _. _. . . . . . .
Maximum Water Level in the Month ..................... on .............. Duration .................. hr
Mkimum Water Level in the Month ..................... . ..on . . . . . ................. Duration .................. hr
T
1
I ,- - T 1?1t!Oh r 1900 hr MEAX MAXIXLX Fd IsI.\rr.V
\\‘ATEK WATER WArEI:
( t S auge / \Tater GZNge Water Gauge LEVEL ( LEVEL LETEI.
11@ ading Trmp* 1R eading Tcmp* Reading
(11 -_ - (4) / -- ;F) (6) (13)
;-
*The water temperature is taken 30 cm ( or 1% ft ) below thr surface. Wh ere the depth is less, temperature IS taken at the bed level.
3-Is:ll!ba-1960
FORM 3 WEEIKLY SHEET SmOWING -Y RECORD OF WATER LEVEL DURING
FLOQD FZRIOD
Station ....................... ... .River System ................................. Name of Stream.. ..................................... .
Record from. ................. . ............................................ to ...........................................................................
r T-
I) DATE i - i-
07OOhr(a) i I
2) WATER TEBCPICXA- , - _
TURE 1300 hr (b ) 1
.(I
19CO hr ( C) /
-
.I- I- -8
3) GAUGE No.
-I- --
I
4) Zrrro OF GAUGE
0100 hr
0200 hr
0300 hr
.. . . . . .
5) TIME OF OBBERVA- .. . . . .
TION
.. . ..
.. . . . .
2200 hr
2300 hr
2400 hr
.- . _. - I- I
6) MEAN OF GAUCJER EADINQ I I
._-
7) MEAN WATER LEVEL
--I - /
I -
_8-) MAXIMUM WATER LEVEL*
~-
i ___-
9) MINIMUM WATER LEVEL* I I ’
Time and date of occurrence of flood peak and corresponding gauge . . . . . . ..-...... ._..........__.._....... . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
*If the maximum water level or minimum water level should occur in between hourly read&s, it shall be recorded as such and
not as the hourly reading.
FORM 4 RBCORD OF CR.OS?%SECTION
Station _. . . . . . . . . . . . . . . . . . . . . . . . . . . . . River System... . . . . . . . . .._ . . . . . . . . . . . _. . . Name of Stream.. . . . . . . . , . . . . . . . . . . . . . . . . . . . .
Gauge No . . . . . . . . . . . . . . . . . . . . . . . Zero of Gauge.. . . . . . . . . . . . . . . . . . . . . . . . . . . . . b&s&sod of Measurement... . . . . . . . . . . . . . . . . . . . .
Started . . hr., . . . . . .19.. . . . . . . Gauge Reading.. . . . . . . . . . Water Level.. . . “. . . Water Temperature ( ‘C j . . . . . . . _
Completed . .hr . . . . . . . . .19.. . . . . . . Gage Reading . . . Water Level.. . . . . .: Water Temperature ( “C ) . . . . . . . . . .
CROSS-SECTIONN o. CROSS-SECTIONS o.
hleasuring ’ Angle or hlearuring 1 Angle or Reduced ’ Average / Area of
Point ( Distance 1 “,%“n’c”e / Depth / ‘GI$Z@ kZo”n’ Point / Distance Distance Depth / Depth : Section
I
(1) / (2) (3) (5) (5) I (6)
I----
I
4IErll94-1960
FORM 5 COMPUTATION OF DISCIURGE FROM FLOAT &iEASiJREMENT
DSla isll to an n. c.. o. r.. f . T.. h.. e. odo./ l. i. t c.. .... A.. l. o.. n.. g.. . BasR e iv Le inr e Sy frs ote mm (a.. ). .. U... p.. p.. e. r. ... C... r. o.. s. s.. -. S.. e.. c tion ..N ...a ..m ...e .. ..o ..f . .S ..t .& ...a ..m .... .. . ... .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. ............ (b) ..D Loa wt e e r of C rM ose sa -s Su er ce tm ioe nn t .... .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. ... ... . T ..i .i .e .. .. .. .. .. .. .. .. .. .. .. .. .K. .. i.. n.. d . ... o. f. ... FL le on ag t th ,,o .f . ...B ..a ..s .e .. ..L ...i .n .e .. .. ... .. ... .. ... .. ... .. .. ... .. ... .. ... .. .. ... .. ... .. ... .. .. ... .. ... .. ... .. .. ... .. ... .. ... .. .. ... .. ... .. ... .. .. ........................
t:.,u:‘c No .................................................... Gauge Zero ................................................ Gauge Reading Started.. ...................... Compleied.. .................... . Mvan ................ Mean Waler Level .....................................................
Water Temperature Started.. ........................................... Completed .....................................M...e an Water Taplatme ........................... Wi Direction ............... . ....... E, W, N or S Wind Velocity .............................................. km/Iu.
Tika
Mark wind direction and velocity as shown in the diagram w E
II II
J
Rcead of M-•n1 comput.rio. of Velocity Computation of Didmrge
-
I
BxADmo or AImLrn TIYE Drm Rn Ix Gn H T Rm rwox BLn As Nr KO B D TU BZ .+ %A LT lON VELOCln AXEA MEAN VEr So EM C Qm UE Y EA NTN or D Sr Es Oc &H TA Bor
Upper Section Lower Section Upper Section Lower Section Upper Section Lower Section Surface Coefficient Meml Segment No. Lower Section
(1) .___ 12) (3) (4) (5) I (6) ~--_-_-- -I (7) (81 ~~~--( -3 _) _ _ (10) (‘1) (12) 03) (14) (16) -~__( _1 7) (18) (1%
’ FORM 6 COMPUTATION OF DBCHARGE FROM CURRENT METER MEASUREMENTS
St.&on .................................... ..Rive r System ................................... N-e of S~rram ...............................D ate of Measurement.. ............................... Time from .............. to ............. Method of Measurement : Wading/Cable/Baat/Brdge
Type and NO. of Current Meter ............................................................................................................. Equation ......................................................... ................... Date of Last Rating ................................................................
Spin Before Measurement ....................................A fter. ......................... Weight Used .................................... ..Gaug e No. ....................................... Gauge Zero ............................. Mode of Suspension ....................................
Gauge Reading Started ........................ Completed.. ..................... Mean ............. Mean Water Level .......................... Water Tempemtwe Started.. ......................... Compieted ................. Mean Water Temperature .......................................
[ Fairly Clear Very Slight
Condition of Water < Ordinarily Silty Wiid strengh c Slight
I_ Intensely Silty Smng
I very Strong Wind Direction ..................................................................... ..Wii d V&c’ 1pI. .......................................................................
-
TIWE GAnoE DeprH
Rmmi-io
-- (1) (2) ____( _3 _) __- (4) (5) (6) (7) (18) 1 (‘9) I (20)
Total
Man Velocity of Crca-Sectim . . . . . . . . . . . . . ._ . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Nme of Oberrrr . . . . . . . . . . . . . . . . . . ..__........................................ D eal#nnr.i. m. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. . . . . . . . . . . sigmtu.r. . a. . . . . . . . . . ..” _...................... ...” . .. .. . . . . Dal... 2. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . ..... ” ............
5As in the Original Standard, this Page is Intentionally Left BlankFORM “#C OMPUTATrON OF MSCHARGE BY SLOPE AREA MISTHOD
Rhr @tern, ............................... .............................. ........................ ..... Name of Stream ...................................................................................................
Location of Observation kite .................................................................... ............... Time and Date of Measurement ....................................................................
-
WATER WATEIL DIVBI:I1- W.%TER UPPISIt SI.:(;TIOV ‘\vmtaGE I A VEIIACE AvEuacE CVEBFI- VELOCITY DIS-
LlLVEL oa LEVEL 0 a ENCE IN SURPACE AREA WETTED HYDRAU- CIENT OF CHARGE
HxsH HIolI LEvELa SLOPE PERI- I LIC MEAB RUGOSIT~
MW tA Jm ?A R ?T m rK nE I R X MW . It ~IA L T oT K wHE
E
ER
l r
,N B LT %IE WLT E TW I T OE NwE So N (3) W mPe wt ect tre ei d -
r
I /; H II DC (y Aec M p /’ Ir e t ’a h )a ru ’ I A (r Ac )a W mPe c et r tt ee i- rd lH i Dt (y Aed M /pr pta e )hu a l YETER DEPTH ‘n’
SUCTION SECTION (p)
$1
__ w ___ (5) ~- (7) -_(8_1 ’ (9) (18) (12) - (13) __ (14) ~- -__(_1 5) -- _~ (18) -I__ (17)
-
-
NOTES - (1) Velocity should be computed by Manning’s formula: V = 2 !t in m/s.
n
(2) ‘ n ’ should be based on the actual value previously determined.
(3) Arca of cross-section should bc computed using Form NO. 4 preferably from flood time observations. If this is not possible, sections should be observed at the earliest opportunity g
after the floods. . .
t:
Name of Observer. . . .. .. . .. . . . . . . . . . . . . . . . ..-...................... . . Designation . . . . . . . . . . . . . .. . . . . . . . . . . .. . . . . . . . . . . . . . .. . . . . . . . . . .. . . .. ..*... . . . . . .. . . . . . . . . e I ”
G
Signature..... . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Date . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . sIS : 1194- 1960
FORM 8 COMPOSITE FORM FOR RECORD OF DAILY DISCHARGE DATA- Contd
Calculation of Rugosity Coefficients
HIQH WATER ~I(:H WATER 1) V = Mean Velocity = $
MARR IN THE ‘f:\RK IN THE
UPPER Lowmt
SECTION SECTION 2) R = Hydraulic Mean Depth =-c
(1) (2)
R*
4) N zc
where ‘c’ shall be obtained from equation (3) above
and not assumed.
-
*NOTES - (I) Mean velocity will generally be velocity at 0.6 depth. If only mean velocity measurement is taken at each vertical,
than co1 7 will indicate ‘mean velocity ’ and entries in co1 12 and 13 will be identical. Where mean velccity is
deduced from surface velocity, the coefficient employed should be noted in remarks column. Unless specially
warranted, coefficient should be taken as O-89.
(2) If no drift occurs, it has to be shown as ‘ NIL’ in co1 8; the column should never be left blank.
(3) When the number of meter observations taker . the same section is more than one, each observation of both
time and revolutions shall be recorded in a separate line in co1 5 and 6. When floats are used, time and surface
velocity may be noted in co1 5 and 7 respectively.
(4) In co1 1 and 2, all the lines relating to one Station will be bracketed and RD on Section and water depth will be
racold=ed OSXQ.
*These ‘ No&Qs ’ me applicable to tlxa pot&e@ of Form 8 on P 8 only.
9
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278.pdf
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IS :278 -1978
(Reaffirmed2001)
Edition 4.4
UDC 669.14-426:669.586:621.778.5 (1993-08)
Adopted 24 July 1978 © BIS 2002 Price Group 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 110002
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Indian Standard
SPECIFICATION FOR
GALVANIZED STEEL BARBED WIRE FOR FENCING
( Third Revision )
(Incorporating Amendment Nos. 1, 2, 3 & 4)
1. Scope — Covers the requirements for two types of galvanized steel barbed wire with two strands
of wire.
2. Terminology
2.1Length of the Barb — Shall mean the distance of the barb point from the axis of the line wire or
wires around which the point wire is wound.
2.2 Line Wire — Shall mean a wire of specified diameter of which the barbed wire is made.
2.3 Point Wire — Shall mean a wire of specified diameter of which the barbs are made.
2.4 Reel — Shall mean a coil of wire wound round a frame.
3. Types
3.1Type A (Iowa Type) — The barbs shall have four points and shall be formed by twisting two
point wires, each two turns, tightly around both line wires making altogether four complete turns
(seeFig.1).
3.2Type B (Glidden Type) — The barbs shall have four points and shall be formed by twisting two
point wires, each two turns, tightly around one line wire making altogether four complete turns
(seeFig.1).
FIG.1D ETAILSOFBARBEDWIREIS : 278 - 1978
4. Sizes
Size Diameter of Wire Mass of Completed Distance No. of Lays
Designation Barbed Wire Between Between
Line Wire Point Wire Two Barbs theTwo
Consecutive
Nom Tol Nom Tol Max Min Barbs
mm mm mm mm g/m g/m mm
1 2.50 ±0.08 2.50 ±0.08 155 136 75±12 2 to 7
2 2.50 ±0.08 2.50 ±0.08 120 108 150±12 2 to 7
3 2.50 ±0.08 2.00 ±0.08 125 108 75±12 2 to 7
4 2.50 ±0.08 2.00 ±0.08 103 89 150±12 2 to 7
5 2.24 ±0.08 2.00 ±0.08 106 97 75±12 2 to 7
6 2.24 ±0.08 2.00 ±0.08 85 78 150±12 2 to 7
Note — The mass in g/m shall be obtained by dividing the total mass of the reel by the linear length in metres.
5.Material — The galvanized barbed wire shall be manufactured from galvanized mild steel wire
conformingtoIS:280-1978 ‘Mild steel wire for general engineering purposes ( third revision)’.
The galvanizing shall conform to the requirements as laid down for medium coated wire in
IS:4826-1979 ‘Hot-dipped galvanized coatings on round steel wires ( first revision)’.
6. Manufacture
6.1The barbed wire shall be formed by twisting together two line wires, one or both containing the
barbs.
6.2The barbs shall be so finished that the four points are set and located or locked as far as
possible at right angles to each other (see Fig. 1). The barbs shall have a length of not less
than13mm and not more than 18 mm. The points shall be sharp and cut at an angle not greater
than 35° to the axis of the wire forming the barb.
7. Chromating
7.1 Clause deleted
7.2 The barbed wire may also be given chromating dip when agreed to between the manufacturer
and the purchaser. In case chromating dip is to be given, the same shall conform to IS:1340-1959
‘Code of practice for protective coating of zinc base alloys’.
8. Freedom From Defects
8.1The line and point wires shall be circular in section, free from scales and other defects and
shall be uniformly galvanized.
8.2The line wire shall be in continuous lengths and shall not contain any welds other than those
in the rod before it is drawn. The distance between two successive weldings in the line wire of
finished barbed wire shall not be less than 15 m. There shall be no splicings.
9.Designation — A galvanized steel barbed wire of Type A and of size designation 1 shall be
designated:
Steel Barbed Wire, A-1 IS : 278
10.Sampling — Unless otherwise agreed to between the manufacturer and the purchaser the
sampling plan as given in Appendix A shall be followed.
11. Tests
11.1Tensile Test — The completed barbed wire and the individual line wires shall have minimum
breaking loads as specified in Table 1. The test on the line wire shall be carried out in accordance
with IS:1521-1972 ‘Method for tensile testing of steel wire ( first revision)’. The method of testing
the completed barbed wire shall be subject to agreement between the manufacturer and the
purchaser.
2
(cid:252)
(cid:252)
(cid:239)
(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:239) (cid:253) (cid:239)
(cid:252)
(cid:239)
(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:254)
(cid:252) (cid:239) (cid:239) (cid:239) (cid:253) (cid:239) (cid:239) (cid:239) (cid:254)IS : 278 - 1978
TABLE1TENSILE PROPERTIES
(Clause 11.1)
Size of Tensile Strength of Minimum Breaking Load of
Line Wire Line Wire CompletedBarbed Wire
mm N/mm2 kN
2.50 390 to 590 3.7
2.24 390 to 590 3.0
11.2 Zinc Coating
11.2.1 Line Wire — The zinc coating on line wire shall satisfy the requirements as laid down for
minimum medium coated wire conforming to IS:4826-1979 ‘Specification for galvanized coatings
on round steel wires’ subject to a reduction of not more than 5 percent of the values specified in
IS:4826-1979.
11.2.2 Point Wire — The point wire shall be tested only for mass of zinc coating. The wire shall
meet the requirements as laid down for minimum ‘medium coated’ wire of IS:4826-1979 subject to
reduction of not more than 15 percent of the values specified in IS:4826-1979. A total number of 5
barbs shall be employed for conducing the test and the points of the barbs shall be cut before
subjecting them to the test.
Note
1 If wire is tested for uniformity as per IS:2633 after barbing, the requirements of preece test is to be reduced by one
dip of half minute.
2 The preece test as per IS :2633 shall not be applicable in case of aged and weathered barbed wire.
11.3Ductility Test — The wire shall be subjected to the wrapping test in accordance with
IS:1755-1961 ‘Method for wrapping test of wire’. The line wire shall withstand wrapping and
unwrapping eight turns round its own diameter without fracture.
12.Marking — Every reel of barbed wire shall be marked legibly with the name of the
manufacture, the type of barbed wire, the diameters of the line and point wires, barb spacing and
length and/or mass of the reel.
12.1 Certification Marking — Details available with the Bureau of Indian Standards.
13. Coiling and Packing
13.1 Unless otherwise agreed to between the supplier and the purchaser, the barbed wire shall be
supplied in metal or wooden reels.
13.2 Each reel of barbed wire shall be wound and fastened compactly.
A P P E N D I XA
(Clause 10)
A-1. Scale of Sampling
A-1.1Lot — All the reels of galvanized steel barbed wire of the same type and same size
designation manufactured under essentially similar conditions shall constitute the lot.
A-1.2 For ascertaining the conformity of the lot to the requirements of the specifications, tests
shall be carried out on each lot separately. The number of reels to be selected at random for this
purpose shall be in accordance with Table 2.
TABLE2SCALE OF SAMPLING
Number of Reels in the Lot Number of Reels to be Selected
(1) (2)
Upto 25 3
26to 50 4
51to150 5
151to300 7
301 and above 10
3IS : 278 - 1978
A-2. Number of Tests and Criteria for Conformity
A-2.1All the reels selected according to A-1.2 shall be examined for wire diameter, distance
between barbs, length of barbs and freedom from defects. If all the reels are found satisfactory for
each of the above characteristics the lot shall be considered conforming to the requirements of
these characteristics.
A-2.2 When the lot is found satisfactory in A-2.1, one test specimen each from every selected reel
shall be taken and subjected to tensile test (see 11.1), zinc coating test (see 11.2) and ductility
test (see 11.3). The lot shall be declared conforming to the requirements of these characteristics if
all the test specimens satisfy the relevant requirements.
A-2.3 When so desired by the purchaser one sample for the chemical analysis shall be drawn. The
lot shall be declared conforming to the requirements when the test results satisfy the relevant
requirements.
A-2.4 The lot shall be declared conforming to the requirements of this specification if it is found
satisfactory according to A-2.1 to A-2.3.
A-2.5 In case the lot is not found satisfactory according to A-2.1 to A-2.3, then the lot shall be
subjected to 100 percent retesting.
E X P L A N A T O R YN O T E
This standard was first issued as a tentative standard in 1951 and revised in 1962. The main
modifications made in the second revision of the standard were:
a)restriction of the size of point wire to 2 mm diameter,
b)revision of table of tensile properties,
c)rationalization of the galvanization requirements for line and point wire, and
d)reduction in the number of types of galvanized steel barbed wire from four to two.
The experience gained during the last few years in the implementation of this standard has
necessitated the third revision of the specification. The size designations 1, 2, 3 and 4 as laid down
in 1969 issue of the standard now conform to size designations 3, 4, 5 and 6 respectively. The main
modifications made in third revision are:
a)Two additional sizes have been added,
b)The zinc coating requirements have been thoroughly revised, and
c)The various values have been given in SI units.
This edition 4.4 incorporates Amendment No. 1 (October 1983), Amendment No. 2 (January 1987),
Amendment No. 3 (October 1992) and Amendment No. 4 (August 1993). Side bar indicates
modification of the text as the result of incorporation of the amendments.
4
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3025_20.pdf
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UDC 628’11’3 : 532.696’22 ( Second Reprint OCTOBER 1996 ) IS : 3025 ( Part 20) - 1984
Indian Standard
METHODS OF SAMPLING AND TEST ( PHYSICAL AND
CHEMICAL) FOR WATER AND WASTE WATER
PART 20 DISPERSION CHARACTERISTICS ( FLOW PATTERNS )
(First Revision)
1. scope - Prescribes dye dispersion method for determination of dispersion characteristics of a
water body.
2. Principle - Dispersion characteristics of a water body are determined using the organic pigment
*hodamine-B.
3. Apparatus - Fluorometer.
4. Reagents
4.1 Sodium Chloride - saturated solution.
4.2 Dye- Rhodamine-B dissolved in methanol in the proportion 1 : 5 resulting in a solution of density
0’8 g/ml approximately.
5. Procedure
5.1 Increase the density of rhodamine-B solution, by adding saturated sodium chloride solution, to
the value of the density of the water body. Inject this solution into the water body.
5.2 At regular intervals, draw a sample from the centre of the patch ( r = 0 ) and determine the
concentration of rhodamine-B using a fluorometer, which measures the fluorescence of the dye present
in the sample. Hence obtain the concentration of the dye.
5.2 frecautions-The following should be noted before the results are interpreted:
a) Fluorescence of rhodamine-B decreases by about 2 percent per “C increase in temperature;
b) Effect of the chlorinity of water is insignificant;
c) The dye is heavily adsorbed by organic suspended matter and this adsorption decreases with
increasing chlorinity;
d) In bright sunlight the fluorescence decreases by about 2 percent per. hour and by
about 0’5 percent per hour in cloudy conditions:
e) It may be noted that the position of the centre of the patch of the dye is an indicator of the
movement of the water body; and
f) The dispersion can also be measured directly by using an in-situ fluorometer, which is
commercially available.
6. Calculation - Calculate the diffusion parameter using the following equotion :
-r/t
C(r , t)=M e
277 (pr)’
where
M = mass of rhodamine-B injected into a layer of unit thickness in g/cm,
r -‘z~d istance from the centre of the patch (point of maximum concentration) in cm,
t =I time in s,
P = diffusion parameter in cm/s, and
C - concentration of rhodamine-B dye in g/cm.
Adopted 29 February 1984 0 July 1985, BIS Gr 1
I I,
_..~~. ~- ~.~.
BUREAU OF INDIAN STANDARDS
MANAK BHAVAN. 9 BAHAOUR SHAH ZAFAR MA&G
NEW CI~LHI 110002
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3025_42.pdf
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IS 3025 ( Part 42 ) : 1992
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Indian Standard
METHODS OF SAMPLING AND TEST
(PHYSICAL AND CHEMICAL)FOR
WATER AND WASTEWATER
PART 42 COPPER
First Revision )
(
First ReprintO CTOBER 1996
UDC 628-l/-3 : 543 [ 546.56 ]
@ BIS 1992
BUREAU OF INDIAN STANDARDS
MANAK BHAVAN, 9 BAHADUR SHAH ZAFAR MARG
NEW DELHI 110002
August 1992 priecGroop3Environmental Protection Sectional Committee, CHD 012
FOREWORD
This Indian Standard ( First Revision ) was adopted by the Bureau of Indian Standards, after
the draft finalized by the Environmental Protection Sectional Committee had been approved by
the Chemical Division Council.
Copper is found mainly as a sulphide, oxide or carbonate in the minerals. Copper enters the
water system through mineral dissolution, industrial effluents, because of its use as algicide and
insecticide and through corrosion of copper alloy water distribution pipes. It may occur in
simple ionic form or in one of many complexes with groups, such as cyanides, chlorides,
ammonia or organic ligands. The test for copper is essential because dissolved copper salrs
even in low concentrations are poisonous to some biota. Desirable limit for copper in potable
water is 0.05 mg/l maximum which can be relaxed in the absence of better alternate source to
1.5 mg/l.
In the preparation of this standard, considerable assistance has been derived from American
Society for Testing and Materials, USA ( ASTM Annunl Book Section 11, 1983 ).
In reporting th results of a test or analysis made in accordance with this standard, if the final
value, obcerved or calculated, is to be rounded off, it shall be done in accordance with
IS 2 : 1960 ‘Rules for rounding ofI numerical values ( revised )‘.IS 3025( Part 42 ) : 1992
Indian Standard
METHODS OF SAMPLING AND TEST
(PHYSICAL AND CHEMICAL)FOR
WATER AND WASTEWATER
PART 42 COPPER
( First Revision )
1 SCOPE with dilute nitric acid ( 6 N ) prior to the final
rinsing with water. The water samples should
1.1 This standard prescribes four methods for be collected and stored for 24 h preferably in
determination of copper as follows: polypropylene or chemically resistant glass
containers. For preservation, the samples
a) Neocuproine method,
should be acidified with concentrated nitric
b) Atomic absorption method ( direct ), acid ( 2 ml of AR grade nitric acid to 1
c) Atomic absorption method ( chelatiori - litre just to bring down the pH below 2 ).
Unacidified samples should be analysed on the
extraction ), and
same day while the acidified samples may be
d) Differential pulse anodic stripping volt-
stored for a few days in a refrigerator.
ammetry.
4 QUALITY OF REAGENTS
1.2 Tlie choice of the method depends upon
the concentration range and interference. 4.1 Unless specified otherwise, pure chemicals
When the concentration levels are below shall be used.
500 g/l, pre-concentration is carried out either
by chelation and extraction prior to atomic NOTE - IPure chemicals’shall mean chemicals that
do not contain impurities which affect the results
absorption spectrophotometer ( AAS ) or by
of analysis.
depositing as in differential pulse anodic
stripping voltammetry method. For dissolved 4.2 Double distilled water with a specific
copper content filtertition through 0.45 pm conductivity less than 1 &cm shall be used
membrane filter is required. for preparing the standard and reagent
solutions.
2 REFERENCES
5 NEOCUPROINE METHOD
2.1 The following Indian Standards are the
necessary adjuncts to this standard: 5.1 Principle
Copper ( II ) is reduced to copper ( I ) by
IS No. Title
hydroxyl amine hydrochloride and the pH of
3025 Methods of sampling and test
the solution is adjusted to 5 by sodium citrate
( Palt 1 ) : 1986 ( physical and chemical ) for
solution. Copper ( I ) forms a soluble yellow
ti&r and wastewater: Part 1
complex with 2, 9-dimethyl-I, IO-phenan-
Sampling
throline ( neocuproine ) suitable for spectro-
7022 Glossary of terms relating to photometric measurement. This method is
( Part 1 ) : 1973 water, sewage and industrial applicable in the concentration range of O-05
effluents: Part 1 to 5 mg/l of copper.
7022 Glossary of terms relating to
5.2 Interferences
( Part 2 ) : 1979 water, sewage and industrial
effluents: Part 2 Chromium interferes when its concentration
exceeds 5 times that of copper. The interference
3 SAMPLING AND PRESERVATION
from organic matter, sulphide, cyanide and
3.1 The sampling and storage shall be done as chromium can be eliminated by a preliminary
prescribed in IS 3025 ( Part 1 ) : 1986. The sample treatment as given in 5.5.1. The other
sample bottles should be cleaned thoroughly commonly present ions do not interfere.IS3025(Part42): 1992
5.3 Apparatus 5.5 Procedure
5.5.1 If interfering substances are present add
5.3.1 Spectrophotometer - for use at 457 nm
1 ml of concentrated sulphuric acid and
with 1 cm cell.
5 ml of concentrated nitric acid. Evaporate
the sample to dense white sulphur trioxide
5.4 Reagents
fumes on a hot plate. Repeat the treatment
with 5 ml of concentrated nitric acid and
5.4.1 Ammonium Hydroxide - Specific gravity
5 ml of hydrogen peroxide and evaporate the
o-90.
solution to complete dryness. Dissolve the
residue with 80 ml of water, boil, cool and
5~4.2 Chloroform - AR grade.
filter. Adjust the pH with dropwise addition
5.4.3 Hydrochloric Acid - Concentrated. of ammonium hydroxide to 4 to 6. Add O-2
ml of hydrochloric acid and dilute to 100 ml.
5.4.4 Hydroxylamine Hydrochloride Solution If no interfering substance is present, just boil
the acidified sample and cool.
Dissolve 40 g of hydroxylamine hydrochloride
( NH,OH. HCl ) in 200 ml of water. 5.5.2 Extraction
Transfer 50 ml of the acidified sample or filt-
5.4.5 Isopropyl Alcohol
rate ( 5.5.1 ) to a 125 ml separating funnel.
5.4.6 Neocuproine Solurion Add 5 ml of hydroxylamine-hydrochloride
solution, 10 ml of sodium citrate solution and
Dissolve O-1 g of neocuproine in 50 ml of iso- 10 ml of neocuproine solution. Shake well.
propyl alcohol. Dilute to 100 ml with double Add 20 ml of chloroform and shake for 1
distilled water. minute. Allow the aqueous and chloroform
layers to separate. Collect the chloroform
5.4.7 Nitric Acid - Concentrated. layer in a dry flask. Repeat with separate
20 ml aliquot of chloroform. Combine the
5.4.8 Sulphuric Acid - Concentrated. extracts and dilute to 50 ml with isopropyl
alcohol. Preparc a reagent blank by treating
5.4.9 Sodium Citrate Solution 50 ml of double distilled water in the same way
as described above.
Dissolve 250 g of hydrated sodium citrate
( Na,C,H,O,. 2H,O ) in water and make up to 5.5.3 Measure the optical density of the sample
1000 ml. Add 10 ml each of neocuproine solution at 457 nm against the reagent blank.
solution and hydroxy lamine hydrochloride Treat 50 ml portions of standard solutions
solution. Any impurities of copper can be containing 0*05,0-l, 0*5, l-0,5*0 mg/l of copper
removed by extraction with chloroform, as above. Plot absorbance versus copper
discarding the chloroform layer. concentration ( mg/l ) for the standards to get
a calibration graph. Read the concentration
5.4.10 Copper ( II) Solutions of copper in the sample from the calibration
graph.
5.4.10.1 Stock copper ( II) solution
5.6 Calculation
Dissolve O-2 g of pure copper metal by warming
with 6 ml of 1 : 1 nitric acid. Add 1 ml of Copper, mg/l = + x 1000
concentrated sulphuric acid and evaporate the
solution to drvness. Dilute the solution to 1 where
litre with distilled water. 1 ml = 200 rg of A4 = mass in mg of copper in the
Copper ( It ). sample, and
V = volume of sample in ml.
5.4.10.2 Intermediate copper ( ZZ) solution
Dilute 100 ml of stock solution to 1 litre with 6 ATOMIC ABSORPTION METHOD
( DIRECT )
distilled water. 1 ml = 20 pg/l.
6.1 Principle
5.4.10.3 Standard copper ( II ) solution
The copper content of the sample is deter-
Dilute 1 ml of intermediate stock solution to mined by atomic absorption spectrophoto-
50 ml with distilled water. 1 ml = O-4 pg/l. metry. For drssolved copper, the filtered
Prepare diluted solutions daily. sample is directly aspirated into the atomizer.IS3025(Part42):1992
For total recoverable copper, an acid digestion acid ( 1 : 500 ) and repeat as above. Asprirate
procedure is carried out prior to aspiration the solutions and measure the absorbance.
of the sample. This method is applicable in
the range of 0.02 to 5 mg/l. 6.6 Cakulatiors
Construct a standard calibration graph by
6.2 Interferences
plotting the absorbance versus copper concen-
tration ( mg/l ) for each standard. Read the
Cadmium, lead, nickel, zinc, cobalt, manganese
concentration of the sample from the graph:
and chromium up to 10 mg/l do not interfere.
Alkali and alkaline earth metals can be tole-
rated up to 5 000 mg. Iron does not interfere Copper, mg/l = $ x 1 000
upto 1000 mg/l.
where
M = mass ( in g ) of copp.er in the
sample, and
6.3.1 Atomic Absorption Spectrophotometer -
with air-acetylene flame. V = volume of sample in ml.
6.3.2 Copper Hollow Cathode Lamp - for use at 7 ATOMIC ABSORPTION METHOD
324.7 nm.
( CHELATION-EXTRACTION )
6.4 Reagents 7.1 Principle
6.4.1 Hydrochloric Acid - Concentrated. Copper ( II ) is chelated with pyrrolidine
dithiocarbamic acid and extracted with MIBK.
6.4.2 Nitric Acid - Concentrated.
The extract is treated with hot nitric acid
after evaporating to dryness, then dissolved in
6.4.3 Dilute Nitric Acid - 1 : 500.
hydrochloric acid and diluted with water. An
6.4.4 Dilute Sulphuric Acid - 1 : 1. aliquot is aspirated into the air-acetylene flame
of the npectrophotometer. For total recover-
6.4.5 Copper ( II) Solutions able copper an acid digestion procedure is
carried out prior to aspiration of the sample.
6.4.5.1 Stock copper ( II) solution This method is applicable for the concentra-
tion range of 2 to 500 ug/ 1.
Dissolve 1-O g of pure copper metal in 30 ml
of( 1: l)nitricacidandadd4ml of (1: 1) 7.2 Interference -- Same as in 6.2.
sulphuric acid and heat until sulphur trioxide
fumes evolve. Cool the solution and dilute to 7.3 AQQaratUS - Same as in 6.3.
1 litre with distilled water. 1 ml = 1.0 mg of
7.4 Reagents
copper.
7.4.1 Hydrochloric Acid - Concentrated.
6.4.5.2 Standard copper ( II ) solution
7.4.2 Dilute Hydrochloric Acid - I : 2.
Dilute 100 ml of copper stock solution to 1 litre
with distilled water. 1 ml = 0.1 mg of copper. 7.4.3 Nitric Acid - Concentrated.
6.5 Procedure 7.4.4 Pyrrolidine Dithiocarbamic Acid - Methyl
isobutyl ketone ( MIBK ) reagent
6.5.1 If total recoverable copper is to be
Mix 36 ml of pyrrolicine with 1 iitre of MIBK.
determined, add 5 ml of concentrated hydro-
Cool and add 30 ml of carbon disuiphide in
chloric acid and evaporate the solution to 15 to
small fractions with continuous stirring.
20 ml. Cool and filter the sample through acid
Dilute with 2-litres of MIBK. Store in a cool
washed filter paper. Make up to 100 ml in a
and dark place. The reagent so prepared is
volumetric flask, aspirate the solution and mea-
stable for at least six months.
sure the absorbance at 324.7 nm using copper
hollow - cathode lamp. Aspirate nitric acid NOTE - As components of this mixture are highly
( 1 : 500 ) prior to sample aspiration. toxic and flammable, prepare and use in a
fumehood.
6.5.2 Prepare a reagent blank and series of
7.4.5 Sodium Hydroxide Solution
standards containing 0, O-02, 0.1, 0.5, 1, 2, 5
mg/l of copper by diluting a suitable volume Dissolve 100 g of sodium hydroxide in distilled
of the standard solutL?n with 100 ml of nitric water and dilute to 1 litre.
37.4.6 Methyl isobutyl ketone ( MIBK ) the residue by dropwise addition of 2 ml of
concentrated nitric acid by holding the beaker
Reagent grade for trace analysis purify MIBK at an angle. Again evaporate to dryness and
by redistillation or by subboiling distillation. add 2 ml of hydrochloric acid ( 1 : 2 ) and heat
for 1 minute. Cool and make up the solution
7.4.6.1 Water standard MIBK in a 10 ml standard flask. Aspirate the sample
and measure the absorbance.
Mix one part of purified MIBK with one part
of water in a separatory funnel. Shake 30 7.5.2 Prepare a reagent blank and a series of
times and let separate. Discard aqueous layer. standards containing 0, 10, 20, 50, 100, 200,
Save MIBK layer. 500 rg/l of copper by diluting a suitable volume
of the standards solution. Treat the standards
7.4.7 Bromophenol BIue Indicator Solution in the same manner as the sample. Aspirate
the MIBK extracts and measure the
Dissolve 0.1 g of bromophenol blue in 100 ml absorbance.
of 50 percent ethanol or isopropanol.
7.6 Calculation
7.4.8 Copper ( II) Solutions
7.4.8.1 Stock copper ( II) solution - Same as 7.6.1 Construct a standard calibration graph
in 6.4.5.1. by pIotting the absorbance versus the concen-
tration of copper ( rg/l ). Read the
concentration of the sample from the curve.
7.4.8.2 Intermediate copper ( II ) solution
Add 1 ml of concentrated nitric acid to 10 ml Copper, c(g/l = +X 1000
of stock solution and dilute to 1 litre with
distilled water. 1 ml =5 0.01 mg of copper.
where
7.4.8.3 Standard copper ( II ) solution M = mass in gg of copper in the sample
V = volume of the sample in ml.
Dilute 10 ml of copper intermediate solution
to 100 ml with distilled water. Prepare daily
8 DIFFERENTIAL PULSE ANODIC
for use. 1 ml =: 1 pg of copper.
STRIPPING VOLTAMMETRY
7.5 Procedore
8.1 Scope and Application
7.5.1 If total recoverable copper is to be deter-
Copper is deposited on a hanging mercury drop
mined, add 5 ml of concentrated hydrochloric
at a negative potential of -0.4 V versus
acid and evaporate the solution to 15 to 20
saturated calomel electrode. Then the copper
ml. Cool and filter the sample through acid
is stripped back into the solution by appiying
washed filter paper. Make up to 100 ml in a
a positive potential scan. The anodic current
volumetric flask. Add 2 drops of bromo-
peak which is measured represents the copper
phenol blue indicator solution and mix. Adjust
concentration in the sample. For total
the pH by adding sodium hydroxide solution
dissolved copper the sample is filtered through
till a blue colour persists. Add dilute hydro-
a Whatman No. 40 filter paper prior to acidi-
chloric acid ( 1 : 50) drop by drop until the
fication analysis.
colour just disappears. Then add 2.5 ml of
dilute hydrochloric acid to bring the pH to 2.3
This’method is applicable in the concentration
to 2.5. Add 10 ml of pyrrolidine dithiocarbamic
range of 0.1 - 100 &I of copper.
acid=MIBK reagent and shake well. After the
phases separate out, collect the MIBK phase
by taking care to avoid any trace of water 8.2 Interferences ,
in the flask. Repeat the extraction twice
with 6 to 7 ml of MIBK and combine the Iron interferes when present at levels greater
extracts. Aspirate the organic extract than the copper. This can be overcome by
directly into the flame ( Zeroing instrument on subtracting the anodic peak current for a
a water staturated MIBK blank ) and record voltammogram without deposition from that
absorbances. To avoid problems associated for the stripping voltammogram. The presence
with instability of extracted metal complexes of any neighbouring stripping peaks which is
determine immediately after extraction. Eva- less than 100 mV from that of copper will
porate the solution just to dryness and dissolve interfere.
4IS 3025 ( Part 42 ) : 1992
8.3 Apparatus concentrated nitric acid and rinsing them
thoroughly with distilled water. If the total
8.3.1 Polarographic instrumentation capable dissolved copper alone is to be determined, the
of performing differential pulse work. sample should be filtered through Whatman
No. 40 fi!ter paper. For total recoverable
83.2 Hanging Mercury Drop Electrode copper, digest the sample with 3 ml each of
concentrated hydrocloric acid and nitric acid.
8.3.3 Platinum Counter Electrode
Evaporate the solution to 15 to 20 ml. Cool
8.3.4 Saturated Calomel Reference Electrode and make up to 100 ml in a volumetric flask.
Take 10 ml of the sample in the polarographic
8.3.5 Magnetic Stirrer Control Unit, Stirring Bar cell and de-aerate for 15 minutes. The cell
should be covered with nitrogen gas during
8.4 Reagents the experiment ( Fig. 2 ). Generate a new
droplet of mercury and put the stirrer on.
8.4.1 Hydrochloric acid-concentrated; spectro-
Connect the cell and deposit at -0.40 V versus
grade.
saturated calomel electrode for 3 minutes.
8.4.2 Nitric Acid - concentrated; spectrograde. Stop the stirrer and wait for 30 seconds.
Start the anodic scan with the following
8.4.3 Dilute Sulphuric Acid - 1 : 1. settings:
8.4.4 Dilute Nitric Acid - 1 : 1. Initial potential : - 0.4 V vs saturated
calomel electrode
8.4.5 Copper ( II) Solutions
( SLE )
Scan rate : 5 mV/s
t4i5415 Stock copper ( II) solutz+ - Same as
. . . . Scan direction :+
Modulation amplitude : 25 mV
8.4.5.2 Intermediate copper ( II ) solution Current range :l- 10 pA
Dilute 100 ml of stock .solution to be 1 litre Droptime : 5 set
with distilled water. Display direction : ‘-’
Low pass filter : Off position
8.4.5.3 Standard copper ( II) solution - Same
as in 7.4.8.3. Mode : Differential pulse
Scan range : 0.75 v
8.4.6 Amalgamated Zinc
Measuse the current peak height ( IL ). Add
Cover 100 g of granular zinc with water and 20 ,.J of standard copper ( II ) solution and
add 2 drops of concentrated hydrochloric acid. de-aerate for 5 minutes. Repeat as above.
Then add 5 to 8 drops of mercury with conti- Measure the current peak height ( I, ).
nuous shaking.
8.6 Calculation
8.4.7 Purified Nitrogen
Copper, pg/l = I1 ’ Cstd
1, v + ( 12 - II ) V x 1 Ooo
Boil 2 g of ammonium meta vanadate with 25
ml of concentrated hydrochloric acid. Dilute where
250 ml and transfer to the scrubber. Add 10 II = current peak height for sample,
to 15 g of amalgamated zinc. Pass nitrogen
I* = current peak height for sample +
gas through the scrubber for removal of oxygen
standard,
and through distilled water for washing any
traces of scrubber chemicals ( Fig. 1 ). V = volume of standard added (20 ,J ),
V _=; volume of the sample solution in
8.5 Procedure
ml, and
8.5.1 Clean all the glassware and the volt- c atd = concentration of the standard
ammetric cells by soaking them overnight in solution added.IS 3025(Part4 2):1992
FIG.1 SCRUBBERA SSEMBLYF OR NITROGENP URIFICATION
TO Hg RESERVOIR
L r N 2 GAS
---
---
---
---
---
--
---
-----
~_K--ii-l-l_L- _----
SCE REFEREN
HMDE,WORKING
Lm -0- - --- -~ +j --_--h_-_-.- AIU ELECTRODE
-- ----
STIRRER BAR _A_-_=_ -_-- _f
I
FIG.2 VOLTAMMEXRICC ELL ASSEMBLY
6Bureau of Indian Standards
BIS is a statutory institution established under the Bureau of Indian Standards Acf, 1986 to promote
harmonious development of the activities of standardization, marking and quality certification of goods and
attending to connected matters in the country.
Copyright
BIS has the copyright of all its publications. No part of these publications may be reproduced in any form
without the prior permission in writing of BIS. This does not preclude the free use, in the course of
implementing the standard, of necessary details, such as symbols and sizes, type or grade designations.
Enquiries relating to copyright be addressed to the Director (Publication), BIS.
Review of Indian Standards
Amendments are issued to standards as the need arises on the basis of comments. Standards are also reviewed
periodically; a standard along with amendments is reaffirmed when such review indicates that no changes are
needed; if the review indicates that changes are needed, it is taken up for revision. Users of Indian Standards
should ascertain that they are in possession of the latest amendments or edition by referring to the latest issue
of ‘BIS Handbook’ and ‘Standards Monthly Additions’.
This Indian Standard has been developed from Dot: No. CHD 12 ( 0058 )
Amendments Issued Since Publication
Amend No. Date of Issue Text Affected
BUREAU OF INDIAN STANDARDS
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Reprography Unit, BE, New Delhi, India
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12949.pdf
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Indian Standard
-
CODE OF PRACTICE FOR INSTALLATION,
MAINTENANCE AND OBSERVATION OF
INSTRUMENTS FOR PORE PRESSURE
MEASUREMENTS IN EARTH DAMS AND
ROCKFILL DAMS - ELECTRICAL PORE
PRESSURE CELLS VIBRATORY WIRE TYPE
:)
UDC 627’824’2/‘3 : 531’787’2 : 624’131’387
0 BIS 1990
t BUREAU OF INDIAN STANDARDS
MANAK BHAVAN, 9 BAHADUR SHAH ZAFAR MARO
NEW DELHI 110002
November 1990 Price Group 4Hydraulic Structures Instrumentation Sectional Committee, RVD 16
FOREWORD
This Indian Standard was adopted by the Bureau of Indian Standards on 29 March 1990, after the draft
finalized by the Hydraulic Structures Instrumentation Sectional Committee had been approved by the
River valley Division Council.
The soil mass is composed of solid soil particles and voids filled with water and air. The constructed
embankment will always contain a certain volume of air and water within the voids. The air is
compressible while water is highly incompressible. Hence when embankment settles due to compaction
by rolling, or due to self weight, the void space contract. This causes pressure in the pore fluid
comprising air and water. Thus the intergranular pressure is reduced due to opposing pore pressure
and therefore the shear strength depends upon intergranular pressure.
Pore pressure is also caused due to the seepage of water through an embankment. The initial energy
head of percolating water at entrance into the dam isgreater than the-energy heat at any point in the
interior. The difference represents the loss of energy due to friction forces of percolation. The potential
of the water decreases as it seeps through the dam. Pore pressure due to percolation is determined by
subtracting the corresponding elevation from the flow potential at that point being considered. Thus
pressure at any point in a dam at any time is the function of compaction, consolidation and seepage.
Procedures for testing the pore pressure cells both in the laboratory and in the field before installation
are under formulation.
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 12949 : 1990
Indian Standard
CODE OF PRACTICE FOR INSTALLATION,
MAINTENANCE AND OBSERVATION OF
3NSTRUMENTS FOR PORE PRESSURE
MEASUREMENTS IN EARTH DAMS AND
ROCKFILL DAMS - ELECTRICAL PORE
PRESSURE CELLS VIBRATORY WIRE TYPE
1 SCOPE change of the tension in the wire. In practice, a
gauge-wire is stretched between two points on a
1.1 This standard covers the details of installation, structural member or transducer element used to
observation and maintenance of electrical pore sense the physical quantities that are to be
pressure cells ( vibrating wire type > installed in determined
earth and rockfill dams for measuring the pore
pressures in the embankment land the foundation. 3.1.1.1 When the gauge-wire is caused to
oscillate, it will vibrate at its resonate or natural
2 REFERENCES
frequency of vibration which is dependent on the
2.1 The following Indian Standard is a necessary tension in the wire. If strains are induced in the
adjunct to this standard: element on which the gauge is mounted, the
distance between the support posts -will change.
IS No. Title
Accordingly, the tension in the gauge-wire and its
10034 : 1982 Code of practice for selection, natural frequency of vibration wihalso be changed.
splicing, installation and Thus the change in frequency of the gauge wire
providing protection to the is a measure of the strain in the sensing element
open ends of cables used for of the transducer.
connecting resistance type 3.1.1.2 The main components of such an instru-
measuring devices in concrete
ment are, porous filter element diaphragm,
and masonry dams.
vibrating wire, electro-magnet and connecting
3 INSTALLATION EQUIPMENT cable. The pretensioned vibrating wire is such
connected to the body of the cell and the
3.1 Electrical Pore Pressure Cells ~diaphragm, that the tension of the wire
changes due to the deflection of the diaphragm
The electrical pore pressure cell has a stainless
.only. Due to pore water pressure, the diaphragm
steel diaphragm behind a porous filter element.
is deflected and the natural frequency of
The diaphragm is deflected by the pore water
the measuring wire is altered. The mechanical
pressure against one face; the deflection being
oscillation of the wire is converted to
proportional to the applied pressure. The
electrical frequency signal by an electro-magnet
deflection of the diaphragm is measured by
and this electrical frequency is transmitted
means of various electrical transducers, most
through the cable to the receiver unit and
common among them being unbounded resistance
correlated to the pore pressure. The frequency of
strain gauge and vibrating wire strain gauge.
the wire is independent of variations in voltages,
Electrical piezometers have very small time lags
currents and resistance. There are several types
and are very sensitive. Hence these are especially
of electrical piezometers and the main difference
suited in the circumstances when the fluctuations
lies in the transducer package, the porous element
in pore pressures are very quick or in case of
and the arrangement of the body of the
dynamic observations.
piezometer.
3.1.1 Vibration Wire Type Pore Pressure Cells
3.1.1.3 The pore pressure cell should be structur-
The basic principle of the vibrating-wire strain ally isolated from the surrounding concrete/earth
gauge is that the change in natural frequency of so that no apparent pore pressure are indicated
vibration of a stretched wire depends qn the due to straining of the body of the instrument.
IIs 12919 : 1990
3.2 Cable cable shall be of sufficient length to reach the
permanent readout station. In case of necessity
The electrical type pore pressure cells shall be
of joining the cables, proper splicing kit shall be
supplied with conductors of required length
used. The cables should be looped where they
( see 3.2.1 ) attached to the instrument as agreed
cross an interface and at joints, to reduce the
by the supplier and the purchaser. The cable type
strain in cables and joints due to differential
depends on the different makes of the instruments
movement. When there are sufficient pore
and for the details and specifications, the
pressure cells to be installed which can .justify use
catalogue of the manufacturer may be referred to.
of an instrument house, the cables have to be
In most installations the cable is recommended to
lead through an entry duct connected to a suitable
be further protected.
terminal unit. If many pore pressure cells are
grouped together closely and the terminal unit
When used in adverse environments, cables
is relatively far, then suitable junction boxes shall
armoured with steel wires, having two layers of
be used for connecting individual cables from the
insulation with petroleum jelly filling to prevent
transducers to a multicore cables, which in turn
water seepage may be used. It is also recom-
connected to the terminal unit.
mended that the use of a junction box to connect
several individual cables terminating in the 3.3 Installation of Pore Pressure Cells in the
junction box and a steel armoured, jelly filled
Drill Holes
multi-core cable of 10,20,40 conductors capability
may be used to connect these to a termination 3.3.1 Pore pressure cells are installed in bore
switch box installed in the terminal house. holes drilled, below the foundations or through
already completed embankments. The minimum
3.2.1 Cable Connections diameter of bore holes shall be 100 mm for cell
diameter up to 35 mm and 150 mm for cell
The connection between the pore pressure cell and
diameter above 35 mm and up to 45 mm separate
the cable of required length to connect to the
bore holes shall be drilled for each cell. Casing of
readout unit is generally done in the factory
these wholes is usually required to maintain the
itself and in exceptional cases when the cable is
holes during installation, depending on local
too short or has been damaged, the cable connec-
conditions and the type of equipment available.
tions are done at site. In such a case care should
The casing should be removed after the pore
be taken to get pressure-tight connections using
pressure cell is placed in position.
sealing compound. The splicing shall be done
in accordance with IS 10334 : 1982. 3.3.1.1 Procedure for installation of pore pressure
cells in drill holes.
3.2.2 Insulation Tests
a) Remove the high air entry filter from the
After completion of the cable connections, test the
cell and boil it in clear water for five
pore pressure cell for insulation by means of an
minutes to saturate the filter with water.
ohmmeter, the value shall not be less than 500
megaohms at 12 V. There must -be no electrical b) Reassemble the pore pressure cell under
connection between each of the conductors cool water by assembling the same in a
and the metal braiding or the body of the bucket of clean water. The bucket should
pore pressure cell. After this the pore pressure be large enough to allow pore pressure cell
cell shall be checked for proper functioning. to be reassembled and the. placement of
These tests should be performed immediately the cell inside the cloth bag in submerged
after the sealing resin has been applied. condition.
3.2.3 Identjfication of Cable Ends c) Place a cloth bag in the bucket of water
mentioned above-and place some clean sand
After connecting the cable to the pore pressure in the bag, place the pore pressure cell in the
cell the free end of the cable should be marked or bag and pack the sand above it as shown
identified with permanent marks by use of a to get the assembly as indicated in Fig. 1.
minimum of 3 tags at a maximum spacing of
10 m over the entire exposed length of cable with d) Tie the top of the bag by a suitable string
non-corrosive metal tags engraved or embossed and place the same into the bronze metal
with appropriate transducer numbers. Permanent screen keeping the assembly submerged in
identification is necessary to prevent errors in water.
identifying the pore pressure cells.
4 Take zero reading at this time to check
3.2.4 Cable Termination Arrangement proper functioning of the cell.
The number of cable joints should be minimised, f 1 Clean the drill hole and fill up the bottom
using continuous lengths wherever possible. The 300 mm of hole with clean saturated sand.
3IS 12949: 1990 1
If the hole has been provided with the trenches which carry the connecting cable from all
casing, fill up the sand up to required the cells. The main trenches are offset 300 to
depth and remove the casing from the 600 mm from the location of cells. Main trenches
bottom 300 mm prior to backfill operation. are usually 450 to 600 mm wide and the depth
should provide for a minimum Of 100 mm of
g) Lower the cell assembly into the hole up to
selected material over the connecting cables and a
the top of the sand. Test the pore pressure
300 mm thick protective cushion of selected fine
cell whether it is working satisfactorily,
material in the bottom of the trenches, below the
if yes, continue with the steps below.
connecting cables. A minimum of 450 mm of
h) Pour additional clean saturated sand to embankment material should then be placed to
fill the hole up to 300 mm above the top of complete the backfill to existing embankment
the cloth bag. level.
i) Follow the backfilling as shown in Fig. 2. 3.3.2.1 Procedure for installation of pore pressure
cells in embankment:
3.3.2 Installation of Pore Pressure Cell in
Embankment a) Remove the high air entry filter from the
Pore pressure cells are placed in embankment in cell and boil it in water for five minutes to
shallow trenches laid at right angles to the main saturate the filter with water.
PIEZOMETER CABLE
TIE STRING
. I*:*f.:;::.j r -
BRONZE KETAL SCREEN
. .
.
.
.
. .
. . . .
. .-
-.I I
. -. .
.
, _.
:
w :[
TIE WIRE
____* . . -
Y:CLkAN.. .
8:S ATuRA~_: '
-.SMlD. _,
B ,- . .0 . .. . .l . . . .'
z..aq. *:* _"_ .*- _ Y
I-
All dimensions in millimetres.
FIG. 1 PORE PRESSURE CELL ASSEMBLY FORINSTALLATION IN ~)RX.LL~.OLES
3IS12949:1990
PXEZCMETER CA%LES 12 mm APMIT
HOLE FOR
FOUNDATION TYPE TIP
OFFSET TRENCH
-_--
OFFSET TRENCH
BENTONITE PLUG OF
SITE GONDITION DEMAND)
RE PRESSURE CELL ASSEMBLY
H
EAN SATURATED SAND :
All dimensions in millimetres.
FIG. 2 TYPICALI NSTALLATIONO F PORE PRESSUREC ELL IN DRILL HOLES
b) Reassemble the pore pressure cell in a e> Place ICI0 mm thick layer of selected fine
bucket of cool water under submerged . material of the same type as that of the
conditions. surrounding embankment and compact.
f > Place the pore pressure cell at its designed
cl Take zero reading at this time to check location as shown in Fig. 3.
proper functioning of the cell.
g) Place selected fine embankment material
d) Carry the cell to its desired location in up to a thickness of 300 mm over the pore
submerged condition. pressure cell taking care so as to avoid
4IS 12949 : 1990
large sized ~particles which can damage the coarse to fine sand completely passing 5 mm seive.
pore pressure cell or the cable. The relative spacing between individual layers
h) Test the pore pressure cell for satisfactory of cables as shown in Fig. 4 may be maintained.
operation. The graded material surrounding the main trench
shall be provided with properly graded layers to
j) Backfill the ‘rest of the trench with typical
prevent migration of sand filling in the main
fill material and compact the same by
trench.
manual tamping.
3.3.3 Laying of Cables The cables shall be protected against prolonged
exposure to sun and mechanical damage. It is,
The cable shall be laid in main trenches, where therefore, necessary that the cable is properly
bed is cleared of sharp edge objects and replaced covered at all times.
with selected material, in slight wave lines. The
trench shall then be filled with selected fine 3.3.4 Cable Ends
material up to a depth of 300 mm and hand
The free ends of the installed cable shall be
compacted. The main cable trenches should be
terminated immediately in water-tight connections.
provided with a cross cut-off trench filled with
Entry of moisture through open ends of cable
1 : 3 soil bentonite mixture to prevent formation
can ultimately result in making the pore pressure
of a possible seepage path in the body of the
cell inoperative.
earth/rockfill dam. Heavy machinery shall not
be allowed to pass within 2 000 mm of the 3.3.5 Precautions Against Atmospheric Over-
instrument and before 2 000 mm covering height
Voltages
over the instrument.
Suitable over-voltage protection shall be provided
At locations where the cable passes in transition to safeguard the transducer and the terminal
zones of the embankment, differential settlement unit from atmospheric over-voltages.
of fill materials may shear the cable, adequate
provision shall be made by providing extra loose
4 OBSERVATIONS
length of cable in that portion.
4.1 Initial Reading
While routing of cables through rockfill, the
main trenches carrying cables shall be filled with 4.1.1 After the installation of each piezometer
VARIFS
I
~11 dimensions in millimetres.
Bentonite plug ( ‘4 mixture of 5% Bentonite ( by Volume ) and 950/, Emb.ankment Material Shou!d
be placed ‘15’ Metre Intervals, or Midway Between the Plezometer TIPS Whenever Distance IS
Smaller )
FIG. 3 TYPICAL INSTALLATION OF PORE PRESSURE CELL IN EMBANKMENT ( Contd )
5IS 12949 : 1990
,MANUALlYC OMPACTED LEVEL
RACK FILL
FINE MATERIAL
SE: LECTEO FINE
MATERIL\L
A-A
EMBANKMENT
SOIL
SOIL
_C -- c’NE:R lA&
c
All dimensions in mihpetres.
FIG. 3 TYPICALINSTALLATION OF PORE PRESSURE CELL INEMBANKMENT
stabilizing near the piezomcter tip will take some be at the same temperature as the body of the
time depending on soil permeability, pore cell).
pressure gradient, etc. A judgement in each case is
4.2 Recording of Observation
necessary to decide when piezometer readings can
take place. Normally the pore pressure will be Different systems of recording observations of
stable within 48 hours of installation. A reading vibrating wire type instruments are available. For
at this stage shall be taken and shall be recorded recording observations instruments of the manu-
as the initial reading. facturers of the respective makes should be referred
to.
4.1.2 The pore pressure cell is temperature
4.3 Frequency of Observation
compensated, that is, temperature fluctuations of
the surrounding soil will not affect the measuring Pore pressure readings shall be taken at every
result, provi.de_d the entire cell is in a state of 15 days interval during construction and at
temperature balance ( the measuring -wire should monthly intervals during shut down. After
6IS12949:1990
ROCK
All dimensions in millimetres.
FIG. 4 LAYING CABLES THROUGH ROCKFILL
construction, during initial reservoir filling, the be duly processed and the following graphs
readings shall be taken for every 3 m rise or fall prepared:
of the reservoir or at monthly intervals. After
Pore pressure, reservoir level and embank-
two years, the readings should be taken at every
ment height versus time;
3-monthly intervals except during rainy season
when readings should be taken at monthly
Pore pressure versus total stress; and
intervals.
5 PRESENTATION OF DATA The distribution of the above parameter
along with geometry of the place with the
5.1 The data from piezometric observations shall contours and cross sections.Standard Mark
The use of the Standard Mark is governed by the provisions of the Bureau of Indian
Standards Act, 1986 and the Rules and Regulations made thereunder. The Standard Mark on
products covered by an Indian Standard conveys the assurance that they have been produced
to comply with the requirements of that standard under a well defined system of inspection,
testing and quality control which is devised and supervised by BIS and operated by the
producer. Standard marked products are also continuously checked by BIS for conformity
to that standard as a further safeguard. Details of conditions under which a licence for the
use of the Standard Mark may be granted to manufacturers or producers may be obtained
from the Bureau of Indian Standards.’ .I
I
BiS ia a, statutory institution &t&l&h& under the -&au& of I?rdikqSpesldAacrti,1l 9s86 to promote
harmonious development oft& @c&&i@&of standardizatioti, marking and quality certification of goods
and at&ding to connected mstbsrs in ttlre country.
_. :
z :
I .
wdl!P II ‘1,
_: .’ .*, .;
BIS haq the copyright -df’ &#‘it&publit%tio6 ‘I$ ii &rC of these publications may he reproduced in
axty’ form without the prior -i&ion in.writing of BIS; This do& not preclude the free use, in the
co&se of implementing the ~standard, of nesary details, such as symbols and sizes, type or grade
designations. Enquiries relating to copyrigtit be addressed to tbe Director ( Publications ), BIS.
Revlsioa of Indian Stamdmls
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 16 ( 2953 )
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
$‘elephones : 331 01 31, 331 13 75
Regional Offices : Telephone
Central : Manak Bhavan, 9 Bahadur Shah Zafar Marg 33101 31
NEW DELHI 110002 331 13 75
Eastern : l/14 C. I. T. Scheme VII M, V. I. P. Road, Maniktola 37 86 62
CALCUTTA 700054
Northern : SC0 445-446, Sector 35-C, CHANDIGARH 160036 .2 18 43
Southern : C. I. T. Campus, IV Cross Road, MADRAS 600113 41 29 16
Western : Manakalaya, E9 MIDC, Marol, Andheri ( East ) 6 32 92 95
BOMBAY 400093
Branches : AHMADABAD. BANGALORE. BHOPAL. BHUBANESHWAR. COIMBATORE.
FARIDABAD. GHAZIABAD. GUWAHATI, HYDERABAD. JAIPUR. KANPUR.
PATNA. THIRUVANANTHAPURAM
Printed at Printwell Printers, Delhi, India
|
9310.pdf
|
IS 9310 : 1979
Hq/Reaffirmed 1986
(fbww
Indian Standard
SPECIFICATION FOR
WATER PURIFIER, POTABLE
First Reprint OCTOBER 1996
( Incorpomtiop Amendment No. 1)
@iflUDC 644’616 : 663’63
@ BIS 1992
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
v/June 1992Indian Standard
SPECIFICATION FOR
WATER PURIFIER POTABLE
1 SCOPE
S cci6cr requirements for pot&lo water purifier
Q Pcctrically heated, used for internal consampti~
of puribd water in dir tnsaries, hospital wards
and preparation of mJiciner.
2 MATERIAL
The important parts of the water purifier SW
be made of the material liven in 2.1 to 2.5.
t1 Body Lid ul Filter Baee
Cold rolled annealed md pickled stainless steel
sheet conforming to de&nation O4CrlSNilO
and Surface Finish No. 2B in accordance with
IS 691 I : 1972 ‘Speci8cation for rtainlers rteel
plates &et and strip’.
Impact rniataat and non-inflammable therao-
settin ty e of plutiu, suchu pheaoi formal-
dehyde &( keiite ), urea, etc.
Bnrs or gun metal.
24 FBeerC8dk
Suitable flEering media like porcelain, to tnp
sediment and other particles from water.
2.5 corpb# 8md ckekmmt
Stainless steel conforming to Deaieatio8
04Cr18NilO as prescribed in IS 6603 : 1972
‘Specification for stainless steel bars and flats’.
3 SHAPE AND DIMENSIONS
The nominal thickaess of sheet for body, lid and
filter base shall be 1’00 mm. The thtcknem at
any point after drawin shal1 be not krs than
0’75 mm.Is 9310 : 1979
rfr19FI 4 CONSTRUCTION
4.1 tfWI 4.1 Rody
The body shall consist of in two containers. The
qa*tfWW mrm$tithglP~m~~ilsda
containers shall be made in one piece by deep
~n7T@~ti’Ita%~~sr$I meqrpr;rk* drawing. Top container shall rest perfectly on
WTWm 5 i*q7 al* 875 i* VW@ I tin* the rim of the bottom container. The top
container shall also consist of a filter candle fitted
innq if aa?; FIR % ti fi sf pii B;;rr tfM in the base. The bottom container shall be fitted
a 7fi no; I fiqib amn wit m f;mir e t with a drain cock and a heating element. The
construction shall be such as to allow steam
~n4f’tfi.~ WQ IRhlB@Q91;tl19;r@f@~~ escape from top so thet it does not become a
-RI mar f;rsh w @fir ttim7 Bgm pressure vessel under any circumstances. The
capacity of the top container shall be 22 litres
firt;strhaMf?@@ti qfif&fbrit’aStnni;r
and bottom container 20 litres.
* Il7?j q 1;c qrb I sffif a(mFr e-t d7wr 22 fin7
0 alI7 f?lM iln1q bt ptRnr 20 f&z7 0 I
4.2 -V 4.2 Lid
w;r, H h ar~stin w &? wh pi 0 gtrl 8 mp~ The lid shall be dome shaped and made in one
piece. It shall be fitted with a knob for handling.
tmr@t aar%titfk~-Jl -FM@=
*aqr
4.3 W Mm - 4.3 Drair Co&
q ~lvi JFT f%ilQ% ?i fkJ WQm 3; I!% 8 fk fimt Fitted at the bottom of the container to drain-
out purified water.
WI I@ 1
4.3 -W 4.9 Heating Elcremt
46 IS 4159 : 1976 “WfsJr 3% & @Y Fm;l m Shall conform to IS 4159 : 1976 ‘Specification
~fWilfk”ha~ 811 4qwl?rj* trrGfrn for mineral filled sheathed heating elements
(first revlsfon )‘. It shall be of easily replaceable
&nitsrsnit #jtanT seain fiFmrdRT
type and fitted with built in ejector device, The
@rVf@f- fhTqm@ I ?rlvT qir'fiSr 2 fmr heating element shall be of 2 kW rating and
operating up to a maximum voltage of 250 V
Ml t ?J M?7 q, 50~~~ wh g*aitz
single phase 50 HtAC and 250 V DC.
250 3t?R pr M; 250 &EM h wf-
4.6 m pnrft
4.6 Tbermortrt
~~‘ito %*7*414B~faTmsr;itm*
Shall be capable of ensuring boiling water at sea
tie I level with a differential of 5°C.
4.7 Electrk Safety Requirements
q* ni@.lu 3 QV pa Gh wm71 WQ fsdi An indicator lamp shall be provided on the water
-1% @If% * JQ 4Fw 9FiF7 TiPa a ?ra; I a# purifier to indicate by glowing when the
equipment is ‘ON’. All the metal parts shall be
919 * mF7trlt * FwSm’f Tq * fWq* ti permanently and reliably connected to an
B Fmf aI;nfif B * f?p srd I m@ fin t; earthing termination within the appliance. The
entire electric circuit shall be insulated from the
2Is9310:1%7
water purifier and tbt lcakagc current rhall bc
not more than 3OOpA peak ( 21OpAr-m S ) when
tested in accordance with metbod given in
IS 302 : 1979 ‘General and safety requirement8
for household and similar electrical appliance8
($fiA rev&ion )‘. It shall also bc capable of
withstanding a high voltage test of 1 000 voltsrms
for 1 minute between body and the live parts
when tested by method given in IS 302 : 1979.
5 FUNCTIONAL REQUIREMENTS
5.1 workmmaLip l Dd mish
The surface of the potable water purifier shall
bc free from wrinkles, deep soars and other
surface defects. The inside and outside of tbc
body shall bc carily cleanable. All stainless steel
components shall bc finished smooth and polished
bright.
5.2 The brass or gun metal parts shall be plated
chromium over nickel in accordance with service
grade 2 of IS 4827 : 1968 ‘Specification for
electroplated coating of nickel and chromium on
copper and copper alloys’.
5.3 The filtering candle shall bc capable of
filtering approxlmatcly 20 litrcr of water in
6 hours.
S.4 The tripod stand provided with tbc water
purifier shall be robust, suitable for the purpose
and made of non-corrosive material.
6 MARRING
Each water purifier shall bc marked with tbe
name or recognized trade-mark of the manu-
facturer, It shall also be marked by the serial
number and instructions to boil water for
minimum 30 minutes. Tbc carton sball also bc
similarly marked. The water purifier shall also
be indelibly and legibly marked as. follows to
emphasize the reading of instructions bcforc USC.
‘IMPORTANT - Read Instructions before USC’.
6.1
6.1 IS1 Certi~crtloa Marking
Details available with the Indian Standards
Institution.
37 OPERATING MANUAL
Each water puri6dr &all be accompanied b an
operating manual Which shall coatdin the folrow-
ibg information:
a) Operation of the water purifier, aad
b) Routine maintenance and service.
8 PACEING
Fiach water purifier shall be suitably a&$$
corrugated ardboard carton witK
cushioni It may also be ked as agreed to
between3b purchaser andt Ic =supplier.
4Bureau of Indian Standards
BIS is a statutory institution established under the Bureau of Indian Standards Act, 1986 to promote
harmonious development of the activities of standardization, marking and quality certification of goods and
attending to connected matters in the country.
Copyright
BIS has the copyright of all its publications. No part of these publications may be reproduced in any form
without the prior permission in writing of BIS. This does not preclude the free use, in the course of
implementing the standard, of necessary details, such as symbols and sizes, type or grade designations.
Enquiries relating to copyright be addressed to the Director (Publication), BIS.
Review of Indian Standards
Amendments are issued to standards as the need arises on the basis of comments. Standards are also reviewed
periodically; a standard along with amendments is reaffirmed when such review indicates that no changes are
needed; if the review indicates that changes are needed, it is taken up for revision. Users of Indian Standards
should ascertain that they are in possession of the latest amendments or edition by referring to the latest issue
of ‘BIS Handbook’ and ‘Standards Monthly Additions’.
Amendments Issued Since Publication
Amend No. Date of Issue Text Affected
BUREAU 0~ INDIAN STANDARDS
Headquarters:
Manak Bhavan, 9 Bahadur Shah Zafar Marg, New Delhi 110002 Telegrams: Manaksanstha
Telephones: 323 0131,323 8375,323 94 02 (Common toalloffices)
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
CALCUTI’A 700054 {337 86 26,337 9120
Northern : SC0 335336, Sector 34-A, CHANDIGARH 160022 60 38 43
{60 20 25
Southern : C.I.T. Campus, IV Cross Road, MADRAS 600113 235 02 16,235 04 42
{235 15 19,235 23 15
Western : Manakalaya, E9 MIDC, Marol, Andheri (East) 832 92 95,832 78 58
MUMBAI 400093 1832 78 91,832 78 92
Branches : AHMADABAD. BANGALORE. BHOPAL. BHUBANESHWAR.
COIMBATORE. FARIDABAD. GHAZIABAD. GUWAHATI.
HYDERABAD. JAIPUR. KANPUR. LUCKNOW. PATNA.
THIRUVANANTHAPURAM.
Reprography Unit, BIS, New Delhi, India
|
6639.pdf
|
..
UDC 621’662’21~l:62~014’2 ( Fifth Reprint OCTOBER 1990.) IS : 66391 1972
Indian Standard
SPECIFICATION Fg2p
HEXAGON BO-LTS FOR STEEL STRUCTURES
I. Scope - Requirements for hexagon bolts in the size range 12 to 39 mm for steel structures.
2. Dimensions and Tolerances - The dimensiorls of bolts shall be as giuen in Table 1 and
preferred length, diameter combination and clamping lengths for bolts as given in Table 2. The
tolerances shall be as given in Fig. 1.
-t-- -
TABLE 1 DIMENSiONS FOR HEXAGON BOLTS FOR STEEL STRUCTURES
All dimensions in millimetres.
x according to IS : 1369-1961 ‘ Dimensions for screw threads run-outs and undercuts ‘.
z according to IS : 1366-1967 ’ Dimensions for ends of bolts and screws (first revision ) ‘,
M20 (M22). M24 (M27) M30 ( M33) ~M36 -( M39)
____-
Max 1
Note - Sizes shown in brackets are of second preference.
___ _ ____. -- _._-.. ---
Adopted 4 September 1972 @ Februarj 1973, BIS Gr 2
BUREAU OF INDIAN STANDARDS
MANAK BHAVAN, 9 BAHADUR SHAH ZAFAR MARG
NEW DELHI 110002IS : 6639 - 1972
TABLE 2 PREFERRED LENGTH-DIAMETER COMBINATIONS AND CLAMPING LENGTHS
FOR HEXAGON BOLTS FOR STEELSTRUCTURES
(Clause 2)
All dimensions in millimetres.
DIAMETER OF CLEARANCE
HOLE TO CONFORM TO FINE STRUCTURAL MEMBER
SERIES OF lS:lSZl-1967 --,
A
!ED
~CLAMPING LENGTH 4 8 LrnA ( HEX NUT
-
Size -(M33) M36 (M39)
-. ----- --_ ,~_
m 26 29 31
Nominal
Clamping Length
Length I
30 5-9
35 IO-14 6-10
40 15-19 11-15 a-12 6-10
______~ ----____-_
45 20-24 16-20 13-17 11-15 ! 9-13 '
50 25-29 21-25 la-22 16-20 I 14-18
65 30-34 26-30 23-27 21-25 19-23
___ ----~---
E
70
~_ - ~ ~ ~
75 50-54 46-50 43-47
80 55-59 51-55 48-52
a5 60-64 56-60 53-57
~__ ~ - --.__ ~~__~
_;; 7605--7649 6661--7605 5683--6627
100 75-79 , 71-75 68-72 57-61 I 54-58
~_______ !- --- ----- __._.. .~~~_ iP
105 80-84 76-80 73-77 71-75 69-73 66-70 64-68 -62-66 59-63
110 85-89 81-85 78-82 76-80
II& 90-94 86-90 83-87 81-85
-___-_____p ___-
:Z! 95-99 9916-- 19050 a9a3-- 9927 8961-- 9905 ,1 8849--8983 G8fZo5 /I 7e94--8a3a 8727--8861 7749--7883 7727-.7861
130 101-105 98-102 96-100 I 94-98 91-95 / 89-93 87-91 84-88 82-86
-__- ----~I~~.-
I-------_
135 106-110 : 103-107 101-105 i 99-103 96-100 94- 98 92- 96 89- 93 al- 91
140 111-115 108-112 106-110 ; 104-108 lot-i05 99-103 97-101 94- 98 92- 96
145 116-120 113-117 j 111-115 / 109-113 106-110 / 104-108 102-106 99-103 91- 101
I_ ___----./____~_______-
150 121-125 lla-122 ' 116-120 114-118 111-115 109-1'13 107-111 104-108 102-lD6
155 123-127 / 121-125 119-$23 116-120 114-118 112-116 109-113 107-111
160 : 128-132 / 126-130 124-128 121-125 119-123 117-121 114-118 112-116
~ -#~----___~ ~-
165 133-137 ! 131-135 129-133 126-130 124-128 122-126 119-123 117-121
170 138-142 136-140 134-13p 131-135 129-133 127-131 124-128 122-126
175 143-147 ; 141-145 139-143 136-140 134-138 132-136 129-133 127-131
180 1~146-150 144-148 141-145 139-143 137-141 134-138 132-136
la5 I 151-155 149-153 146-150 144-148 142-146 139-143 137-141
190 1 156-160 / 154-158 151-155 149-153 147-151 144-148 ;‘$::l"
195 161-165 ' 159-163 156-160 154-158 152-156 149-153
200 I 166-170 164-168 T61-165 159-163 157-161 154-158 1521156
:w
I
Note - Nominal lengths against which clamping lengths are indicated, are preferred.
2IS : 6639 - 1972
FIG. 1 TOLERANCES FOR HEXAGON BOLTS FOR STEEL STRUCTURES
3. Mechanical Properties - The mechanical properties of the bolts shall conform to the ‘property
class 4.6 or 6.6 as specified in IS : 1367-1967 ’ Technical supply conditions for threaded
fasteners ( first revision ) ‘.
4. Grade - Black (B) grade according to IS : 1367- 1967.
5. Designation - The hexagon bolts shall be designated by the size, length, the number of this
standard and the property class.
Example:
A hexagon bolt of size Ml 2, length 30 mm conforming to this standard and of
property class 4.6 shatl be designated as:
Hex Bolt Ml 2 x 30 IS : 6639 4.6
5.1 Where the bolts are required with hexagon nuts (see %3), they shall be designated as:
A hexagon bolt of size M12, length 30 mm and property class 4.6 with a hexagon
nut shall be designated as:
-Hex Bolt M 12 x 30N IS : 8639 4.6
6. General Requirements
6.1 Sampling - The method of sampling and acceptance criteria is to be in accordance with
IS : 2614-l 969 ’ Methods for sampling of fasteners ( first revision ) l.
6.2 The hexagon bolts shall comply with the requirements of IS : -1367-l 967 in respect of require-
ments not specified in this standard.
5.3 The hexagon nuts used with hexagon bolts shall conform to requirements given in IS : 1363-
.1967 ’ Black hexagon bolts, nuts and lock nuts ( dia 6 to 39 mm ) and black hexagon screws
( dia 6 to 24 mm ) ( firsf revision )’ in all respects.
5.4 The bolts shall be supplied in natural finish unless otherwise specifhd by the purchaser. At
the request of the purchaser they may be galvanizedas per IS : 5358-1969 ’ Hot-dip galvanized
coating on fasteners ‘.
6.5 The approx!mate weght of hexagon bolts with nuts has been given in Appendix A for the
guidance of the purchaser.
3IS : 6639- I972
APPENDIX A
( Clause6 .5 )
APPROXIMATE WEIGHT OF HEXAGON BOLTS WITH NUTS
( FOR 1000 PIECES IN kg)
- -
In24
_.- - .-
. -- __
_.- - . .
222 1 261
--
234 296 369
/- _ -- __
5p ; 75.3 141 247 311 387
- --
55 -- _. 259 326 -- 405
60 84'2 157 272 341 423
-- _ -_
65 88'6 164 264 356 440
___- _ .-
70 93.0 172 296 370 A58
_ ~.._ -.__._~-_I I --I I
75 -i- 97'5 160 309 365 . 476 --- 652 1 l ‘-
60 102 / 186 -- 321 400 -_ 494 675 ,B99 I
65 334 415 511
~__ -- -
90 346 430 529
-- _
95 I 1 16 I 212 356 445 547 742 972
-- -- - _ -- --
100 120 220 ---3 71 460 - 565
105 1 124 226 383 475 582
--
110 129 236 395 490 600
-/-- .___ --
_’
115 407 1 504 618
-- ----- -- -
120 420 519 636'
__ _-... .
125 432 534 653
-- -- - --
130 267 445 549 671 I 900 I1170 I 1450 I 1800 I 2190 I
-- -- . . -- -
_
135 275 457 .. 664 689 922 1200
-- _. .- --
_.
469 579 . 707 -- --9 -4 -5 "1220
---4 82 594 724 _- - 967 1~25.0 1550 1920
-- 494 606 - 742 .- 990 --1 -2 80
_.
506 623 760 1010 1 1310 1 1610 I 2000 1 2425 I
-- . _
_
519 638 778 1030 / 1340 1 1650 1 2040 I 2470 I
-- . .
531 653 795
-- .
543 660 813
-- . ._
0.
175 556 683 631
(-- -- _
180 696 649
-- . .
_
165 713 866
-- -- _
190 728 884
---_ -- .- -
_.
195 743 902
-- . _-- _ --
200 1. 758 920 1210 I 1560 1~920 2360
-
EXPLANATORY NOTE
In the preparation of this standard, assistance has been derived from Draft IS0 proposalf Ot
hexagon bolts [ lSO/TC 2 (Sectt 290~) 4561.
4
Reprography Unit, BIS, New Delhi, IndiaIS : 6639- 1972 SPECIFICATION FOR
HEXAGON BOLTS FOR STEEL STRUCTURES
AMENDMENT NO. 1 APRIL 1978
A-d-d-e_n_d-u-m-
(Page 3, clause 3) - Add the folloving
nev clause after 3:
‘3.1 The bolts shall vithstand a minimum
shear stress of 260 MPa.
MOTE - The shear stress specified
is explicitly intended for bolt testing
purposes and is not related to actual
design stresses.'
AMENDMENT NO. 2 OCTOBER 19Sl
Alterations
( Page 1, Table 1 ):
a) Figure - Substitute the following for the existing figure:
El3
e +
i-S4
--ik!------!!
~b) First c&m, &ding - Substitute ’ Size d ‘for ’ Size ‘.
c) Entries for Size ‘ d ’ - Substitute the following for the existing entries:
Nom 12 16 20 22 24 27 30 33 36 39
ds I 1T15 Max 12.70 16.70 20.84 22.84 24.84 27.84 30.34 34.00 37.00 4POC
Min 11.30 15.30 19.16 21.16 23.16 26.16 29.16 32.00 35.00 3a.oe
( Page 2, Table 2 ):
a) Legend in Figure - Substitute ‘DIAMETER OF CLEARANCE HOLETO CONFORM TO MEDIUM SERIFS
OF IS: 1821-1967 *for ‘DIAMETER OF CLEARANCE HOLE TO CONFORM TO FINE SERIES OF IS : 18~
1967’.
b) First column, heading - Substitute ’ Size d ’ /or * Size ‘.
(EDC27)
_- -- .. _ .~. ----
[Reprography Unit, BIS, New DelN, IndiaAMENDMENT NO. 3 DECEMBER 1989
TO
IS : 6639 - 1972 SYECIFICATION FOR HEXAGO-N
BOLTS FOR STEEL STRUCTURES
( Page 3, clause 3 ) - Substitute the following for the existing clause;
“3. Mechanical Properties - The mechanical properties of the bolts
shall conform to the property class 4.6 or 5.6 as specified in IS 1367 ( Part
3 ) ~: 1979 ‘Technical supply conditions for threaded steel fasteners : Part
3 Mechanical properties and test methods for bolts, screws and studs with
full loadability ( second revision )‘.”
( Page 3, clause 4 ) - Substitute the following for the existing clause:
“4. Product Grade - Shall be of product grade C according ~to IS 1367
( Part 2 ) : 1979 ‘Technical supply conditions for threaded steel fasteners:
Part 2 Product grades and tolerances ( second revision )‘.”
( Page 3, clause 6.2 ) - Substitute the following for the existing
clause:
“6.2 In respect of the requirements not covered in this standard the hexa-
gon bolts shall comply with the requirements of IS 1367 ( Par1 1 ) : 1980
‘Technical supply conditions for threaded steel fasteners : Part 1 Intro-
duction and general information ( seco/ld revision )‘.”
( Page 3, clause 6.3 ) - Substitute the following for the existing clause:
“6.3 The hexagon nuts used with the hexagon bolts shall conform to
1s 1363 ( Part 3 ) : 1954 ‘Hexagon head bolts, screws and nuts of product
grade C : Part 3 Hexagon nuts ( size range M 5 to M 36 )‘.”
( Page 3, clause 6.4 ) - Substitute the following for the existing clause:
“6.4 The bolts shall be supplied in natural finish unless otherwise speci-
fied by the purchaser. At the rcqucst of purchaser, the bolts may be
galvanized ;1s per IS 1367 ( Part 13 ) : 1983 ‘Technical supply conditions
for threaded steel fasteners : Part 13 Hot-dip galvanized coatings on
threaded fasteners ( secolld revision )‘.”
(EDC27)
Reprography Unit, BIS, New Delhi, IndiaI
AMENDMENT NO. 4 NOVEMBER 1990
TO
IS 6639:1972 SP-ECIPICATION FOR HEXAGON
* BOLTS FOR STEEL STRUCTURES
[Page 3, clause 3 (see also Amendment No. 311 -
Insert the following after 3:
'3.1 For tensile, proof load and wedge loading
tests,three threads (3 X P> on1.y shall be exposed
between the grips. This is obtained by freely
running the nu-t or fixture to the fullest extent
and then unscrewing th'es pecirucnt hree full turns.'
(UC 14)
Reprography Unit, BIS, New Delhi, India
rAMENDMENT NO. 5 NOVEMBER 1999
TO
IS 6639 : 1972 SPECIFICATION FOR HEXAGON BOLTS
FOR STEEL STRUCTURES
(Page 3, clause 3 ) - Substitute the following for the existing clause:
“3. Mechanical Properties - The mechanical properties of the
hexagon bolts shall conform to the property class 4.6 or 5.6 as specified
in IS 1367 ( Part 3 ) : 1991 ‘Fasteners - Threaded steel - Technical
supply conditions : Part 3 Mechanical properties and test methods for
bolts, screws and studs with full loadability (thirdrevision)‘.”
(Page 3, clause 6.1 ) -Substitute the following for the existing clause:
“6.1 Sampling, Inspection and Acceptance Criteria - The method of
sampling, inspection and acceptance criteria shall be in accordance with
IS 1367 (Part 17) : 1996 ‘Industrial fasteners - Threaded steel fasteners
- Technical supply conditions Part : 17 Inspection, sampling and
acceptance procedure’.”
(Page 3, clause 6.3) - Substitute the following for the existing clause:
“6.3 The hexagon nuts used with the hexagon bolts shall conform to
IS 1363 (Part 3) : 1992 ‘ Hexagon head bolts, screws and nuts of product
grade C : Part 3 Hexagon nuts (size range M5 to M64) (third revision)‘.
6.3.1 The hot-dip galvanized hexagon nuts used with the hot-dip
galvanized hexagon bolts shall conform to IS 14394 : 1996 ‘Industrial
fasteners - Hexagon nuts of product grade C - Hot-dip galvanized -
Specification (size range Ml2 to M36)‘.”
(Lh114)
Reprography Unit, BIS, New Delhi, India
|
1838_1.pdf
|
1
ISr1838(PartI)-1983
Indian Standard
SPECIFICATION FOR
PREFORMED FILLERS FOR EXPANSION JOINT ‘,j
”$ 3
IN CONCRETE PAVEMENT AND STRUCTURES - s:
( NON EXTRUDING AND RESILIENT TYPE) !pq
’ I
PART I BITUMEN IMPREGNATED FIBRE ‘:
=;
First Revision)
(
t
Third Reprint NOVEMBER 1994 ,
I
UDC 625.848 (624.012.33) : 677.865
@ Copyright 1983
BUREAU OF INDIAN STANDARDS
MANAK BHAVAN. 9 BAHADUR SHAH ZAFAR PjiARG
NEWDELHIllOOCC
.i, j
0 .I
Gr 2 -_- Augw lb33
-_ 1 _~_ - dJ.i .-__
.___jl__Indian Stana?bd
SPECIFICATION FOR
PREFORMED FILLERS FOR EXPANSIQN JOINT
IN CONCREYI-EY AVEMENT AND STRUCTURES
( NON EXTRUDING AND RESILIENT TYPE)
PART I BITU~N IYPREOSYATEO FlBRE
( First Rev&ion )
Building Construction Practices Sectional Committee, BDC 13
Ch&YUtlU
SHEAC . P. MALI=
c-4/38, s”rdvJNu”wi k&Jpheat Area,
e
Mrntbers Rcpmenting
Sa~r P. D. AQABWAL Public Works Department, Covernmeti of Uttar
Praclerh, Lucknow
SEEI SUBAJ S. J. BAEADUB Hmcirirw~~LJrran Development Corporation Ltd,
SHBID.R. BATLWALA Bhabha Atokic Rsrearch Centre, Bombay
SIIRI J. R. BRALLI Indian Institute of Architecta, New Delhi
SHRI R. K. MATHUB ( Allrrnatr)
Caxim EIW~EICB ( NOETH ) Public Works Department, Government I of
Punjab Chandigarh
Car- ENQIN~ (B-as ), PWD, Public Works Department, Golrcmment of
MADUB Tamil Nadu, Madras
S~JPIC~~NTENDW~ ENQIHEES~,
( SPXXXAL BUILDIIUQC IXLE ),
PWD, MADURAI (Ahma& f
Csmm EXOIN~ER-CUX-ADDI~AL Public Works Department, Government OS
SIBUItlFTrRY TO TIE COF’ZGRX+ Rajamhan, Jaipw
m~~(B6rI2)
Esmm-mvtt Ewmmttt ( Dmmmr
& SnaawrTIoar ) ( Altar&4 )
Cmar ENQ- ( TBAIICIN~ ) Central Public World Department, New Delhi
SUPEXIXTJrSDINO SLTEV3SYOE
0P Woarr ( TBAININ~ ) (Al-)
((h#Meflb4lr2)
BzfREAU OF INDIAN STANDARDS
Thii u Irpmtcctcdurda the Ia&n wM<XTV oS1937) and
rapmg xutioih in whole or in put by any means accpt virh written pcrmidm of the
pub%bw &aii be deemed to be an ildringematt oScqyri&t xmder the raid Act.
‘SClS:1838(Part1)-1983
(~V-porrl)
Mm&r5 R+mdng
D xnm~ o P ( Am~rixvno~wr ) , R&way Board, Minlsiry of Railways
Joncr Dmmrro~ ( ABOEITEO-
TUBI ), RDSO ( Al&ma## )
Sunx R. G. G~KJXALB Smte Bank of Indla, Bombay
SHBI M. KAnTntAy~n Buildera’ Aasocintion of India, New Delhi
SEEI J. S. KOHLI Engineer-in-Chief’s Branch, Army Headquarten,
New Delhi
Snnr M. G. VIEXAXI ( Alrrmotr )
SH~I R. L. Kuxna Institution of Surveyors, New Delhi
Snnr V. G. PATWABDHAN ( Altti8)
SHBI M. Z. Kun~nrr Tata Conrulting Engineers, Bombay
Snnx G. K. MAJUMDAR Hindmtan Prefab Ltd, New Delhi
SHBI H. S. PASBIOHA ( Altrrnotr )
SEEI R. c. MANeAL Cent;~or~~~lding Research Institute ( CSIR ),
SHRI hf. P. JAISINOH ( Alfamuf~ )
SHRI B. V. B. PA1 Concrete Asso&ation.of India, Bombay
sun1 P. SawrvAeAlr ( Altrmdr )
SHIU R. K. PA~DARB Life Insurance Corporation of India, Bombay
DEPUTY CHIEY ENOINIES
( NOBTH) (Al&m&)
SHBI K. S. PRUTBI Forest Research Institute 8t Colleges, Debra Dun
SHBI T. K. SARAN Bureau of Public Enterprises (Mmistry of
Finance )
Snn~ S. S. KAIMAL ( Al:&‘ )
SEBI K. S. SBINI~ASAN National Buildings Organization, New Delhi
DEPUTY DIREOTOR ( Altmutc )
SHBI SUSEIL KUXAB National Buildings Construction Corporation Ltd,
New Delhi
Paov C. G. SWAMINATHAN Central Road Research Iustitute ( CSIR ), New
Delhi
SHRI S. R. TAMBE Public Works 8t Housing Department, Bombay
Snnr B. T. UNWALLA Institution of F.ugineen’( India), Calcutta
SHSI G. VENKAT~ULU Minbtry of Shipping & Transport ( Roads Wing )
SHSI PRA~ULLA KUMAB ( Altarmate )
SHBI G. RAYAN, Director General, IS1 ( Ex-$&Y A&tuber)
Director ( Civ Engg )
smrcury
SHRI S. SENOUPTA
Assistant Director ( Civ Engg ), IS1
. ( Continwdonpug~ 8)
2IS t 1838 ( Part I ) - 1983
Indian Standard
SPECIFICATION FOR
PREFORMED FILLERS FOR EXPANSION JOINT
IN CONCRETE PAVEMENT AND STRUCTURES
(NON EXTRUDING AND RESILIENT TYPE)
PART I BITUMEN IMPREGNATED FIBRE
First Revision)
(
0. FOREWORD
0.1 This Indian Standard ( Part I ) ( First Revision ) was adopted by the
Indian Standards Institution on 4 March 1983; after the draft finalized by
the Building Construction Practices Sectional Committee had been
approved by the Civil Engineering Division Council.
0.2 Joints are required in concrete roads, runways, floor and roof slabs of
buildings to relieve stresses developed due to temperature shrinkage,
creep, relaxation, vibration, etc. To provide an even surface these joints
must be filled and at the same time the materials used for filling should
permit expansion and contraction of the concrete. The joint filler is a
strip of compressible material used to form and fill the expansion joints
in structures. The chief function of the joint filler is to permit the joint
to expand without developing stresses. Joint filler are produced from a
variety of materials such as bitumen impregnated fibre, cork strips,
sponge or synthetic rubber, expanded plastics, epoxy, coconut pith and
CNSL resin. This standard ( Part I ) has been prepared to cover the
requirements for the bitumen impregnated fibre type of expansion joint
fillers. The requirements for other types will be issued separately.
0.3 To makethe joints effective itis also necessary to prevent the ingress
of water or grit down the joint. This is achieved by using a sealing
compound over the joint filler. The requirements. for sealing compounds
and methods of installation. of joints has been covered ‘separately ( ~68
IS: 1834-1961*, IS:3414-1968t,and 18:6509-1972:).
‘Specil$ation for hot applied sealing compounds for joints + concrete.
tCode bf &actice for design and imtallation of joints in buidings.
$Code of ptactjce for installation of joints in concrete pavements.
3.4 3IS:1838(PartI)-1983
0.4 This standard was first published in 1961 with a view to provide
guidance to the manufacturers to facilitate commercial production. This
revision has been prepared to take into consideration various recommend-
ations received from the users. In this revision additional alternative
fibres for the manufacture of fillers have been indicated. The method of
manufacture has been dealt in detail and additional physical recluirements
have been added. The methods of tests have been deleted and included
in a separate Indian Standard. The title of the standard has also been
modified.
0.5 This standard contains clause 4.1 which permits the purchaser to use
his option for selection to suit his requirements.
0.6 For the purpose of deciding whe.ther 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 ) specifies the requirements for bitumen
impregnated fibre fillers for expansion joints.
1.1.1 The fillers may be used for filling expansion joints in concrete
roads, runways and buildings.
2. MATERIAL
2.1 Bitumen - This shall conform to IS : 73-196lt or IS : 702-1961:.
2.2 Fibre - This shall be either soft board, or fibre board, or cane or
any other suitable fibre of cellular nature.
3. MANUFACTURE
3.1 The fillers shall consist of preformed strips of suitable 6bre of a
cellular nature securely bonded together and then uniformly saturated
with bitumen.
.*Ruler for rounding off numerical values ( rruissd ).
*i ‘9 .fi
Specs cation for paving bitumen ( mired).
$Sprcification for industrial bitumen ( miwd).IS : 1838 ( Part I) - 1983
4. DIMENSIONS AND TOLERANCES
4.1 Dimensions -The length, width and thickness of the preformed
strips when measured in accordance with the method gi*:eu in IS : 10566-
1983* shall be as agreed to between the purchaser and the manufacturer.
4.2 Tolerances- The tolerances on the avcrnge dimensions shall be as
given below:
I
On length f5 mm
On width f3 mm
On thickness *I*5 mm
5. PHY SEAL REQUIREMENTS
5.1 The physical requirements. of the fillers shall conform to those
specified in co1 3 of Table 1 when tested in accordance with the method
specified in IS : lo-66-1983*.
6. PACKING \
6.1 The preformed joint fillers shall be packed in such a manner that
there shall be no distortion or breakage or deterioration of the properties
of the fillers during transportation.
7. MARKING
7.1 The packages shall be marked with the manufacturer’s name or
trade-mark, if any, size and type of filler.
7.2 BIS Certification Marking
The product may also be marked with Standard Mark.
7.2.1 The use of the Standard Mark is governed by the provisions of Bureau of
Indian Standards Act, 1986 and the Rules and Regulations made thereunder.
The details of conditions under which the licence for the use of Standard Mark
may be granted to manufacturers or producers may be obtained from the Bureau
of Indian Standards.
*Me;@& of test for preformed fillers for rxpansion joints in concrete paving and
ttructural &struction.
5IS : 1838 ( Part I ) - 1983
TABLE 1 PHYSICAL REQUIREMENTS OF BITUMEN IMPREGNATED
FIBRE FILLERS
(Clourr 5.1 )
St CIIIHACTER~BTIO REqUrRmfENT METHOD oi TEST
No. ( REF TO
INDIAN STANDARD )
(1) (2) (3 (4)
iI Resistance to handling Strips shall not be deformed
or broken by twisting, bend-
ing or other typea of ordi-
nary handling when exposed
to atmospheric conditions
(see Note )
ii) Recovery Shall recover at least 70 per- IS : 10566-1983.
cent of its thickness before
the test
iii) Compression a) Load required to com- IS : 10566-1983*
prers Ibe s e&men fo 50
percent 0 P itr original
thickness before the test
ahall be
7 k&m* ( @7 N/mm* ),
5Sa$zrn* ( 5-S N/mm* ),
b) Loss in bitumen
S percent, Max
iv) Extrusion Amount of extrusion of IS : 10566-1983.
the free edge aball not
exceed 95 mm
v) Water absorption 20 percent, Max IS : 10566-19839
vi) Density 300 kg/m’, Min IS : 10566-198s*
vii) Bftumen content 35 percent, i%fia IS : 10566-1983.
viii) Weatberiag a) Shall show no tign of IS : 10566-1983.
disintegration, delamin-
ation or reparation of
fibrer after Ibe fast
b) Shall etisfy the require-
ment of recovev, com-
preaaion and extnuion
after the teat
Penetration of re- Shall be between 25 to 100 IS : 10566.1983.
covered bitumen at 25°C
NOTN- Pieces of the joint tiller that have been damaged abali be rejected.
:eMetbods of teat for preformed fillera for expansion joints in conciete paving and
&&+a1 construction.
4” 6ISrlS38(PattI)-1983
8. SAMPLING
8.1 Number of Samples - One representative sample shall be selected
from each lot of lOUrn of the material having same thickness. The
sampling shall be done at random.
8.2 Size of Sample - Each sample shall consist of sufficient material so
that five test pieces measuring 100 x 100 cm could be obtained.
8.3 Tests - All the test piecex as selected in 8.2 shall be’ subjected to
dimensional and physical requirements. The lot shall be accepted if all
the five test pieces meet the physical and dimensional requirements;
otherwise not.
7Joints in Structure Subcommittee, BDC 13 : 14
cOnww? &jwentiaf
SEBI HAIUS~ CEANDRA Central Public Works Department, New Delhi
MnnbaTr
Sam J. P. BAJAJ Institution of Surveyors, New Delhi
LT-COL C. T. CHAR1 Engineer-in-Chief’s Branch, Army Headquarttrs
SRRI S. K. GUPTA ( Altcmata)
SH~I R. C. P. CHOUDEARY Engineers India Ltd, New Delhi
SHRI K. N. SINEA ( Allmutr )
Saar P. S. GOKWALE Gatimon India Ltd, Bombay
SRRX K. RAJAOO~ALAN ( Alhrnatr )
SEBI G. B. JAHAOIRDAB National Industrial Development Corporation Ltd,
New Delhi
SERI M. P. JAIBINOH Cent;;orE:ilding Rerearch Institute (CSIR ),
SERI R. K . JAIN ( Al~cmab )
SERB S. R. KKJLKARNI M. N. Dastur & Company (P) Ltd, Calcutta
SRRI D. B. GROSH ( Allrrnotr )
DR M. NAYAK Concrete Association of India, Bombay
SERX P. SRINIVASAN ( Al~rmalr )
SH~I Y. R. PHULL Central Road Research Institute ( CSIR), New
Delhi
SHRI K. L. SETHI ( Ahnuh)
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Reprography Unit, MS, New Delhi, IndiaAMENDMENT NO. 1 OCTOBER 1999
TO
IS 1838 ( PART 1) : 1983 SPECIFICATION FOR
PREFORMED FILLERS FOR EXPANSION JOINT IN
CONCRETE PAVEMENT AND STRUCTURES ( NON
EXTRUDING AND RESILIENT TYPE )
PART 1 BITUMEN IMPREGNATED FIBRE
( First Revk’on )
( Page 7, chrse 8.2 ) - Substitute’100 mm x 100 mm’ for ‘100 x 100
cm’.
(CED13)
Reprography Unit, BIS, New Delhi, India
|
1786.pdf
|
IS :1786 - 1985
Superseding IS : 1139-1966
( RentTimed 1990 )
Indian Standard
SPECIFICATION FOR
HIGH STRENGTH DEFORMED STEEL
BARS AND WIRES FOR CONCRETE
REINFORCEMENT
( Third Revision
)
Third Reprint APRIL 1992
UDC 669.14.018.26-422.2:666.982.24
@ Cojpvi~ht 1985
BUREAU OF INDIAN STANDARDS
MANAK BHAVAN. 9 BAHADUR SHAH ZAFAR MARG
NEW DELHI 1loooZ
Gr5 October 1985IS :1786-1985
Superseding IS : 1139-1966
hdiun Standard
SPECIFICATION FOR
HIGH STRENGTH DEFORMED STEEL
BARS AND WIRES FOR CONCRETE
REINFORCEMENT
( Third Revision)
Joint Sectional Committee for Concrete Reinforcement, BSMDC 8
Chairman Representing
SHRI G. S. Rao Central Public Works Department, New Delhi
Mmbsrs
SUPEKLNTENDING ENGINECI: ( CD0 ) ( Allernate to
Shri G. S. Rao )
Bn~o S. V. ABITYANKAIQ Engineer-in-Chief’s Branch, Army Headquarters,
New Delhi
Dn J. L. AJMANI The Tata Iron & Steel Co Ltd, Jamshedpur
SHRI A. N. MITICA ( Altcrnatc )
DR ANIL KUMAR Cement Research Institute of India, New Delhi
SHRI S. BANERJEE Steel Re-rolling Mills Association of India, Calcutta
SHILI S. N. CEANDA Metallurgical & Engineering Consultants India Ltd,
Ranchi
SHRI R. D. CHOUDHARY ( Alternate )
SHRI S. P. CHAKRABORT~ Ministry of Shipping and Transport ( Roads Wing )
CHIEF ENOI~ER ( MHPD ) Irrigation Department, Government of Punjab,
Chandigarh
DIRECTOR ( PP ) ( TDO ) ( Alternate ).
DEPUTY DIRECTOR STANDARDS Research, Designs & Standards Organization,
( B&S ) CB Lucknow
ASSISTANT DIRECTOR, STAEJIJARUB
( B&S ) CB ( Alternate )
Sam c. DASoUPT_4 Bhilai Steel Plant ( Steel Authority of India L!d ),
Bhilai
SHRI S. GOPALAN ( Alternate )
SRRI D. I. DESAI Gammon India Ltd, Bombay
SHRI A. L. BHATIA ( Alfernatc )
SHRI M. R. DOOTOR Special Steels Ltd, Bombay
SHRI V. C. TRICKUR ( Alternafc )
( Continued on page 2 )
@ Copyight 1985
BUREAU OF INDIAN STANDARDS
This publication is protected under the I&an Copyrighr AC: ( XIV of 1957 ) and
reproduction in whole or in part by any means except with written permkion of the
publkhar shall be deemed to be an infringement of copyright under the raid Act.IS t1786 - 1985
( Continued porn page1 )
Members Repsenting
&RI V. K. GHANEKAR Stru;tu;;uzngineering Research Centre ( CSIR ),
SHRI D. S. PRAI~ASH RAO ( Alfrraats )
SHRI P. K. GUPTA National Metallurgical Laboratory ( CSIR ),
Jamshedpur -
SFIRI N. C. JAIN Stup Consultants Ltd, Bombay
SHRI M. C. TANDON ( Alfcrnafc )
SRRI M. P. JASTJJA Research & Development Centre for Iron & Steel
( Steel Authority of India Ltd ), Ranchi
SKRI S. Y. KHAN Killick Nixon Ltd, Bombay
SRRI P. S. VENKAT ( Alternate )
SHRI H. N. KRISHNA MURTHY Tor Steel Research Foundation in India, Calcutta
DR C. S. VISWANATHA ( Ahmate )
SERI S. N. PAL M. N: Dastur & Co Pvt Ltd, Calcutta
SHRI SALIL ROY ( Alternate )
SERI B. K. PANTRAKY Hindustan Construction Co Ltd, Bombay
SHRI P. V. NAIK ( Alternate )
SHRI K. K. RAO Usha Ismal Ltd, Ranchi
SHRI RAXESH KORLI ( Alternate )
REPRESENTATIVE Public Works Department, Government of Uttar
Pradesh, Lucknow
SHRI T. SEN IRC Steels Ltd, Calcutta
SHRI SHIRISR H. SHAH Tensile Steel Ltd, Bombay
SHRI M. S. PATHAR ( Alternate )
SHRI C. N. SRINIVASAN C. R. Narayana Rao, Madras
SHRI C. N. RA~HAVENDRAN ( Alhrnats )
$IKRI K. S. SRINIVASAN National Buildings Organization, New Delhi
SHRI A. K. LAL ( Altematc )
SHRI ZAO~ARIA GEORQE StrupaTrlasEngineering Research Centre ( CSIR ),
SHRI G. V. SURYAKUMAR ( Altematr )
SHXI G. RA’XAN Director General, IS1 ( Ex-oficio Member )
Director ( Civ Engg)
Secretary
SHRI N. C. BANDYOPADHYAY
Deputy Director ( Civ Engg ), IS1
Ad hoc Panel for Review of Standards on Deformed Steel Bars for
Concrete Reinforcement, BSMDC 8 : AP
Convener
SHRI JOSE KURIAN Central Public Works Department, New Delhi
Members
DR P. C. CHOWDHARY Tor Steel Research Foundation in India, Bangalore
DR T. MTJKHERJEE The Tata Iron and Steel Co Ltd, Jamshedpur.
SHRI S. C. MOHANTY ( Altamatr )
SHRI A. G. RAXA RAO Bhil$S~el Plant ( Steel Authority of India Ltd ),
2IS:1786 -1985
Indian Standard
SPECIFICATION FOR
HIGH STRENGTH DEFORMED STEEL
BARS AND WIRES FOR CONCRETE
REINFORCEMENT
( Third Revision )
0. FOREWORD
0.1 This Indian Standard ( Third Revision ) was adopted by the Indian
Standards Institution on 1 May 1985, after the draft finalized by the
Joint Sectional Committee for Concrete Reinforcement had been
approved by the Civil Engineering Division Council.
0.2 Deformed bars for concrete ‘reinforcement are being produced in
the country for many years, the main processes being hot rolling or hot
rolling followed by cold twisting. In the past decade there has been an
increasing demand for higher strength deformed bars ( 415 N/mmz, Min,
yield strength/O.2 percent proof stress being the most common j. This
high yield strength was being first achieved by raising carbon and
manganese and to a great extent by cold twisting. In addition IO this,
there has been considerable demand for larger diameter bars with
similar strength, elongation, weldability and bendability as that of small
size bars. Along with this, the;e is also a need for these steel bars to
be welded and fabricated on the site easily. For this, strength and
ductility have to be achieved at the lowest possible carbon content.
0.2.1 Technological advances during the last few years in the field of
deformed bar production have helped in meeting all the above require-
ments together. Microalloying with Nb, V, Ti and B, in combination
or individually, and thermomechanical treatment process are worth
mentioning in this field. With these two processes higher strength values
could be achieved at low carbon levels even in large diameter bars.
0.3 Two Indian Standard specifications, namely, IS : 1139-1966
‘Specification for hot rolled mild steel, medium tensile steel and high yield
strength steel deformed bars for concrete reinforcement ( revised )’ and
IS : 1786-1979 ‘Specification for cold-worked steel high strength deformed
bars for concrete reinforcement r second revision )’ covered deformed bars
3IS : 1786 - 1985
for concrete reinforcement, To take advantage of the technological
changes, it is thought necessary to merge these two specifications giving
:IEE? option of the manufacturing process to the producers so as to meet
nlZ the requirements of the specification. Hence the revision of IS : 1139-
1966 and IS : 1786-1979 has been prepared combining them into a
single specification with modified designation and title. In this revision
the requirements of chemical composition have been modified, a new
strength grade Fe 550 has been introduced, Fe 250 and Fe 350 strength
grades have been deleted, requirements of modified bar geometry have
been made applicable to hot-rolled bars in addition to cold-worked bars;
further 4, 5 and 7 mm nominal sizes have been introduced; and a few
other changes found necessary as a result of experience gained have been
incorporated.
8.4 For the purpo.qe of deciding whether a particular requirement of
this standard is complied with, the final value, observed or calculated,
expressing the result of a test or analysis, shall be rounded off in accor-
dance with IS : 2-1960*. The number of significant places retained in
the rounded off value shoilld be the same as that of the specified value
in this standard.
1. SCOPE
I.1 This standard covers the requirements of deformed steel bars and
wires for use as reinforcement in concrete, in the following three strength
grades:
a) Fe 415,
b) Fe 500, and
c) Fe 550.
No~r~ - The figures following the svmbol Fe indicates the specified minimum 0’2
*,Jercent proof stress or yield stress in N/mm*.
2, TERMINOLOGY
2.0 For the purpose of this standard, the following definitions shall apply.
-4.1 Biatch - Any quantity of hars,‘wires of same size and grade whether
.I ~oilx or bundles presented for examination and test at one time.
f’1.2 Bundle - Two or more coils or a number of lengths properly
ijound together.
-- ..---
*Rules for rounding off numerical values ( revised) .
4IS t 1786 - 19S5
2.3 Elongation - The increase in length of a tensile test piece under
stress. The elongation at fracture is conventionally expressed as a
percentage of the original gauge length of a standard test piece.
2.4 Longitudinal Rib - A rib of uniform cross-section, parallel to the
axis of the bar/wire ( before cold-working, if any ).
2.5 Nominal Diameter or Size - The diameter of a plain round
bar/wire having the same mass per metre length as the deformed bar/
wire.
2.6 Nominal Perimeter of a Deformed Bar/Wire - 3.14 times
the nominal diameter.
2.7 Nominal Mass - The mass of the bar/wire of nominal diameter
and of density 8887 85 kg/mm2 per metre run.
2.8 0.2 Percent Proof Stress - The stress at which a non-proportional
elongation equal to 0.2 percent of the orginal gauge length takes place.
2.9 Tensile Strength - The maximum load reached in a tensile test
divided by the effective cross-rectional area of the gauge length portion
of the test piece. Also termed as ultimate tensile stress.
2.10 Transverse Rib - Any rib on the surface of a bar,wire other
than a longitudinal rib.
2.11 Yield Stress - Stress ( that is, load per unit cross-sectional area )
at which elongation first occurs in the test piece without increasing the
load during tensile test. In the case of steels with no such definite yield
point, proof stress shall be applicable.
3. MANUFACTURE AND CHEMICAL COMPOSITION
3.1 Steel shall be manufactured by the open-hearth, electric, duplex,
basic-oxygen, or a combination of these processes. In case any other
process is employed by the manufacturer, prior approval of the pur-
chaser should be obtained.
3.1.1 Steel shall be supplied semi-killed or killed.
3.1.2 The bars/wires shall be manufactured from properly identified
heats of mould cast, continuously cast steel or rolled semis.
3.1.3 The steel bars/wires for concrete reinforcement shall be manu-
factured by the process of hot-rolling. It may be followed by a suitable
method of cooling and/or cold working.
5IS:1788 - 1985
5.2 Chemical Composition - The ladle analysis of steel when made
as per relevant parts of JS : 2284 shall be as follows:
Constituent Percent, Maximum
Fe:15 Fe 500 Fe 550’
Carbon 0’30 o-30 0.30
Sulphur 0.060 0.055 0.055
Phosphorus 0.060 0.055 0.050
Sulphur and phosphorus O-1 1 0.105 0.10
NOTE 1 - For guaranteed weldability, the percentage of carbon shall be restricted
to @25 percent, maximum.
NOTE 2 - Addition of microalloying elements is not mandatory for any of the
above grades. When strengthening elements like Nb, V, B and Ti are used
individually or in combination, the total contents shall not exceed 010 percent; in
such case manufacturer shall supply the purchaser or his authorized representative a
certificate stating that the total contents of the strengthening elements in the steel do
not exceed the specified limit.
3.2.1 In case of product analvsis. the permissible variation from the
limits specified uncier 3.2 shall bd as’follows:
Conslitucnt Variation, Over S’eczjicd Maximum
Limit, Percent, Max
Carbon 0.02
Sulphur o-005
Phosphorus o-005
Sulphur and phosphorus 0.010
3.2.2 For welding of cold-worked deformed bars, the recommendations
of IS : 9417-1979t shall be followed.
3.2.3 In case of deviations from the specified maximum, two additional
test samples shall be taken from the same batch and subjected to the
test or tests in which the original sample failed. Should both additional
test samples pass the test, the batch from which they were taken shall be
deemed to comply with this standard. Should either of them fail, the
batch shall be deemed not to comply with this standard.
*Methods for chemical analysis of steels ( second rc&ion ) ( issued in parts ).
+Recommendations for welding cold-worked steel bars for reinforced concrete
construction.
6is I 1786- 19lc5
3.3 Rolling and Cold-Working of Bars/Wires
3.3.1 All bars/wires shall be well and cleanly rolled and shall be
sound and free from surface defec:s and pipe, or other defects detrimen-
tal to its subsequent processing and to its end use. Rust, seams, surface
irregularities or mill scale shall not be the cause for rejection provided
a hard wire brushed test specimen fulfils all the requirements of this
specification.
3.3.2 Stretching may or may not be combined with cold-working.
‘The unworked length at each end of the bar/wire shall not exceed
100 mm or 4 times the nominal diameter, whichever is greater.
4. REQUIREMENTS FOR BOND
4.1 High strength deformed bars/wires shall satisfy the requirements
given in either 4.2 or 4.7.
4.2 Deformations and Surface Characteristics - For high
strength deformed bars/wires, the mean area of ribs ( in mm2 ) per unit
length ( in mm ) above the core of the bar/wire, projected on a plane
normal to the axis of the bar/wire calculated in accordance with 4.4
shall not be less than the following values:
0.12 + for 4 < 10 mm
0’15 4 for 10 mm < + < 16 mm
0.17 #-for 4 > 16 mm
where 4 is the nominal diameter of bar/wire in mm.
The mean projected area of transverse ribs alone shall be not less
than one-third of the values given above.
4.3 The ribs contributing to the projected area considered in 4.2 shall
consist of:
a) Longitudinal ribs in the form of continuous or discontinuous
helix; and
b) Transverse ribs which after hot-rolling or cold-working are
uniform in size and shape along the length of the bar/wire, and
are spaced along the bar/wire at substantially uniform distances.
7IS : 1786 - 1985
4.4 The mean projected rib area per unit length Ar ( in mm2 per mm )
may be calculated from the following formula:
A, = -n -_tr . Atr __s in 6 + mr kr 7%4
str
JP
where
f& number of rows of transverse ribs;
At, .area of longitudinal section of a transverse rib on its
own axis ( see Fig. 1 ) in mm2;
0 - inclination of the transverse rib to the bar axis ( after
twisting for cold-worked twisted bars ) in degrees.
Averaye value of two ribs from each row of transverse
ribs shall be taken;
str - spacing of transverse ribs in mm;
nlr : number of longitudinal ribs;
drr -1 height of longitudinal ribs in mm;
4 = nominal diameter of the bar/wire in mm; and
SP --= pitch of the twist in mm.
NOTE I- In the case of hot rolled barl/wires which are not subjected to cold
twisting, the value of sp in the second term of the expression for A, shall be taken as
infinity rendering the value of the second term to zero.
NOTE 2 2 At, may be calculated as 213 Itr dt, where kr and dt, are shown in Fig. 1.
NOTE 3 - In the case of cold-worked bars/wires with some discontinuous
longitudinal ribs, the number of longitudinal ribs: ntr shall be calculated as an
equivalent number using the following formula and accounted for in the expression
for A,:
nor’ I’ dtr’
ntr = - + Number of continuous longitudinal ribs
JIM’d tr
where
ntr’ = number o[discontinuous longitudinal ribs,
1’ = average length of’discontinuous longitudinal ribs,
dir’ - height of discontinuous longitudinal ribs,
sir’ = average spacing of discontinuous longitudinal ribs, and
dir = height uf continuous longitudinal ribs.
NOTE 4 - The average length of discontinuous longitudinal ribs shall be determined
by dividing a measured length of the bar equal to at least 10 4 by the number of
discontinuous longitudinal ribs in the measured length, 4 being the nominal diameter
of the bar. The measured length of the bar shall be the distance from the centre of
one rib to the centre of another rib.
8TRANSVERSE RIB 1
sE$p;“T x x I ENLARGED LONGITUDINAL~
SECTION OF TRANSVERSE
LONGITUDINAL RIBS RIB ON ITS OWN AXIS
Nom - Atr, dtr and ftr represent longitudinal sectional area, height and length respectively of transevme rib
FIG. 1 DETERMINATIONO P LONGITUDINAL SECTIONAL AREA Atr OF A TRANSVERSER IBIS : 1786 - 1985
4.5 The heights of longitudinal and transverse ribs shall be obtained in
the following manner:
4 The average height of longitudinal ribs shall be obtained from
measurements made at not less than 4 points, equally spaced,
over a length of IO +.or pitch of rib, whichever is greater.
b) The height of transverse ribs shall be measured at the centre of
IO successive transverse ribs.
4.6 The average spacing of transverse ribs shall be determined by
dividing a measured length of the bar/wire equal to at least IO 4 by the
number of spaces between ribs in the measured length, 4 being the
nominal diameter of the bar/wire. The measured length of the bar/wire
shall be the distance from the centre of one rib to the centre of another
rib.
4.7 IVhen subjected to pull-out test in, accordance with Appendix A,
the bond strength calculated from the load at a measured slip of
O-025 mm and 0.25 mm for deformed bars/wires shall exceed that of a
plain round bar of the same nominal size by 40 percent and 80 percent
respectively.
5. NOMINAL SIZES
5.1 The nominal sizes of bars/wires shall be as follows:
‘Noknal size, 4, 5, 6, 7, 8, 10, 12, 16, 18, 20, 22, 25, 28, 32, 36, 40,
45 and 50 mm’.
NOTE -- Other sizes may also be supplied by mutuzl agreement.
5.2 The exact values for the cross-sectional area and nominal masses of
individual bars/wires, shall be as given in Table 1.
5.3 Effective Cross-Sectional Area of Deformed Bars and Wireu
5.3.1 For bars/wires whose pattern of deformation is such that by
visual inspection, the cross-sectional area is substantially uniform along
the length of the bar/wire, the effective cross-sectional area shall be the
gross sectional area determined as follows, using a bar/wire not less tharr
0.5 m in length:
Gross cross-sectional area in mm2 5: 0+oy85 L
where
w = mass in kg weighed to a precision of &@0’5p ercent, and
L = length in m measured to a precision of *IO*5 percent.
10* .,. . ..___--_. _..
IS : 1786 - 1985
TABLE 1 CROSS-SECTIONAL AREA AND MASS
( Clause 5.2 )
NOXINAL CROSS-SIXTIONAL MASS PER METRE
SIZE AEEA RUN
(1) (2) (3)
mm mm’ kg
4 12.6 0.099
5 19.6 O-154
6 28.3 0.222
7 38.5 O-302
8 50.3 0.395
10 78% 0.617
12 113-l Oa8
16 201.2 l-58
18 2546 2.00
20 3143 2.47
22 3803 2.98
25 491’1 3.85
28 616.0 483
32 304-6 6.31
36 1 018.3 7.99
40 1 257.2 985
45 1 591.1 12-50
50 1964-3 15.42
5.3.2F or a bar/wire whose cross-s&tional area varies along its length,
a sample not less tha’n 0.5 m long shall be weighed ( w ) and measured
to a precision of kO.5 percent in the as rolled and/or cold-worked
condition, and after the transverse ribs have been removed, it shall be
re-weighed ( w’ ). The effective cross-sectional area shall then be found
as follow:
a) Where the difference between the two masses ( w - w’ ) is less
than.3 percent of w’, the effective cross-sectional aria shall be
obtained as in 5.3.1.
b) Where the difference is equal to or greater than 3 percent, the
effective cross-sectional area ;h mm2 shall be taken as:
I_. 0_3- 7- u’
0’007 a5 L
where
w’ = mass in kg of the bar with transverse ribs removed, and
L 27 length in m.c
-11_
IS : 1786 - 1985
For routine test purposes, a nominal ratio of effective to gross cross-
sectional area of bars/wires covered by ( b ) shall be declared and used
by the manufacturer.
6. TOLERANCES ON DIMENSIONS AND NOMINAL MASS
6.1 Specified Lengths - If bars/wires are specified to be cut to
certain lengths, each bar/wire shall be cut within deviations of 2 I: mm
on the specified length, but if minimum lengths are specified, the
deviations shall be +50 mm and -0 mm.
6.2 Nominal Mass
6.2.1 For the purpose of checking the nominal mass, the density of
steel shall be taken as 0.007 85 kg/ mm2 of the cross-sectional area per
metre run.
6.2.2 Unless otherwise agreed to between the manufacturer and the
purchaser, the tolerances on nominal mass shall be as in Table 2. For
bars/wires whose effective cross-sectional areas is determined as in
5.3.2 ( b ), the nominal mass per rnetre run shall correspond to the gross
mass and the deviations in Table 2 shall apply IO the nominal mass.
TABLE 2 TOLERANCES ON NOMINAL MASS
NOMINAL SIZE TOLISRANCI: OS THE NOMINAL M.\ss, I'XRCENT
mm ~~~~~~~~~*~~~~~~~~~
Batch Individual Individual
Sample+ Sample for
Coils only?
(1) (2) (8) (4)
Up to and including 10 *,7 -8 &8
Over 10 up to and including 16 *5 -6 &6
Over 16 *3 -4 It4
*For individual sample plus tolerance is not specified.
tFor coils batch tolerance is not applicable.
6.2.3 The nominal mass per metre of individual sample, batch and
coil shall be determined as given in 6.2.3.1 to 6.2.3.3.
6.2.3.1 Individual snmpb - The nominal mass of an individual sample
shall be calculated by determining the mass of any individual sample
taken at random as specified in 10.1 and dividing the same by the
actual length of the sample. The sample shall be of length not less than
0.5 metre.
12IS : 1786 - 1385
6.2.3.2 Batch- The nominal mass of a batch shall be calculated
from the mass of the test specimens taken as specified in 10.1an d
dividing the same by the actual total length of the specimens. Each
specimen shall be of length not less than 0’5 metre.
6.2.3.3 Ceils - The nominal mass of a coil shall be calculated by
determining the mass of two samples of minimum one metre length
taken from each end of the coil and dividing the same by the actual
total length of the samples.
7. PHYSICAL PROPERTIES
7.1 Proof stress, percentage elongation and tensile strength for all sizes
of deformed bars/wires determined on effective cross-sectional area
( see 5.3 ) and in accordance with 8.2 shall be as specified in Table 3.
TABLE 3 MECHANICAL PROPERTIES OF HIGH STRENGTH
DEFORMED BARS AND WIRES
PROPERTY GRADE
It:. c-_-__-_-_I -----7
Fe 415 Fe 500 Fe 550
(1) (2) (3) (4) (5)
i) @2 percent proof stress/ 415.0 500.0 550-o
yield stress, Min, N/mm1
ii) Elongation, percent, Min, 14.5 12’0 a-0
on gauge length 5.65 I/AT
where A is the cross-
sectional arda of the test
piece
iii) Tensile strength, Min 10 percent more 8 percent more 6 Trae;;ernom
than tbe than the
actual W2 per- actual @2 actual @2
cent proof percent proof percent proof
stress but not stress but not stress but not
less than 485-O less than less than
N/mms 545-O N/mm* 585-O N/mm’
7.2 The bars/wires shall withstand the bend test specified in 8.3 and the
rebend test specified in 8.4.
7.3 Bond - Bars/wires satisfying the requirements given in 4 shall be
deemed to have satisfied the bond requirements of a deformed*bar/wire.
8. TESTS
8.1 Selection and Preparation of Test Sample - Unless otherwise
specified in this standard, the requirements of IS : 226-1975* shall apply.
*Specification for structural steel ( standard quality ) (fifth revision ).
131st 1786 -1965
8.1.1 All test pieces shall be selected by the purchaser or his autho-
rized representative, either:
a) from the cuttings of bars/wires; or
b) if, he so desires, from any bar/wire after it has been cut to the
required or specified size and the test piece taken from any part
of it.
In neither case, the test piece shall be detached from the barlwire
except in the presence of the purchaser or his authorized representative.
8.1.2 The test pieces obtained in accordance with 8.1.1 shall be full
sections of the bars/wires and shall be subjected to physical tests without
any further modifications. No reduction in size by machining or other-
wise shall be permissible, except in case of bars of size .28 mm and above
( see 8.1.2.1 ). No test piece shall be annealed or otherwise subjected to
heat treatment except as provided in 8.1.3. Any straightening which
a test piece may require shall be done cold.
8.1.2.1 For the purpose of carrying out tests for tensile strength,
proof stress and percentage elongation for bars 28 mm in diameter and
above, deformations of the bars only may be machined. For such bars,
the physical properties shall be calculated using the actual area obtained
after machining.
8.1.3 Notwithstanding the provisions in 8.1.2, test pieces may be
subjected to artificial ageing at a temperature not exceeding 100°C and
for a period not exceeding 2 hours.
8.1.4 Before the test pieces are selected, the manufacturer or supplier
shall furnish the purchaser or his authorized representative with copies
of the mill records giving the mass of bars/wires in each bundle/cast
with sizes as well as the identification marks, whereby the bars/wires
from that cast can be identified.
8.2 Tensile Test - The tensile strength, 0.2 percent proof stress and
percentage elongation of bars/wires shall be determined in accor-
dance with requirements of IS : 1608-1972* read in conjunction with
IS : 226-1975t.
8.2.1 Alternatively and by agreement between the purchaser and the
supplier, for routine testing, the proof stress may be determined in con-
junction with the tensile strength test and may be taken as the stress
measured on the specimen whilst under load corresponding to an in-
crease measured by an extensometer of 0.4 percent for Fe 415 bars/wires,
O-45 percent for grade Fe 500 bars/wires and 047 percent for grade
Fe 550 bars/wires the total strain on any convenient gauge length.
lM ethod for tensile testing of rteelproducta ( JFnt rrDisim ).
tSpecification for structural steel ( standard quality ) (pfrn rmi~bn ).
14- .____- ____
8.2.2 The stresses shall be calculated using the effective cross-sectional
area of the bar/wire.
8.3 Rend Test - The bend test shall be performed in accordance with
the requirements of IS: 1599-1974* and the mandrel diameter shall be as
specified in Table 4. The specimen shall be considered to have passed
the test if there is no transverse crack in the bent portion.
TABLE 4 MANDREL DIAMETER FOR BEND TEST
NOYIXAL SIZE MAXVDIEL DIAMXTEB POR’DIFFERENT GEADES
mm ------ L-~--y
Fe 415 Fe 500 Fe 550
(1) (2) (3) (4)
Up to and including 22 34 44 55
Over 22 44 54 64
where 4 is the nominal size in mm of the test piece.
8.4 Rebend Test - The test piece shall be bent to an included angle
of 135” ( see Fig. 2 ) using a mandrel of appropriate diameter (see 8.41).
The bent piece shall be aged by keeping in boiling water ( 100°C ) for
30 minutes and then allowed to cool. The’ piece shall then be bent back
to have an included angle of 157p. The specimen shall be considered
to have passed the test if there is no fracture in the bent portion.
8.4.1 The diameter of the mandrel shall be as given below:
Nominal Size of Specimen Die of Mandrel for Dia of Mandrel
Fe 415 and Fe 500 for Fe 550
Up to and including 10 mm 56 79
Over 10 mm 74 S+
where # is the nominal size in mm of the test piece.
8.5 Retest - Should any one of the test pieces first selected fail to pass
any of the tests specified in this standard, two further samples shall be
selected for testing in respect of: each failure. Should the test pieces
from both these-additional samples pass, the material represented by the
test samples shall be deemed to comply with the requirements of that
particular test. Should the test piece from either of these additional
samples fail, the material presented by the samples shall be considered
as not having complied with this standard.
*Method for bend test for steel products other than sheet, strip, wire and tube
( jirst revision ) .
15._.. __.
_, __,_ ,“, ^_._4_.,-. . ..-..--.--- --. _____,,.. - ___,” _
.
IS : 1786 - 1985
9. ROUTINE INSPECTION AND TESTING
9.1 All material shall be subject to routine inspection and testing by
the manufacturer or supplier in accordance with this standard, and a
record of the test results of material conforming to this standard shall be
kept by the manufacturer or the supplier. The records shall be available
for inspection by the purchaser or his representative.
In the case of material delivered to a supplier, the manufacturer
shall supply a certificate containing the results of all the required tests
on samples taken from the delivered material.
19. SELECTION OF TEST SPECIMENS
10.1 For checking nominal mass, tensile strength, bend test and rebend
test, test specimen of sufficient length shall be cut from each size of the
finished bar/wire at random at a frequency not less than that specified in
Table 5.
TABLE 5 FREQUENCY FOR NOMINAL MASS, TENSILE, BEND AND
REBEND TESTS
NOMINALSIZE QUANTITY
~---_--_----_----__-h__- -------7
For casts/heats below For casts/heatso ver
100 tonnes 100 tonnes
(1) (2) (3)
Under 10 mm 1 sample from ench ‘25 tonnes 1 sample from each 40 tonnes
or part thereof or part thereof
10 mm to 16 mm 1 sample from each 35tonnes 1 sample from each 45 tonnes
inclusive or part thereof or part thereof
Over IG mm 1 sample from each 45 tonnes 1 sample from each 50 tonnes
or part thereof or part thereof
10.2 Bond Test - The frequency of bond test as required in 4.7 shall
be as agreed to between the manufacturer and the purchaser/testing
authority.
11. DELIVERY, INSPECTION AND TESTING FACILITIES
11.1 Unless otherwise specified, general requirements relating to the
supply of material, inspection and testing shall conform to IS : 1387-
1968*.
--
*General requirements for the supply of metallrq,‘cal materials ( jr~t rcrision ).
17IS : 1786 - 1985
11.2 No material shall be despatched from the manufacturer’s or
supplier’s premises prior to its being certified by the purchaser or his
authorized representative as having fulfilled the tests and requirements
laid down in this standard except where the bundle containing the
bars/wires is marked with the IS1 Certification Mark.
11.3 The purchaser or his authorized representative shall be at liberty
to inspect and verify the steel maker’s certificate of cast analysis at the
premJes of the manufacturer or the supplier. When the purchaser
requires an actual analysis of finished material, this shall be made at a
place agreed to between the purchaser and the manufacturer or the
supplier.
11.4 Manufacturer’s Certificate - In the case of bars/wires which
have not been inspected-at the manufacturer’s works, the manufac-
turer or supplier, as the case may be, shall supply the purchaser or his
authorized representative with the certificate stating the process of manu-
facture and also the test sheet signed by the manufacturer giving the
result of each mechanical test applicable to the material purchased, and
the chemical composition, if required. Each test sheet shall indicate
the number of the cast to which it applies, corresponding to the number
or identification mark to be found on the material.
12. IDENTIFICATION AND MARKING
12.1 The manufacturer or supplier shall have ingots, billets and bars
or bundles of bars/wires marked in such a way that all finished bars/wires
can be traced to the cast from which they were made. Every facility
shall be given to the purchaser or his authorized representative for tracing
the bars/wires to the cast from which they were made.
12.2 For each bundle/coil of bars/wires a tag shall be attached indicating
cast No./lot No., grade and size.
12.3 Distinguishing mark shall be given to identify the different grades
of bar/wire.
12.3.1 Identification marks like brand name, trade-mark, etc, that are
introduced during rolling shall be designed and located in such a
manner that the performance in use of the bar is not affected.
12.3.2’ Each bundle containing the bars/wires may also be suitably
marked with the IS1 Certification Mark in which case the concerned
test certificate shall also bear the IS1 Certification Mark.
NOTE - The use of the IS1 Certification Mark is governed by the provisions of the
Indian Standards Institution ( Certification Marks ) Act and the Rules and Regu-
lations made thereunder. The IS1 Mark on products covered by an Indian Standard
conveys the assurance that they have been produced to comply with the require-
ments of that standard under a well-defined system of inspection, testing and quality
control which is devised and supervised by IS1 and operated by the producer. IS1
marked products are also continuously checked by IS1 for conformity to that
standard as a further safeguard. Details of conditions under which a licence for the
use of the IS1 Certification Mark may be granted to manufacturers or processors,
may be obtained from the Indian Standards Institution.
18IS:1786- 1985
APPENDIX A
c czazfse 4.7 )
PULL-OUT TEST
A-l. PROCEDURE
A-l.1 The pull-out test shall be conducted in accordance with IS : 2770
( Part 1 )-1967*, unless otherwise modified as in A-1.1.1.
A-1.1.1 Bonded length of the bar embedded in the concrete shall be
5 times the diameter of the bar; the rest of the embedded length shall
be made unbonded by providing plastic sleeve for that portion.
.’
r,
*Method oi testing bond in reinforced concrete: Part 1 Pull-out teat.
19BUREAU OF INDIAN STANDARDS
Heedquarters :
Manak Bhavan, 9 Bahadur Shah Zafar Marg. NEW DELHI 110002
Telephones : 331 01 31 Telegrams : Manaksanstha
331 13 75 (Common to all Offices)
Regional Offices : Telephone
Central : Manak Bhavan, 9, Bahadur Shah Zafar Marg 331 01 31
NEW DELHI 110002 i
l Eastern : l/14 C.I.T. Scheme VII M. 333: :e3 :25
V.I.P. Road, Maniktola, CALCUTTA 700054
Northern : SC0 445-446. Sector 35-C. CHANDIGARH 160036 21843
Southern : C.I.T. Campus, IV Cross Road, MADRAS 600113 41 29 16
t Western : Manakalava. E9 MIDC. Marol. Andheri (East). 6 32 92 95
BOMBAY ‘400093
Branch Offices :
Pushpak’, Nurmohamed Shaikh Marg, Khanpur, AHMADABAD 380001 2 63 48
t Peenya Industrial Area, 1 st Stage, Bangalore-Tumkur Road, 39 49 55
BANGALORE 560058
Gangotri Complex, 5th Floor, Bhadbhada Road, T.T. Nagar. 55 40 21
BHOPAL 462003
Plot No. 82/83, Lewis Road, BHUBANESHWAR 751002 5 36 27
Kalai Kathir Building, 6/48-A Avanasi Road, COIMBATORE 641037 2 67 05
Quality Marking Centre. N.H, IV, Ns1.T.. FARIDABAD 121001 -
Savitri Complex, 116 G. T. Road, GHAZIABAD 201001 B-71 19 96
5315 Ward No. 29, R.G. Barua Road, 5th By-lane, 3 31 77
GUWAHATI 781003
5-B-56C L. N, Gupta-Marg, ( Nampally Station Road ) 231083
HYDERABAD 500001
R14 Yudhister Marg, C Scheme. JAIPUR 302005 6 34 71
117/418 8 Sarvodaya Nagar, KANPUR 208005 21 68 76
Plot No. A-9, House No. 561/63. Sindhu Nagar. Kanpur Roao. 5 55 07
LUCKNOW 226005
Patliputra Industrial Estate, PATNA 800013 6 23 05
District Industries Centre Complex, Bagh-e-Ali Maidan.
SRINAGAR 190011
T. C. No. 14/1421, University P. 0.. Palayam. 6 21 04
THIRUVANANTHAPURAM 695034
fnspection Offices (With Sale Point) :
Pushpanjali. First Floor, 205-A West High Court Road. 52 61 71 ;
Shankar Nagar Square, NAGPUR 440010
Institution of Engineers (India) BLilding, 1332 Shivaji Nagar,
PUNE 411005
‘Sales Office Calcutta is at 5 Chowringhee Approach,
P. 0. Princep Street, CALCUTTA
t Sales Office is at Novelty Chambers, Grant Road, BOMBAY
$ Sales Office is at Unity Building, Narasimharaja Square,
BANGALORE
Reprography Unit, BIS. New Delhi, IndiaAMENDMENT NO. 1 FEBRUARY 1993
TO
IS 1786 : 1985 SPECIFICATION FOR HIGH STRENGTH
DEFORMED STEELBARS AND WIRES FOR
CONCRETE REINFORCEMENT
(Third Revision)
( Page 12, Table 2 ) - Insert the following to the foot-note marked with ‘*’
mark:
‘A single sample taken from a batch as defined in 2.1 shall not be considered as individual sample.’
(Page 15, clause 8.3 )- Insert the following after first sentence:
‘The test piece, when cold, shall be doubled over the mandrel by continuous
pressure until the sides are parallel.’
( CED 54 ),
Reprography Unit, BE, New Delhi, India
tAMENDMENT NO. 2 MAY 2002
TO
IS 1786:1985 SPECIFICATION FOR HIGH STRENGTH
DEFORMED STEEL BARS AND WIRES FOR CONCRETE
REINFORCEMENT
(ThidReviswn )
( Page 6, clause 3.2, Note 1) — Substitute the following for the existing
Note: ,.
‘NOTE1- Forguaranteedwehlability,theCarbonEquivalentusingthe frmnufz
Cr+Mo+V Nl+cu
CE= C+; + +—
5 15
shallbenotmorethan0.53pereerr~whenmicroalloywlowalloysareused. Wherrmicro
alloysarenotused,CarbonEquivalentusingtheformuta,
Mn
cE=c+—
i!
shall be not more than 01~2pcknt. “Reinforcum%t‘IMrs/wikds%ith
,> --’,.<
higher Carbon Equivalent -~~~ .,
with precaution. Use of Iow hydrogen basic coat& electd& &ith
matching strengthbadwires arerecommended.’
(Page 6,clause 3.2,Note 2)— Insert thefollowing newNote after Note 2:
“NOTE3–Low-alloysteelmayalsobeproducedbyaddingalloyingelementstikeCr,
CU.NiandP,eitherindividuallyorincombination,toimprovealliedproductproperties.
However,thetotalcontentoftheseefcmentsshallnotte lessdran0.50percent. Insuch
ease, manufacturersshall supply the purchaser or his authorizedrepresentative a test
certificatestatingtheindividualcontentsofallthealloyingelements. fnsuchlowafloy
steelwhenphosphorusisused,itshallnotexceed0.12percentandwhenusedbeyondthe
timitprescribedin3.2,thecarbonshallberestrictedtoamaximumof0.15pexecn~and
insuchcasetherestrictiontomaximumcontentofsulphurandphospfwus asgivenin3.2
shallnotapply.
User maynotethatthereisadangerofpitting andcreviceemotion whenweathering
steels (that is, those with chemical composition mnforming to IS 11587 : 1986
‘Specification for structural weather resistant steel’ are embedded in chloride
contaminatedconcrete.”
1Amend No. 2to IS 1786:1985
(Page 7clause 4.1) — Substitute the following fortheexisting clause:
‘4.1 High strength deformed bars/wires shall satisfy the requirements given in
either 4.2or 4.7 for routine testing. Pull out test in accordance with4.7 shall be
done inaddition to4.2forapproval of newor amended geometry forfirst time.’
(Page 7,clause 4.3) —Substitute thefollowing fortheexisting clause:
‘4.3 The ribs contributing theprojected area considered in4.2 shallconsistOf
a) Two longitudinal ribs in the form of continuous helix incase of twisted
bars/wires, andoptional longitudinal ribs incase of untwisted bardwires
which maybecontinuous ordiscontinuous; and
b) Transverse ribs which after hot-rolling or cold-working are uniform in
size and shape in each row along the length of the bar/wire, and are
spaced alongthebar/wire atsubstantially fiiform dM.aneea.’
.,,
(Page 8, clause 4.4) — Substitute thefollowing fortheexisting formula
Ah sin13 rlh dlr7r@
‘Ar = ‘f —+—
i=l srJ’ Sp
andadd ‘i= variable’ after ‘Sp=pitch ofthetwist inmm.’
(Page 14,clause 8.2.1) —Insert thefollowing attheend:
‘when this alternative is availed, the total. strain sh~~,,~, -.w@ only by
extensometer and not by any other means. Incase of .dispu~ the proof stress
determined in accordance with IS 1608:1995 MeehaidMWitlng?$iktals —
Tensile testing (secorqfrevision)’ shallbethwieeidiq$witia. ~ ~~s
,, .-. ‘,; .r’i’, f
,,, Wm, 51>Ji+, . L.* ,
‘J;{yp jj; !!; :;~.,$~:~,”:
;:,.,:. . “1,
( CED 54 ) ,i ,i,,,, .,
,,, ,..’2 .:,:..,..;”;
;/.,,,, ,,, .,-,,,.;
;!?,~b., ..
,.. ...;i‘,:. r!! : :“V,f’.: .,.
~.. ~,’}: ?} %Wi,
> .C‘ .,l};,:~i.:,;
RcprogmphyUni~wew Delhi,India
2
|
9262.pdf
|
UDC 62Q’113’014’5 ( First Reprint MARC~H 1966 1
Indian Standard
RECOMMENDATIONS FOR GEAR POSITtONS
FOR ROAD VEHICLES
I. Scope- Covers recommended gear positions for automotive vehicles including trucks and
ractors.
!. Gear Positions - Various gear positions for three-gear operation, four-gear operation, five-gear
operation and six-gear operation are shown in Fig. 1.
c ‘.
HI? 2 ;R:
‘1’
I
I
I
NEUTRAL ‘NEUTRAL
1 3
3 FORWARD GE?JRS 4 FORWARD GEARS
NEUTRAL NEUTRAL
5 FORWARD GEARS 6 FORWARD GEARS
Note --Reverse gears shown by broken lines indicate option.
FIG. 1 GEAR POSITIONS
2.1 The circles indicate the positions of the individual gears starting from the gear lever end. The
reverse gear Is to the left of the front gears or in the same plane as the first gear and can be in the
direction of the vehfcle movement or in the direction opposite to it. These gear positions are afsa
appltcable to gear lever Rxed to the steering column, an example of which is shown in Fig. 2.
FIG. 2 ILLUSTRATION FOR GEAR LEVERS FIXED TO STEERING COLUMN
Adopted 19 September 1979 Q December 1979, ISI Gr 1
I I
INDIAN STANDARDS INSTITUTION
MANAK BHAVAN, 9 BAHADUR SHAH ZAFAR MARG
NEW DELHI 110002.c
r
: . “-
_ l_S: 9262 - 1979
EXPLANATORY NOTE
r:, +,.
This Standard is one of the series of standards on the basic layaout and construction of an
automotive vehicle. While preparing this standard, due consideration has been given to the
practices prevalent in the trade.
In the preparation of this standard, assistance has been derived from DIN 73011 ’ Ganganord-
nungen bei Wechselgetrieben fur Kraftwagen ’ ( Gear pooitions for automotive vehicles ), issued
by DIN Deutsches Institute fiir Normung.
2
Reproduced by RePrography Unit. ISI. New Delhi
|
13710.pdf
|
IS 13710:1993
DENTAL MATERIALS - DENTAL ZINC
POLYCARBOXYLATE CEMENTS -
SPECIFICATION
UDC 616’314 : 615’463
Q BIS 1993
BUREAU OF INDIAN STANDARDS
MANAK BHAVAN, 9 BAHADUR SHAH ZAFAR MARG
NEW DELHI 110002
May 1993 Price Group 4Dentistry Sectional Committee, MHD 8
FOREWORD
This Tndian Standard was adopted by the Bureau of Indian Standards, after the draft finalized by
the Dentistry Sectional Committee had been approved by the Medical Equipment and Hospital
Planning Division Council.
In this standard, wherever possible, appropriate test methods have been specified as per the relevant
Indian Standards concerning dental cements. However, in view of a number of unique properties
exhibited by the carboxylate cements, it has been considered necessary to introduce certain new
test methods.
This standard is based on ISO 4104 : 1984 ‘Dental zinc polycarboxylate cements issued by the
International Organization for Standardization ( ISO ).
This standard is one of a series of Indian Standards on dental cements. Other standards in the
series are:
IS 6035 : 1986 Zinc phosphate dental cement (jrst revision )
IS 6039 : 1970 Zinc oxide-eugenol dental cement
IS 6043 : 1970 Copper phosphate-zinc phosphate dental cement
IS 6884: 1983 Dental silicate cement.
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 13710:1993
Indian Standard
DENTAL MATERIALS-DENTAL ZINC
POLYCARBOXYLATE CEMENTS-
SPECIFICATION
1 SCOPE 4 TYPES
1.1 This standard specifies requirements for dental 4.1 The cements covered by this specification
zinc polycarboxylate cements, the principal con- shall be of two types, namely:
stituents of which are zinc oxide and aqueous
Type I - Luting material
solutions of polyacrylic acid or similar polycar-
boxylic compounds, or zinc oxide-polycarboxylic Type 2 - Filling material
acid powders to be mixed with water.
5 REQUIREMENTS
1.1.1 The cements covered by this standard are
used for joining or sealing appliances to oral 5.1 Material
structures or to other appliances, or to serve as a
The cement components shall consist of a powder
base or foundation for other filling materials or
and a liquid which, when mixed according to the
to serve as a temporary filling material.
manufacturer’s instructions, will set to a condition
suitable for its intended use.
2 REFERENCES
5.2 Components
2.1 The Indian Standards listed below are
necessary adjuncts to this standard: 5.2.1 Liquid
IS No. Title The liquid shall be clear and there shall be no
deposit or sediment inside the container. It shall
1070 : 1992 Reagent grade water ( third be sufficiently free flowing for clinical use.
revision )
5.2.2 Powder
2088 : 1973 Methods for determination of
arsenic ( second revision ) The powder shall be free from extraneous material
such as dirt or lint. The pigment, if any, shall be
7223 : 1986 Potassium chloride, analytical
uniformly dispersed throughout the powder.
reagent (jirst revision )
7348 Glossary of terms relating to 5.3 Unset Cement
(Part 3): 1975 dentistry Part 3 Dental materials
The cement, when mixed according to the manu-
12572 Guide for evaluation of medical facturer’s instructions, shall be of a uniformly
‘1;;;” 10 ) : devices for biological hazards: smooth consistency, completely mixed and shall
not evolve gases.
Part 10 Biological testing and
evaluation of dental materials.
5.4 Set Cement
3 TERMINOLOGY The requirements for manipulation time, setting
time, compressive strength, diametral strength,
3.1 For the purpose of this standard, the defini- water-leachable material content, film thickness,
tions given in IS 7348 ( Part 3 ) : 1975 shall and maximum arsenic content, shall be as given
apply. in Table 1 when tested as given in 7.
Table 1 Physical Requirements for Set Cement
Type Minimum Maximum Minimum Minimum Maximum Maximum Maximum
Manipu- S;;2 Compres- Diametral Water- Film Acid
lation sive Strength Leach- Thick- Soluble
Time Strength able ness Arsenic
Material Content
Content
Min Min MPa MPa S. m-l kg-l pm
1 1’5 9’0 50 6 40 25 2’0
2 1’5 5’0 50 6 40 - 2.0
NOTE - Both the manipulation time and setting time are measured from the end of the mixing rime ( settints
time is usually measured from the start of mixing ).
1
aIS 13710:1993
5.5 Freedom From Toxicity 2 Before commencing mixing of the cement all the
apparatus and equipment shall be brought to the
The mixed material, when used in accordance conditions specified in 7.1.1.
with the manufacturer’s instructions, shall neither
7.1.3 Method of Mixing
cause prolonged damage to oral tissues, nor have
any adverse systemic effect [ see IS 12572 Place the correct quantities of powder and
(Part 10 ) : 1989 I. liquid, using the powder/liquid ratio as
stated in the manufacturer’s instructions,
5.6 Instructions to be Provided by the on the mixing slab ( see 7.1.2.1 ).
Manufacturer
b) Mix the material in accordance with the
Instructions for proportioning and manipulating manufacturer’s instructions.
the cement shall include the following details: 4 Do not allow any powder or liquid to
a) information regarding the mixing tempera- remain on the mixing slab when mixing has
ture and its effects, the nature of the slab been completed.
or pad and of the spatula to be used;
7.1.4 Powder/Liquid Ratio for Testing
b) the powder/liquid ratio ( stated as a mass:
mass ratio, in grams of powder per gram of The powder/liquid ratio stated in the manufac-
liquid ); and a recommended technique for turer’s instructions [ see 5.6(b)] shall be used
dispensing this powder/liquid ratio; for all testing procedures in this Standard.
the rate of incorporation of the powder into
the liquid; 7.2 Manipulation Time
the time of mixing; and
7.2.1 Apparatus
the minimum satisfactory manipulation
time after the end of mixing, including con- 7.2.1.1 Polished glass slab - approximately 150
ditions required for testing. mm long x 75 mm wide x 20 mm thick.
6 SAMPLING AND INSPECTION 7.2.1.2 Spatula, made from a material not
attacked or corroded by the cement.
6.1 Sampling
7.2.1.3 Two flat glass plates, each 50 mm square
The method of sampling shall be subject to the and approximately 3 mm thick.
agreement between the purchaser and the supplier.
A test sample shall consist-of one or more retail 7.2.1.4 A dispensing device consisting of a glass
packages from the same batch, containing suffi- tube and a polytetrafluoroethylene ( PTFE )
cient material to carry out the tests plus an plunger, to deliver 0’5 ml of mixed cement in the
allowance for repeats, if necessary. form of a cylinder 6 mm high and 10 mm in
diameter.
6.2 Inspection
7.2.1.5 A 100 g mass, or equivalent loading
The components of the cement shall be inspected device.
visually under a magnification of IO X to deter-
mine compliance of the requirements given 7.2.1.6 Stopwatch
in 5.2.1 and 5.2.2.
7.2.2 Procedure
7 TEST METHODS
Place on one glass plate (see 7.2.1.3) 0’5 ml of
the mixed cement from the dispensing device
7.1 Preparation of Test Specimens
‘(see 7.2.1.4). One minute after completion of
mixing, place the other glass plate (see 7.2.1.3 )
7.1.1 Conditioning
on top followed by the application of the mass
Unless otherwise stated, all specimens shall be of 100 g (see 7.2.1.5). Remove the load 10 min
prepared at 27 f 1°C and at a relative humidity after the start of mixing and record the disc
of 65 * 5 percent. diameter as the average of at least two measure-
ments at 90” to each other. Continue trials at
least in triplicate at increases of 30 s
7.1.2 Apparatus for Mixing
intervals until the disc diameter is reduced by IO
7.1.2.1 Mixing slab as specified by the manu- percent or more from the diameter obtained from
the first test at 1 min after the completion of
facturer [ see 5.6(a) 1.
mixing.
7.1.2.2 Spatula, made from a material not affected
7.2.2.1 Determine the manipulation time as the
by the cement [ see 5.6(a) 1.
time elapsed from the end of mixing to the time at
NOTES which the application of the load results in a
reduction of disc diameter by 10 percent from the
1 It shall be ensured that all instruments and
apparatus used in mixing and te\ting the cements are diameter obtained from the [first test at I min
clean, dry, and free from particles of hardened cement. after the completion of mixing.
3IS 13719 : 1993
7.3 Setting Time 7.3.2.1 Record the setting time as the period
which elapses from the completion of mixing
7.3.1 Apparatus to the time when the needle fails to make a
perceptible circular indentation on the surface
7.3.1.1 A cabinet capable of being controlled of the cement, when viewed under a hand lens of
at 37 + 1°C and a relative humidity of at least magnification X 2. Make three such tests and
30 percent. determine the mean setting time, rounded off to
the nearest1 5 s.
7.3.1.2 Indentor. A mass of 400 f 1 g, having a
flat end of diameter 1.0 f 0’1 mm. The needle tip
shall be cylindrical for a distance of approxi- 7.4 Compressive Strength
mately 5 0 mm. The needle end shall be plane
and at right angles to the axis of the rod.
7.4.1 Apparatus
7.3.1.3 Metal moulds as shown in Fig. 1.
7.4.1.1 Water bath at 37 f 1°C or a cabinet
capable of being controlled at 37 & 1°C and a
7.3.1.4 Metal block of dimensions 8 mm x
relative humidity of 90 to 100 percent.
20 mm X 10 mm minimum, either as part
of 7.3.1.1 or 7.3.1.2 or as a separate item.
7.4.1.2 Split moulds and plates such as those
7.3.1.5 Ahminitlm foil shown in Figure 2, of internal height 6’0 f 0’1
mm and internal diameter 4’0 & 0’1 mm, made
7.3.2 Procedure of stainless steel or other suitable material that
will not be attacked or corroded by the cement.
Place the mould (see 7.3.1.3 ) conditioned to
27 f 1°C on a piece of the aluminium foil
( see 7.3.1.5 ) of convenient size and fill to a level NOTE - To facilitate the removal of the hardened
surface with cement. cement spximcn, the internal surface of the moulds
and plates should be evenly coated, prior to filling,
with a 3 percent solution of micro-crystalline or
One minute after completing the mix, place the paraffin wax in pure toluene. Alternatively a thin
assembly containing the specimen 011 the metal Ei;s;Glicon: grease of PTFE dry film lubricant may
block ( see 7.3.1.4 ), which has been conditioned
to 37 Jo 1°C in the cabinet (see 7.3.1.1 ) and
replace the block, mould and specimen in the 7.4.1.3 Individual screw clamps such as those
cabinet. One and a half minutes after completing shown in Fig. 2.
the mix, carefully lower the indentor (see 7.3.1.2 )
vertically on to the surface of the cement and
allow to remain there for 5 s. Repeat this 7.4.1.4 Compressive strength testing apparatus
operation at 30 s intervals until near the having a crosshead speed of 1 mm/min.
expected time of setting, at which stage it should
be carried out at 15 s intervals. Maintain
7.4.1.5 Filter paper
the needle in a clean condition by cleaning, if
necessary, between indentations. A trial run may
be necessary for determining the approximate 7.4.1.6 Micrometer or similar measuring instru-
setting time. ment, accurate to 10 pm.
19
INTERNAL CORNERS MAY BE ROUNDED
All dimensions in millimehes
FIG. 1 MOULD FOR USE IN DETERMINING SETTING TIME
3FIG. 2 MOULD AM) CLAMP FOR PREPARATION OF COMPRESSIVET EST SPECXMEN
7.4.2 Preparation of Test Specimens 7.4.2.4 Remove the specimen from the mould
immediately after surfacing and rapidly check for
7.4.2.1 Condition the moulds ( see 7.4.1.2 ), screw air voids or chipped edges. Discard any defective
clamps ( see 7.4.1.3 ), and top and bottom plates specimen.
(see 7.4.1.2 ) at 27 f 1°C. After mixing in
7.4.2.5 Immerse each acceptable specimen in
accordance with the manufacturer’s instructions,
distilled water or water of equivalent purity
pack the cement, to a slight excess, into the split
and maintain at 37 f 1°C for 23 hours.
mould within 1 min of the completion of
mixing.
7.4.3 Procedure
NOTE- In order to consolidate the cement and Twenty-four hours after the completion of
avoid trapping of air, it is advisable to convey the
mixing, determine the compressive strength of the
largest convenient portions of mixed cement to the
mould and amply to one side with a suitable instru- test specimens in the following manner using the
ment. Fill the mould to excess in this manner and testing apparatus ( see 7.4.1.4 ) at a cross-head
then place on the bottom plate with some pressure. speed of I mm/min. Measure the diameter of
the test specimen using a micrometer ( see 7.4.1.6) .
7.4.2.2 Remove any bulk extruded cement, place Place the specimen with the flat ends covered
the top metal plate in position and manually with a piece of wet filter paper (see 7.4.1.5 )
between the platens of the testing apparatus such
squeeze together. Put the moulds and plates in
that the load is applied in the long axis of the
the clamp and screw tightly together. Not later
than 3 min after the completion of mixing, specimen. Record the maximum load applied
transfer the whole assembly to water bath or when the specimen fractures.
cabinet (see 7.4.1.1 ), controlled at 37 & 1°C
and 90 to 100 percent relative humidity. 7.4.4 Expression qf Results
Calculate the compressive strength, P, in megapas-
7.4.2.3 One hour after the completion of mixing, cals, using the formula:
remove the plates and level 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 where
plate with a small amount of 45 pm ( 350 mesh ) F = is the maximum applied load, in
sihcon carbide powder mixed with water, or newtons;
equivalent waterproof silicon carbide abrasive
D= is the diameter of the specimen, in
paper. Keep both ends of the specimen wet
millimetres.
during the grinding and rotate about one-quarter
turn every few strokes. Carry out five determinations.
4IS 13710: 1993
If all the five, or four out of the five results 7.6 Film Thickness ( Type I cements only )
obtained are below the appropriate limit specified
in the Table 1, the material shall be deemed to 7.6.1 Apparatus
have failed the test. If all the five, or four out of
five results obtained are above the appropriate 7.6.1.1 Two optically flat round glass plates of
limits specified in the Table 1, the material shall minimum 5 mm thickness, having a contact area
be deemed to have passed the test. In other of 200f 10 mm”.
cases, prepare a further 10 specimens and obtain
the median result for all 15 specimens. 7.6.1.2 Loading device, such as that shown in
Round off this value to the nearest two significant Fig. 3, to apply a load of mass 15 kg on
figures and record as the compressive strength. anvils.
7.6.1.3 Micrometer or a similar measuring instru-
7.5 Diametral Strength
ment, accurate to I pm.
7.5.1 Apparatus
7.6.2 Procedure
As detailed in 7.4.1. Measure the combined thickness of the two glass
plates ( see 7.6.1.1 ) in contact to an accuracy of
7.5.2 Preparation of Test Specimens 1 pm. Deposit a sufficient ( approximate 0’1 ml )
quantity of cement, mixed as described in 7.1, to
As detailed in 7.4.2. cover the plate on the centre of one of the glass
plates ( see 7.6.1.1 ). Place the second glass plate
7.5.3 Procedure centrally on this cement. One and a half minutes
after completing mixing, carefully apply, by
Twenty-four hours after the completion of mixing, means of the loading device ( see 7.6.1.2 ), a load
determine the diametral strength of the test of mass 15 kg vertically on the top plate and
specimens in the following manner, using the leave for 7 min. It is essential to ensure that
testing apparatus ( see 7.4.1.4 ) at a cross-head the cement completely fills the area between the
speed of’1 mm/min. Measure the diameter and two glass plates. Ten minutes after the commence-
length of the test specimen using a micrometer ment of mixing, measure the thickness of the
( see 7.4.1.6 ). two glass plates and the cement film, using the
micrometer ( see 7.6.1.3 ). Calculate the difference
Place the specimen with the diametral surfaces in the thickness of the plate with and without the
covered with a piece of wet filter paper between cement film and record this as the thickness of
the platens of the testing apparatus so that the the film. Report the mean of three such tests to
load is applied in the short axis of the specimen. the nearest 5 pm.
Record the maximum load applied, when the
specimen fractures. 7.7 Water-leachable Material Content
Carry out the determination in duplicate.
7.5.4 Expression of Results
7.7.1 Aooaratus
Calculate the diametral strength, T, in megapas-
7.7.1.1 A cabinet, capable of being controlled at
cals, using the formula:
37f 1°C and a relative humidity of 90 to 100
2F percent.
T= ID
7.7.1.2 Mould, consisting of a split brass or
where stainless steel ring contained in a former or
retaining ring as shown in Fig. 4. The height of
F = maximum applied load, in newtons;
the ring shall be l’Of0’03 mm and the internal
D = diameter of the specimen, in millimeters; diameter 1010’3 mm.
1 = length of the specimen, in millimeters. 7.7.1.3 Individual screw clamps
Carry out five determinations. 7.7.1.4 Platinum wire, thread or unwaxed dental
j7OSS
If all the five, or four out of the five results
obtained are below the appropriate limits specified 7.7.1.5 Two wide mouthed polyethylene bottles
in Table 1, the material shall be deemed to have of approximately 50 ml capacity, as shown in
failed the test. If all the five, or four out of the Fig. 5.
five results obtained are above the appropriate
limits specified in Table 1, the material shall be 7.7.1.6 Wheatstone bridge
deemed to have passed the test. In other cases,
prepare a further 10 specimens and obtain the 7.7.1.7 A conductivity cell, consisting of two
median result for all 15 specimens. Round platinum electrodes approximately 15 mm in
off this value to the nearest two significant figures diameter and mounted parallel to each other
and record as the diametral strength. 7 mm apart.
5----.
----,
-
-----
-----
I
-I
GLASS PLATES
FIG. 3 LOADING DEVICE FOR USB IN FILM THICKNESS TEST
6IS 13710:1993
OF RING, 1.0 mm
uunNcn PLATES 1
PLATE OR FORMER
FIG. 4 MOULD FOR PREPARATION OF SPECIMENSF OR WATER-LEACHABLE MATERIAL CONTENT TEST
CORROSION
RESISTANT WIRE
-
-
- --
-_- _
TEST SPECIMEN
rR!T
- DISTILLED WATER
FIG. 5 WEIGHING BOTTLES CONTAINING SPECIMENS FOR WATER-LEACHABLE MATERIAL COATENT TEST
7IS 13710: 1993
7.7.1.8 Thin sheets of polyethylene or cellulose Convert the conductance reading for the test
acetate. solution to a specific conductance value in
Siemens per metre ( S.m-l ) using the equation
7.7.1.9 Flat metal or glass plate. for specific conductance:
0 = K( G-Go)
7.7.2 Reagent
This specific conductance, Q, should be divided
Potassium chloride analytical grade (see IS 7223 : by the mass of the sample to give a conductivity
1986) standard solution [ c( KCl)=O’l mol/l 1. value in Siemens per metre per g ( S.m.-l’g-’ )
which is then multiplied by 1000 to give the result
Disssolve 7’455 g of potassium chloride in 1 000 in the recognized SI units of Siemens per metre
ml of distilled water or water of equivalent purity per kilogram.
(see IS 1070 : 1992). NOTE - The value of specific conductance 0’1 mol/l
aqueous potassium chloride at 27°C (that is 1’338
siemens per metre ) has been derived from the known
7.7.3 Preparation of Test Specimen specific conductance of potassium chloride solution
at 23”C, that is, 1’239 siemens per meter, under the
Place the mould ( see 7.7.1.2 ) on a thin polyethy- assumption that the conductance of inorganic com-
lene or cellulose acetate sheet ( see 7.7.1.8 ) backed pounds in water generally varies about 2 percent per
“C for k 10°C variation around 25°C.
by a flat plate ( see 7.7.1.9 ). Insert a convenient
tared length of wire or dental floss through the 7.8 Acid-Soluble Arsenic Content
split ring so that at least 4 mm projects into the
ring. Fill the split ring with cement mixed as 7.8.1 Preparation of Sample
described in 7.1. Cover with a further plate faced
Powder the set cement and sieve through a 75 pm
with a sheet of polyethylene or cellulose acetate,
( 200 mesh) sieve. Disperse 2 g of the sieved
press firmly together and apply the screw clamp.
powder in 40 ml of water and add 10 ml of
Two minutes after the completion of mixing, place
hydrochloric acid ( 35 percent m/m, 1’18 g/ml ).
the mould, plates and the screw clamp into the
Use this solution for determination of acid-
cabinet ( see 7.7.1.1 ).
soluble arsenic content.
After 1 h, remove the plates and polyethylene 7.8.2 Procedure
or cellulose acetate sheets from the clamp and
carefully separate the cement disc and attached Method as given in IS 2088 : 1983 shall be
wire or dental floss from the split ring. Remove followed.
any surplus cement from the edge of the disc and
8 PACKAGING AND MARKING
lightly brush the surface to remove any loose
material. Prepare two such specimens. 8.1 Package
The components shall be supplied in securely
7.7.4 Prepxation of Test Solution sealed containers made from materials which
neither react with, nor permit contamination of
Weigh the two prepared specimens immediately
the contents.
and suspend, by means of the wire or unwaxed
dental floss, in 40’0 ml of water contained in the NOTE - For the purpose of this standard the con-
tainer shall be considered to be the immediate
polyethylene bottle (see 7.7.1.5 ). Ensure that
wrapping of the component.
the specimen only just touches the side of the
bottle. Close the lid as tightly as possible and 8.2 Instructions for Use
store for 23 hours at 37f 1°C.
Instructions for proportioning and handling the
powder and liquid shall accompany each package.
7.7.5 Procedure
8.3 Marking Containers
Remove the specimens from the bottle. Immerse
the conductivity cell in the test solution (40’0 ml ) Each container shall be clearly marked with the
and measure the electrical conductance G. Record following particulars:
the conductance Go, of distilled water [ after
a) The indication of the source of manufacture
storage at 37°C for 24 h in a polyethylene
and type of cement;
bottle (see 7.7.1.5) 1. Measure the conductance,
Gs. of the standard potassium chloride solution. b) A serial number or code and the date of
Make all determinations of conductance at manufacture for that particular lot of
27 ;t 1°C. cement powder or liquid ( see 5.1 );
c) The minimum net mass. in grams, of the
Calculate the cell constant, K, in metres to the powder and the liquid, as appropriate;
power of minus one, using the literature value of
d) For capsulated materials, where the
specific conductance of 0’1 mol/l potassium
manufacturer supplies different materials
chloride solution at 27°C ( that is 1’338 S.m-’ )
or quantities of the same type of capsule,
in the formula:
each capsule shall be suitably coded to
K= 1’338 indicate its contents; and
Gs- Go Recommended storage conditions.
8Standard Mark
The use of the Standard Mark is governed by the provrsions of the Bureau of Indian
Standards Act, 1986 and the Rules and Regulations made thereunder. The Standard Mark on
products covered by an Indian Standard conveys the assurance that they have been produced
to comply with the requirements of that standard under a well defined system of inspection,
testing and quality control which is devised and supervised by BIS and operated by the
producer. Standard marked products are also continuously checked by BlS for conformity
to that standard as a further safeguard. Details of conditions under which a licence for the
use of the Standard Mark may be granted to manufacturers or producers may be obtained
from the Bureau of Indian Standards.Bureau of Indian Standards
BJS is a statutory institution established under the Bureau of Indian Standards Act. 1986 to promote
harmonious development of the activities of standardization, marking and quality certification of goods
and attending to connected matters in the country.
Copyright
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any form without the prior permission in writing of BlS. This does not preclude the free use, in the
course of implementing the standard, of necessary details, such as symbols and sizes, type or grade
designations. Enquiries relating to copyright be addressed to the Director ( Publications ), BIS.
Review of Indian Standards
Amendments are issued to standards as the need arises on the basis of comments. Standards are also
reviewed periodically; a standard along with amendments is reaffirmed when such review indicates that no
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Indian Standards should ascertain that they are in possession of the latest amendments or edition by
referring to the latest issue of ‘BlS Handbook’ and ‘Standards Monthly Additions’. Comments on this
Jndian Standard may be sent to BIS giving the following reference:
Dot : No. MHD 8 ( 2250)
Amendments Issued Since Publication
Amend No. Date of Issue Text Affected
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Headquarters:
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9795_1.pdf
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IS : 9795 ( Part I ) - 1981
Indian Standard
GUIDELINES FOR THE CHOICE OF THE
TYPE OF DIVERSION WORKS
PART I COFFER DAMS
Diversion Works Sectional Committee, BDC 51
Chairman Representing
SHRI G. M. VAIDYA Central Water Commission, New Delhi
Members
CIHIEF ENGINEER ( PROJEOT ) Irrigation Department, Government of Punjab
SUPERINTENDINGE NGINEER ( Alternate )
SHRI 0. P. DATTA Beas Designs Organization, Nangal Township
SHRI R. N. BANSAL ( Altcrnata )
DIREOTOR ( B & CD-I ) Central Water Commission, New Delhi
DEPUTY DIRECTOR ( B & CD-I ) ( Alternate )
SHRI S. L. GUPTA National Hydroelectric Power Corporation Ltd,
New Delhi
SHRI V. K. GUPTA Engineer-in Chief’s Branch, Ministry of Defence
SHRI J. R. D’GAMA ( Alternate )
SRRI HARI MOHAN Irrigation Department, Government of Uttar
Pradesh
SHRI N. K. GUPTA ( Alternate )
SHRI S. B. JOS~I S. B. Joshi & Co Ltd, Bombay
SHRI R. M. BHAKTA (Alternate )
SHRI Y. K. MEHT+ Concrete Association of India, Bombay
SRRI 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. IvENaAn ( Alternate )
SHRI C. B. PATES M. N. Dastur & Co Pvt Ltd, Calcutta
SH~I S. R. PINHEIRO M/s Gammon India Ltd, Bombay
SRRI S. V. CHOUKULKAR ( Alternate )
SRRI K. RAMAOHANDRAN Public Works and Electricity Department,
Government of Karnataka
SHRI S. R. SUBBA RAO ( Alternate )
SHRI P. V. RAUHAVENDRA RAO Andhra Pradesh Engineering Research Labo-
ratories, Hyderabad
SHBI M. -4. RABEEM (Alternate )
( Continueodn page 2 )
Q 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 : 9795 ( Part I ) - 1981
( Continuedfrom page 1 )
hfembers Representing
SHRI B. BALWANT RAO Ministry of Shipping and Transport (Roads
Wing ), New Delhi
SHRI G. VENEATASULU ( Alternate )
SRRI P. C. SAXENA Central Water and Power Research Station, Pune
SERI N. V. PRAHLAD ( Alternate )
SENIOR ENGINEER Ministry of Railways, New Delhi
SHRI R. Cl. SINQH Public Works Department, Government of
Himachal Pradesh
SUPERINTENDINU ENor NEE R Irrigation Department, Government of
( NAC+PURI RRIQATION CIRCLE ) Maharashtra
SUPERINTENDINQ ENCINEER Public Works Department, Government of
Tamil Nadu
EXECUTIVE ENQINEER,
PARAMBIKULAM DIYCSION ( Alternate)
SERI J. C. VERMA Bhakra Management Board, Nagal Township
SHRI I. P. PURI ( Alternate )
SHRI G. RAMAN, Director General, ISI ( Ex-o&o Member)
Director ( Civ Engg )
Secretary
SRRI V. KALYANASTJNDARAM
Assistant Director ( Civ Engg ), IS1
?IS:9795(PartI ) -1981
Indian Standard
GUIDELINES FOR THE CHOICE OF THE
TYPE OF DIVERSION WORKS
PART I COFFER DAMS
0. FOREWORD
0.1T his Indian Standard was adopted by the Indian Standards
Institution on 4 March 1981 after the draft finalized by the Diversion
Works Sectional Committee had been approved by the Civil Engineering
Division Council.
0.2 Prior to the commencement of construction of any work in the bed of
a river, it becomes obligatory 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 dry or semi-dry conditions. An efficient
scheme of diverting the river flow away from the work area should aim
at limiting the seepage into the work area to a minimum, so that the
work area can be kept dry with minimum pumping capacity.
0.3 A temporary river diversion scheme essentially consists of:
a) 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
downstream of the work area without affecting the same, such
as :
1) diversion through ( construction ) sluices in the main work;
2) diversion by one or more tunnels along the side of the main
work area;
3) diversion through low-level blocks of the main structure left
for the purpose or through channels excavated outside the
main structure; and
4) secluding part of the work area for construction and allowing
the river to flow through the remaining work area.
0.4 There are different types of coffer dams in vogue, such as masonry/
concrete/colloidal concrete/earthfill/rockfill, and steel and timber coffer
dams. The suitability of the particular type of coffer dam will
3IS : 9795 ( Part I ) - 1981
depend on a number of factors such as the availability of space and
materials, construction programme, rate of construction, incorporation of
the coffer dam as a part of main structure, foundation characteristics,
and river flow conditions. The proper choice of the type of coffer dam
shall be made after considering all the relevant aspects.
0.5 This standard on guidelines for choice of type of diversion works is
proposed to be formulated in four parts, of which this is Part I. The
other parts are listed below:
Part II Diversion channel and open cuts,
Part III Conduits, and
Part IV Utilization of permanent structures for diversion.
1. SCOPE
1.1 This standard lays down the guidelines for the choice of the
different types of coffer dams (such as masonary/concrete/colloidal
concrete, earthfill/rockfill, steel and timber coffer dams ).
2. TERMINOLOGY
2.1 For the purpose of this standard, the definitions given in IS : 6461
(Part IV)-1972*, IS : 4410 ( Part VIII )-19687 and IS : 4410 ( Part
XII )-1973$ shall apply.
3. TYPES OF COFFER DAMS
3.1 The different types of coffer dams, the guidelines for choice of
which have been discussed in this standard, are (i) masonry/concrete/
colloidal concrete coffer dams, (ii) earthfill/ rockfill coffer dams, (iii) steel
coffer dams, and (iv) timber coffer dams.
3.1.1 Masonry/Concrete/Colloidal Concrete Gofer Dam - A masonry/concrete
coffer dam on a rocky foundation is similar to a masonry/concrete dam
constructed at site. This can be of gravity or arch type, usually the
former. A brief description of a colloidal concrete coffer dam generally
adopted for river diversion works is given below.
3.1.1.1 A colloidal concrete coffer dam consists of two rows of piles
of 1 to 1.25 m diameter, spaced suitably apart and having inter-locking
points. Cylindrical steel liners are driven penetrating into the bed rock
*Glossary of terms relating to cement concrete : Part IV Types of concrete.
?Glossary of terms relating to river valley projects: Part VIII Dams and dam
section.
$Glossary of terms relating to river valley projects : Part XII Diversion works.
4Es : 9795 ( Part I ) - 1981
by about 1 m. The overburden of sand and gravel in front of and in the
immediate vicinity of the inter-locking points is grouted to make the points
more effective. After placement of suitable reinforcement inside the
cylindrical liner, the same is concreted to form an RCC pile. To
facilitate rubble dumping and grouting simultaneously with piling work,
the coffer dam is divided into cells by providing cross-rows of piles,
penetrating in the overburden to a short depth. Horizontal bracings
connecting the two rows are also provided for ensuring stability of piles.
Later, the space between the two rows of piles is filled with rubble and
concreted so that the whole structure is stable as one unit and prevents
seepage into the work area. For typical plan, section and details of such
a colloidal concrete coffer dam, see Fig. 1.
3.1.2 Earthjll~Roc~fill Gofer Dam - In addition to the usual type of
earthfill/rockfill coffer dam with a central core of impervious soil, a
coffer dam with single sheet pile at the centre, backed by earthfill/rockfill
on either side of it is also used. A typical section of such a coffer dam is
shown in Fig. ‘2. Sometimes, a coffer dam with a single sheet pile at the
centre, backed on either side by sand bags, caged suitably by G. I. wire
mesh of appropriate gauge, is also adopted. However, due to the
possibility of rotting of gunny bags and sand spreading thereby, this type
of coffer darn can be suitable only for short durations.
3.1.2.1 Where the height of the coffer dam is not more than 3 m and
the foundations are impervious, a simpler type of coffer dam with two
rows of parallel walls of sand bags with the space between them filled
with impervious soil can also be adopted.
3.1.3 Steel Co$er Dams
3.1.3.1 Steel coffer dams suitable for rocky foundations at very
shallow depths are generally of two types, viz, direct strutted steel dam
and cantilevered steel dam [ refer IS : 4410 ( Part VIII )-1968* for
definitions]. However, these steel dams are very rarely used as coffer
dams.
3.1.3.2 In alluvial reaches, where only limited area is available for
construction of a coffer dam, sometimes single steel sheet pile coffer dams
of the cantilever type, shown in Fig. 3A may also be used. However,
where the bed is rocky, single sheet pile coffer dams of strutted type,
shown in Fig. 3B, may be useful.
3.1.3.3 In alluvial reaches, the steel coffer dam used in diversion
works of river valley projects mainly refers to steel sheet pile coffer dam.
There are two types of such steel sheet pile coffer dams generally in use.
They are (i) double wall sheet pile with earth/sand filling type, and (ii)
cellular sheet pile with earth/sand filling type.
*Glossary ofterms relating to river valley projects .. Part VIII Dams and dam section.
5MS ANGLE, \MS FLAl
GROUl PIPES
CENTRAL CELL
\r/
\
INTERLOCKING
PILES
FR OUB RB LE C OLLF OILL IDIN AG L ENLARGED DETAIL AT A
CONCRETE (1.2)
HELICAL
REINFORCEMENT
PERFORATED PIPES OF
SUITABLEO IA
FOR GROUTING
SAND MIXEO
WITH GRAVEL
SEUION XX
FIG. 1 COLLOIDAL CONCRETE COFFER DAMIS : 9795 ( Part I ) - 1981
3.1.3.3.1 Double wall sheet pile coffer dam - For typical section of a
double wall sheet piIe coffer dam with earth/sand filling, see Fig. 3C.
3.1.3.3.2 Celluldr sheet pile coffer dam - For typical plan of a cellular
sheet pile coffer dam with earth/sand filling, see Fig. 3D.
3.1.4 Timber Coffer Dams - Timber coffer dams suitable for rocky
foundations at very shallow depths made of framed members are
generally of three types, viz., (i) A-frame type, (ii) rockfilled crib type,
and (iii) Beaver type. In view of the high cost of timber in India, this
type of coffer dam is not likely to be economical, except in circumstances
for low height coffer dams.
FIG. 2 EARTHFILTJROCKFILL COFFER DAM WITH SINGLE
S=-HEET PI-LE AT= -THE CEN-TR=E - =_
--- -
SIEEL SHEET
WL
BBRA CES
L ROCK BY ED
3A Single Sheet Pile 3B Single Sheet Pile 3C Double Wall Sheet Pile
Coffer Dam Coffer Dam Coffer Dam with
Cantilever Type Strutted Type Earth/Sand Filling
FIG. 3 STEEL COFFER DAM Contd
71s : 9795 ( Part I) - 1981
CIRCULAR
DfAPHRAGM
3D Typical Plan of Cellular Sheet Pile Coffer Dam with Earth/Sand Filling
FIG. 3 STEEL COFFERD AM
4. GUIDELINES FQR SELECTION
4.1 In addition to the criteria of the cost of the structure and the overall
economy of the project, there are some specific guidelines which dictate
the selection of a particular type of coffer dam. Among these are the
availability of space and materials, construction programme, rate of
construction, incorporation of coffer dam(s) as part of the main dam,
foundation characteristics, river flow conditions and passing of floods,
The choice of the different types of coffer dams with reference to these
guidelines is given in the following par-as. The final choice of the type
of coffer dam may be made based on a study of relevant criteria and
commensurate with economy.
4.2 Availability of Space
4.2.1 An earthfill/rockfill coffer dam requires more space due to its
wider base. For the sites where only limited area is available for construc-
tion of the coffer dam over rocky foundations, in addition to masonry/
8IS : 9795 ( Part I ) - 1981
concrete/colloidal concrete coffer dams, steel and timber coffer dams are
also suitable. However, since the latter types can be considered only
for depths up to 2 m, for conditions of limited area and rocky foundations,
a masonry/concrete coffer dam is better suited than other types.
4.2.2 However, where there is no problem of space for the location of
the coffer dam(s), an earthfill~rockfill coffer dam may be the suitable
choice.
4.2.3 In alluvial foundations, where limited space is available for
construction of coffer dam(s) due to the construction of certain
structures like navigation facilities, etc, a double wall steel sheet pile
coffer dam with proper earth/sand backing may be preferable.
4.3 Availability of Materials
4.3.1 Where construction materials like earth, rockfill, steel and timber
for the construction of coffer dam ( s ) are not easily available, if founda-
tion conditions and other relevant criteria are satisfied, a masonry/concrete/
colloidal concrete coffer dam may be chosen.
4.3.2 However, where sufficient quantities of embankment materials
and equipment for the construction of the embankment( s) are easily
available an earthfill/rockfill coffer dam is preferable.
4.3.3 The selection of a steel coffer dam will depend on the easy
availability of the required steel sections and the necessary accessories in
sufficient quantity, besides satisfying the other criteria like depth of water,
foundation conditions, etc. In the alluvial reaches, the suitability of steel
sheet pile coffer dam will depend on the easy availability of the required
sheet pile sections, its quantity and driving equipment and transportation
thereof to the site. The availability of the required amount of foreign
exchange needed for procurement of sheet piles and their driving equip-
ment is also a factor to be taken note of.
4.3.4 Subject to satisfying other criteria, a timber coffer dam may be
chosen where timber is cheap and available in plenty.
4.4 Construction Programme
4.4.1 Where the coffer dam needs to be retained for more than one
working season, a masonry/concrete/colloidal concrete coffer dam is
preferable, as it can be made to withstand overtopping with proper
protection.
4.4.2 However, with the recent advancement in construction techni-
ques, rockfill coffer dams are also sometimes allowed to be overtopped
9IS : 9795 ( Part I ) - 1981
by provision of adequate crated protection. Under such circumstances,
rockfill coffer dams may also be considered where they are required to be
retained for more than one working season.
4.4.3 Where a cellular type of steel sheet pile coffer dam is preferred
due to other criteria, proper protection against overtopping needs to be
provided in addition to increased depth of driving and other protective
works.
4.5 Incorporation of Coffer Dam as Part of the Main Structure -
Where a diversion coffer dam of appreciable volume is to be built up, it
can be economically incorporated in the main dam with proper care taken
in the design of the main structure. This type of construction is more
suitable for earthfill/rockfill dams, than for masonry/concrete/colloidal
concrete coffer dams.
4.6 Rate of Construction
4.6.1 As the progress of construction of an earthfill/rockfill coffer dam
can be maintained at comparatively higher rates, this type of coffer dam
is preferable where the time available for the construction of coffer dam
is very limited, subject to availability of space.
4.6.2 As it takes comparatively more time for the construction of a
masonry/concrete/colloidal concrete dam than for the other types of coffer
dams, the availability of construction time for the coffer dams needs to be
kept in view while selecting this type of coffer dam. However, in under-
water works, either a earthfill/rockfill coffer dam or a concrete coffer dam
may be preferred. The choice of any of these types depends on the different
relevant aspects outlined in this standard.
4.7 Foundation Characteristics
4.7.1 Where a rocky foundation is availableat the bed level of the river
or at very shallow depths, masonry/concrete/colloidal concrete coffer dam,
steel and timber coffer dams may be preferable for certain considerations.
However, from considerations of depth of water, availability of materials,
etc, generally steel and timber coffer dams may not find favour.
4.7.2 An earthfill/rockfill coffer dam is suitable for almost any kind of
foundation.
4.7.3 Steel sheet pile coffer dams are preferable for rivers with alluvial
beds of great depths and with higher depths of flow in the lean period.
4.8 River Flow Conditions
4.8.1 Where the depth of flowing water in the lean season is low and
suitable rocky foundations are available at shallow depths, masonry/
10IS : 9795 ( Part I ) - 1981
concrete/colloidal concrete coffer dams and steel and timber coffer dams
may be preferable. However, subject to the availability of materials,
steel and timber coffer dams are not generally useful for depths of water
more than 2 m.
4.8.1.1 However, where suitable rocky or boulder foundations are
available at shallow depths, but the depth of flowing water in the lean
season is more, concrete coffer dams may be useful.
4.8.2 In alluvial reaches, for construction of structures across rivers
where the flow during lean period would not go down low at any time,
steel pile coffer dams are preferable.
4.8.2.1 For depths ofwater up to 6 to 8 m, double wall steel sheet pile
coffer dams are suitable. Where the depth of water exceeds this value,
cellular coffer dams are preferable.
4.8.3 In alluvial reaches! where the estimated scour is of the order of
6 m and more below the river bed during the period of construction and
the coffer dam has to remain in position for more than one season, it is
preferable to adopt a cellular sheet pile coffer dam.
4.9 The various guidelines and requirements for choosing the type of
coffer dam to be adopted have been listed is Table 1 for ready reference.
11TABLE 1 GUIDELINES FOR CHOICE OF TYPE OF COFFER DAM
3
( Clause 4.9) ul
h
SL TYPEOF REQUIFGE- REQUIBE- CONS- INCOR- RATEOB REQUIRE- REQUIRE- RE- 27
No. COFFER XENT OF MENT TRUC- PORA- CONSTRUC- MENTOB MENTOF MARKS ;
DAM SPACE MATE- TION TION OF TION FOUNDA- RIVER
RIALS PRO- COFFER TION FLOW
QRAMME DAMAS CHARAC- CONDI-
PARTOF TERISTICS TIONS
MAIN
STBUC-
TUBE
(1) (2) (3) (4) (5) (6) m (8) (9) (10)
z 1. EarthfilljRock- Larger space Sufficient quan- Any* More High Any kind Any depth
fill coffer due to tities of em- suit-
dam wider base bankment able
materials
2. Masonry/c on- Limited over Limited over Any Suitable More time Rocky bed Any depth
crete/colloi- rocky foun- rocky founda- required at bed
da1 concrete dations tions level or
coffer dam very
shallow
depths
3, Steel coffer
dam:
(a) S i n g 1 e La;:: space Sufficient quan- One More time Alluvial Depth of flow
sheet pile to titles of em- work- required bed of up to 2 m
with fill wider base bankment ing great
Oil both materials season depth
sides(b) Do u b 1 e- Limited over Sufficient quan- Any’ - More time Alluvial Depth of flow
wall sheet alluvial tities of re- required bed of upto6toSm
pile foundation quired sheet- great
pile section depth
(c) Cellular Larger space Sufficient quan- Any” - More time Alluvial Depth of flow
sheet pile tities of re- required bed of up to 8 m
quired sheet- great and estima-
pile sections depth ted scour of
the order of
6 m or more
below bed
level
4. Timber coffer Limited over Sufficient quan- One - More time Rocky bed Depth of flow
dam rocky foun- tities of tim- work- required bed up to 2 m
dations but ber at cheap ing Eve1 or
depths of rates season very
water up to shallow
2 m only depths
*When coffer dams are required to be retained for more than one working season, special protection measures/treatment
shall have to be provided to withstand overlopping during floods.INTERNATIONAL SYSTEM OF UNITS ( SI UNITS)
Base Units
QUANTITY UNIT SYXBOL
Length mefre 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
QVANTITY UNIT SYMBOL
Plane angle radian rad
Solid angle steradian sr
Derived Units
QUAYTITY UNIT SYMBOL DERINITION
Force newton 1 N = 1 kg.m/s*
Energy joule 1J = 1 N.m
7
Power watt W IW - 1 J/s
Flux weber Wb 1 Wb = 1 V.s
Flux density tesla T IT = 1 Wb/ms
Frequency hertz H 1 H = 1 c/s (s-l)
Electric conductance siemens S 1s = 1 A/V
Electromotive force volt V 1 V = 1 W/A
Pressure, stress Pascal Pa 1 Pa = 1 N/m’
|
15075.pdf
|
IS 15075:2001
ISO 5468:1992
$m9vm’m
%aw-1-gmml-laqyff
m-T@mfa@mTw-l-Rq-q’3m
Indan Standard
ROTARY AND ROTARY IMPACT MASONRY
DRILL BITS WITH HARD METAL TIPS —
DIMENSIONS
ICS 25.100.30
@BIS 2001
BUREAU OF INDIAN STANDARDS
MANAK BHAVAN, 9 BAHADUR SHAH ZAFAR MARG
NEW DELHI 110002
December 2001 Price Group 1Drills, Reamers and Threading Tools Sectional Committee, BP 10
.-
NATIONAL FOREWORD
This Indian Standard which is identical with ISO 5468:1992 ‘Rotary and rotary impact masonry drill
bits with hard metal tips — Dimensions’ issued by the International Organization for Standardization
(ISO) was adopted by the Bureau of Indian Standards on the recommendations of Drills, Reamers
and Threading Tools Sectional Committee and approval of the Basic and Production Engineering
Division Council.
The text ofthe ISO Standard has been approved as suitable for publication as Indiari Standard without
deviations. For the Drill Bits covered in this standard, K 10 range of application according to IS 2428:
1964 ‘Application of carbides for machining, ranges of application and colour code’ is considered
suitable for use in India. Inthis adopted standard, certain terminology and conventions are, however,
not identical to those used in Indian Standards. Attention is particularly drawn to the following:
a) Wherever the words ‘International Standard’ appear referring to this standard, they should be
read as ‘Indian Standard’,
b) Comma (,) has been used as a decimal marker in the International Standard while in Indian
Standards, the current practice isto use apoint (.)as the decimal marker.
In this adopted standard, reference appears to the following International Standard for which Indian
Standard also exists. The corresponding Indian Standard which is to be substituted in its place is
listed below along with its degree of equivalence for the edition indicated:
International Corresponding Degree of
Standard Indian Standard Equivalence
ISO 286-1 :1988 ISO system IS919 (Part 1): 1993 ISO system of limits Identical
of limits and fits — Part 1:Basis and fits: Part 1 Basis of tolerances,
of tolerances, deviations and deviations and fits (second revision)
fits. ..—
IS 15075:2001
ISO 5468:1992
/ndian Standard
ROTARY AND ROTARY IMPACT MASONRY
DRILL BITS WITH HARD METAL TIPS —
DIMENSIONS
.
1 Scope are sLJbject to revision, and parties to agreements
based on this International Standard are encour-
This International Standard specifies the dimen- aged to investigate the possibility of applying the
sions, in millimetres, of rotary and rotary impact most recent edition of the standard indicated below.
masonry drill bits with hardmetal tips, having diam- Members of IEC and ISO maintain registers of cur-
eters in the range 4 mm to 25 mm inclusive and rently valid International Standards.
overall and working lengths in the series short, long
and extra long. ISO 286-1:1988, /S0 system of /imifs and fits –
Part 1:Bases of tolerances, deviations and fits.
It does not apply to hammer drills
3 Dimensions
2 Normative reference
The dimensions and tolerances are shown in
figure 1 and given in table 1.
The following standard contains provisions which,
through reference in this text, constitute provisions The tolerance for the cutting diameter, d, is + IT14
of this International Standard. At the time of publi- maximum value and + 1112 minimum value on di-
cation, the edition indicated was valid, All standards ameter d (see ISO 286-l).
A
m
N
~[z)
——. ——. —
L
_. —___— — .
1) The diameter d of the drill Ismeasured across the corner of the hardmetnl
tlp after removal of paint ar protective contlng.
2) The length 1corresponds to the overhang Lengthof the chuck.
Figure 1
1IS 15075:2001
ISO 5468:1992
..
Table 1
d Short series Long series Extralong series (wall break-through)
nom. I tel. O lev ne grs thll W leo nrk gi tn hg O lev ne gra thli W leo nrk gi tn hg O lev ne gra thll W leo nrk gi tn hg O lev ne gra thll W leo nrk gi tn hg C sh izu ec l)k
+ IT14 L x I L =1 L L = I
+- IT12
41 75 39 10
I
--1
4,5
+ 0,30
5 I +0,12 85 39
1
10
5,5
or
150 85 13
==i----
= 6,5 1 100 54
7
++ 0,36
8 I 0,15
3
9 120 80
200 135
10
11
10,
12 220 150 400 350 600 550 13
—
or
13 — — — 16
+ 0,43 150 90
14 + 0,18
=15 1-
16
400 350 600 550
18
20
I
-22-l + 0,52 160 100
13
+ 0,21
or
24 — —
16
I
600 550
1) Rquired size depending upon theactual diameter of the shank,
I...-
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 (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 neede@ if the review indicates that changes are needed, it is taken up for
re~fision. Users of Indian StandArds 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 10( 0164).
Amendments Issued Since Publication
Amend No. Date of Issue Text Affected
BUREAU OF INDIAN STANDARDS
Headquarters :
Manak Bhavan, 9 Bahadur Shah Zafar Marg, New Delhi 110002 Telegrams : Manaksanstha
Telephones :3230131, 3233375, 3239402 (Common to all offices)
Regional Offices : Telephone
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{
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Branches : AH ME DABAD. BAN GALORE. BHOPAL. BHUBANESHWAR. CO IMBATORE.
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Printed at Prabhat Offset press, New De[hi.2
|
383.pdf
|
Indian Standard
SPECIFICATION FOR
COARSE AND FINE AGGREGATES FROM
NATURAL SOURCES FOR CONCRETE
Second Revision)
(
Ninth Reprint SEPTEMBER 1993
UDC 691.322
@ Co@yright 1971
BUREAU OF INDI.AN STANDARDS
MANAK BHAVAN, 9 BAHADUR SHAH ZAFAR MARC3
NEW DELHI 110002
Gr 5 April 197 1Isr303-1970
Indian Standard
SPECIFICATION FOR
COARSE AND FINE AGGREGATES FROM
NATURAL SOURCES FOR CONCRETE
( Second Revision )
Cement and Concrete Sectional Committee, BDC 2
Chainaan Rcprcsenting
SHRIJ.DA.TT The Comre& Aarociation of India, Bombay
Members
Sam M. A. MEETA ( Altema& to
Shri J. Datt )
DxA.S. UEADURI National Test House, Catcutta
SHRI E. K. RAMACHANDRAN( Alrrraato )
SARI P. S. BEATNAQAR Beas Designs Organization, New Delhi
SHRI A. M. SIN~AL ( Alternate)
SHRI A. K. CHATTERJI Central Building Research Institute ( CSlR ),
Roorkee
SH~I J. S. SHARYA ( Altern& )
DIRECTOR Central Road Research Institute [CSIR 1.-. New
Delhi
DR R. K. GHOSH ( Altamure)
DIRECTOR ( CSM ) Centrai Water & Power Commission, New Delhi
DI~ECT~B ( DAYS III ) ( Alfcmate )
DIRE~OR National Buildings Organization, New Delhi
SH~I G. C. MATRVR ( Al&nate J
DIRECTOR-IN-C~AR~E( NR) ‘Geological Survey of India, Lucknow
ENOINRZR-IN-CHIEP Central Public Works Department, New Delhi
SUPERINTENDINQE N~INEZR,
2ND CIBCLE (A~&wIu&?)
SHRIK.C.GHOSAL Sahu Cement Service, New Delhi
DR R. K. CHOSE Indian Roads Congress, New Delhi
DRR.R. HATTIANOADI The Associated Cement Companies Ltd, Bombay
Sam P. J. JANUS ( Al~craate)
JOINT DIRECTOR, STANDARDS Research,. Designs & Standards Organization
(B&S) ( Muustry of Railways )
DEPUTY DIRECTOR, STAND-
ARDS (B & S ) ( Alternate )
SHRI S. B. Jos~r S. B. Joshi & Co Ltd, Bombay
SHRI M.T. KANSE Directorate General of Supplies and Disposals
SHRI_KARTIK PRASAD Roads Wing ( Ministry of Transport and Shipping )
Snar S. L. KATEURIA (Alternate)
BUREAU OF INDIAN STANDXKVS
MANAK BHAVAN, 9 BAHADUR SHAH ZAFAR MARO
NEW DELHI 110002IS:383-1970
(
Continued from paxe 1)
Members Representing
SHRI S. R. KULKARNI M. N. Dastur & Co (P) Ltd, Calcutta
SHRI ERACH A. NADIRSHAH The Institution of Engineers ( India ). Calcutta
SHRI K. K. NAMBIAR In personal capacity ( ‘ Ramanolayo ‘. II First CrcscenI
Park Road, Gandhinagar,.Adyar, Madras 20 )
Biro NARESH PRASAD Engineer-in-Chief’s Branch, Army Headquarters
COL J. M. TOLANI ( Alternate)
PROF G. S. RAMASWAI+~Y Structural Engineering Research Centre ( CSIR ),
Roorkee
DR N. S. BRAL ( Alternate )
SHRI T. N. S. RAO Gammon Iddia Ltd. Bombay
SARI S. R. PINHEIRO ( Alternate )
SRRI K. G. SALVI Hindustan Housing Factory Ltd, New Delhi
SHEI C. L. KASLIWAL I Alternate )
SECRETARY Central Board of Irrigation & Power, New Delhi
SHRI K. A. SUBRAMAZVIAM The India Cement Lid, Madras
SRRI T. S. RAMAORANDRAN ( Alfemate )
SIXRI L. SWAROOP Dalmia Cement ( Bharat ) Ltd, New Delhi
SHRI A. V. RAMANA ( Alternate )
DR H. C. VISVESVARAYA Cement Research Institute of India, New Delhi
SHRI R. NA~ARAJAN, Director General, IBIS ( Ex-o&to Member )
Director ( Civ Engg )
Senelary
SHRI Y. R. TANEJA
Deputy Director ( Civ Engg ), BIS
Concrete Subcommittee, BDC 2:2
Convener
SHRI S. B. Josa~ S. B. Joshi & Co Ltd, Bombay
Membrrs
DB S. M. K. CHETTY Central Building Research Institute (CSIR),
Roorkee
SHRI C. A. TANEJA ( Alternate)
Soar B. K. CHOKSI In personal capacity ( ‘ Skrikunj ‘, flea? Parl;ash Housing
Society , Athwa Lines, Swat )
SBRI 1. DATT The Concrete Association of India. Bombay
SHRI C. L. N. IYEN~AR ( Alternate )
DEPUTY DIRECTOR, STANDARDS Research, Designs & Standards Organization
(B&S) ( Ministry of Railways j
ASSISTANT DIRECTOR, STAND-
ARDS, M/C ( Altemu~e)
DIRECTOR Engineering Research Laboratories, Hyderabad
DIRECTOR ( CSM ) Central Water & Power Commission, New Delhi
DIRECTOR ( DAMS III ) ( Alfemate )
DIBECT~R-IN-CHARGE Geological Survey of India, Lucknow
( Continued on page 19)
2I IS : 383 - 1970
Indian Standard
SPECIFICATION FOR
COARSE AND FINE AGGREGATES FROM
NATURAL SOURCES FOR CONCRETE
( Second Revision
)
0. FOREWORD
0.1 This Indian Standard (Second Revision) was adopted by the Indian
Standards Institution on 25 September 1970, after the draft finalized by
the Cement and Concrete Sectional Committee had been approved by the
Civil Engineering Division Council.
0.2 This standard was first published in 1952 and subsequently revised in
1963. The present revision of the standard has been taken up to incor-
porate the modification necessary in the light of experience gained in its
use and also to bring it in line with the latest thinking on the subject.
0.2.1 The requirements for aggregates for mass concrete have been
included and it is proposed to withdraw IS: 515-1959*when this standard
is printed.
0.3 The limiting values for the permissible deleterious materials in the
aggregates, aggregate abrasion value and soundness test for aggregates
have been revised, Recommendations have been included for the size of
aggregates for mass concrete. The four grading zones for fine aggregates
as specified in the earlier version of the standard have not been changed.
These four grading zones become progressively finer from Grading Zone I
to Grading Zone IV (see Table 4). The fine aggregates within each of
these grading zones are suitable for making concrete, but to make concrete
of high strength and durability, the mix proportions should be c!iosen
according to the grading characteristics of the fine aggregates used; the
ratio of fine to coarse aggregate being reduced as the fine aggregate
becomes finer from Grading Zones I to IV. In particular, the correct
design of the mix becomes increasingly important as the grading of the
fine aggregate approaches the coarse outer limit.of Grading Zone I or the
fine outer limit of Grading Zone IV, and the suitability of a given fine
aggregate grading may, in some circumstances, depend on the grading and
shape of the coarse aggregate. It is sometimes found that a fine aggregate
which lies in one grading zone and near the border of another does not
Mince withdrawn
3remain consistently in one zone but fluctuates between the two. It is
therefore, desirable to choose a suitable ratio of fine to coarse aggregate
proportions of the concrete to allow some fluctuations in the grading zone
of the Ane aggregate.
0.31 The four grading zones indicated in this standard are meant to
cover the use of the natural sands available in the country. It is, however,
necessary to appreciate the limitations in either using a very coarse sand
or a very fine sand and the need to make suitable changes in the mix
design.
0.4 Investigations have shown that the bulk density is affected by the size
of the container used to determine it. Secondly there is an increasing
tendency to batch concrete by weight rather than by volume. Hence as
in 1963 version of the standard, the provisions regarding bulk density have
not been included.
0.5 Whilst the requirements specified in this standard generally meet the
normalrequirements for most of the concrete works, there might be special
cases where certain requirements other than those specified in the stand-
ard might have to be specified; in such case, such special requirements,
the test required and the limits for such tests may be specified by the
purchaser.
0.6 Indian Standards Methods of test for aggregates for concrete
[IS:2386 (Part I)-1963 to IS: 2386 (Part VIII)-19631 are necessary
adjuncts to this standard. For sampling of aggregates, reference may be
made to IS : 2430-1969.
0.7 This standard contains clauses 3.2.1, 3.4, 3.5, 6.2, 6.3 and 6.4 which
call for agreement between purchaser and supplier and requires the
supplier to furnish technical information as given in Appendix A.
0.8 Titles of standards referred to in the various clauses of this standard
are given in Appendix B.
0.9 For the purpose of deciding whether a particular requirement of this
standard is complied with, the final value, observed or calculated,
expressing the result of a test or analysis, shall be rounded off in
accordance with IS : Z-1960. The number of significant places retained in
the rounded off value should be the same LU that of the specified value in
this standard.
1. SCOPE
1.1 This standard covers the requirements for aggregates, crushed or
uncrushed, derived from natural sources, such as river terraces and river-
beds, glacial deposits, rocks, boulders and gravels, for use in the Production
of concrete for normal structural purposes including mass concrete works.
4rS : 383 - 1910
1. SCOPE
1.1 ‘Tltis slnndard covers the requirements for aggregates, crushed or
un~rusl~d, derived I’rom natural sources, such as river terraces and river-
beds, glacial deposits, rocks, l~oulders and gravels, for use in the produc-
tion c,l’ concrete for normal structural purposes including mass concrete
works.
2. TERMINOLOGY
2.0 For the purpose o> this standard, the following definitions shall apply.
KIWI.:- A comprchcnsi~v2 ‘s:antlard cnvcring glossary of terms rclatir)S co aggre-
g~1tc.s fur concrctc is under preparation. The standard when publisbcd will include
the tl4nitiuns covcrcd under 2.1 to 2.3.
2.1 Fine Aggregatc- Aggregate most of which passes 4.75-mm IS Sieve
and contains only so much coarser material as permitted in 4.3.
2.1.1 JVuttrral Sand - Fine aggregate resulting from the natural disinteg-
ration of rock and which has been deposited by streams or glacial
agencies.
2.1.2 Crushed Stone Sand - Fine aggregate produced by crushing hard
stone.
2.1.3 Crushed Grace1 Sand - line aggregate produced by crushing
natural gravel. .
2.2 Coarse Aggregate -- Aggregate most of which is retained on 4*75-mm
IS Sieve and containing only so much finer material as is permitted for
the various types described in this standard.
NOTE -Coarse aggregate may be described as:
a) uncrushcd gravel or stone which results from natural disintegration of
rock,
b) crushed gravel or stone when it results from crushing of gravel or hard
stone, and
c) partially crushed gravel or stone when it is a product of the blending
uf (a) and (b).
2.3 All-in-Aggregate - l\Iaterial composed of fine aggregate and coarse-
aggregate.
3. QUALITY OF AGGREGATES
3.1 General - r1ggrcgntc shall consist of naturally occurring ( crushed or
uncrushed ) stones, gravel and sand or combination thereof. They shall
:
be harcl, strong, ~CIISC, dural)lc, clear and free from veins and adherent :I..
coating; and tiee from irrjurious amounts of disintegrated pi.eces, alkali,
vegetable matter and otlicr deleterious substances. As far as possible, .
flaky, scoriaceous and clongatccl pieces should be avoided.
5TS : 383 - 1970
3.2 Deleterious Materials -Aggregates shall not contain any harmful
:li;lt~.l~iai, such as pyrites, coal, lignite, mica, shale or similar laminated
material, clay, alkali, soft fragments, sea shells and organic impurities in
such quantity as to affect the strength or durability of the concrete.
Aggrqates to. be used for reinforced concrete shall not contain any
mater:aI liable to attack the steel reinforcement. Aggregates which are
chemically reactive with alkalies of cement are harmful as cracking of
concrete may take place.
SITE - Aggregates petrographically similar to known reactive types or aggrecates
wllich, on the basis of service history or laboratory exprriments, are suspected to haxve
reactive tendency sholdd be avoided or used only with cements of low alkalies [not
morr than 0.6 percent as sodillm oxide ( iKa,O )]. after detailed lnboracrwy stllclies.
uw of pozzolanic cement and certain pozzolanic admixtures may be helpful in control-
ling alkali aggregate reaction.
3.2.1 Litr~its d Deleterious Materials-The maximum quantity of
deleterious materials shall not rxce,cd the limits specified in Table 1 when
tested in accordance with IS : 2386-1963. However, the erqineer-in-charge
at his discretion, may relax some of the limits as a result of-some fLtrrher
tests and evidence of satisfactory performance of the aggregates.
3.3 Aggregate Crushing Value-The aggrcgnte crushing value, when
determined in accordance with IS: 2386 (Par! IV)-1963 shall not exceed
45 pcrcwt for aggregate used for concrete other than for wt lring surfaces,
and 30 percent for concrete for wearing surfaces, such as runways, roads
and pavements.
3.4 Aggregates Impact Value- As an alternative to 3.3 the aggregate
impact value may be determined in accordance with the method specified
iu IS : 2386 i Part IV )-1963. The aggregate impact value shall not exceed
45 percent by weight for aggregates used for concrete other than for
wearing surfaces and 30 percent by weight for concrete for wearing
surfaces, such as runways, roads and pavements.
3.5 Aggregate Abrasion Value- Unless otherwise agreed to between
the purchaser and the supplier, the abrasion value of aggregates, when
tested in accordance with the method specified in IS:2386 (Part IV)-
1963 using Los Angeles machine, shall not exceed the following values:
a) For aggregates to be used in 30 percent
concrete for wearing surfaces
t,) For aggregates to be used in 50 perrent
other concrete
3.6 Soundness of Aggregate- For concrete liable to be exposed the
action of frost, coarse and fine aggregates shall pass a sodium or magnesium
sulphate ;rccelerated soundness test specified in IS: 2386 (Part V)-1963,
the limits being set by agreement between the purchaser and the supplier,IS : 383 - 1970
except that aggregates failing in the accelerated soundness test may be
used if they pass a specified freezing and thawing test satisfactory to the
user.
Nova - As a general guide, it may be taken that the average loss of weight after 5
cycles shall not exceed the following:
a) For fine aggregate 10 percent when tested with sodium sulphate
( Na,SO, ), and
15 percent when tested with magnesium
slllphate ( MgSO, )
1) For coarse aggrega:e 1’2 percent when tested with sodium sulphate
( Sa s50, ), and
18 percent when tested with magnesium
sulphate ( hlgS0, )
4. SlZE AND GRADING OF AGGREGATES
4.1 Single-Sized Coarse Aggregates -Coarse aggregates shall be
supplied in the nominal sizes given in Table 2. For any one of the
nominal sizes, the proportion of other sizes, as determined by the method
described in IS :238G (Part I)-1963 shall also be in accordance with
Table 2.
4.1.1 Coarse A,:gwgafe for Mass Concrete- Coarse aggregate for mass
concrete works shall be in the sizes specified in Table 3.
4.2 Graded Aggregates-Graded coarse aggregates may be supplied in
the nominal sizes given in Table 2.
4.3 Fine Aggregates -The grading of fine aggregates, when determined
as described in IS: 2386 (Part I)-1963 shall bc within the limits given in
Table 4 and shall be described as fine aggregates, Grading Zones I, II,
III and IV: Where* the grading falls outside the limits of any particular
grading zone of sieves other than 600-micron IS Sieve by a total amount
not exceeding 5 percent, it shall be regarded as falling within that grading
zone. This tolerance shall not be applied to percentage passing the
600-micron IS Sieve or to percentage passinqany other sieve size on the
coarse limit ef Grading Zone I or the finer limit of Grading Zone IV.
4.4 All-in-Aggregates - If combined aggregates are available they need
not be separated into fine and coarse, but necessary adjustments may be
made in the grading by the addition of single-sized aggregates. The
grading of the all-in-aggregate, when analyzed, as described in IS:2386
(Part I ‘)-1963 shall be in accordance with Table 5.
7IS : 383 - 1970
TABLE 1 LIMITS OF DELETERIOUS MATERIALS
(Cfme 32.1 )
D~ZLETERIOUS METROD ox FINEAQQREQATF. COARSEAQQKEOATI
$JElSTASCE TEST PEwxNTA~BBY PERCENTAOE BY
WElorlT, AfOX WEIQRT, Mer
c--- L-_--~ r---h_-_-
Uncru- Crushed Uncru- Crushed
shed shed
(I) (2) (3) (4) (5) (6) (7)
i) Coal and lignite IS : 2386 180 198 1* oo 1* oo
(Part II)-
1963
ii) Clay lumps do 1-00 I.00 188 188
iii) ySt$eti finer than 75-g IS : 2386 3.00 1588 34io 380
, (Part I)-
1963
iv) Soft fragments IS : 2386 - 360 -
\p&; II)-
V) Sltkle do 1.9iJ - - -
vi) Total of percentages of - 5.00 2.00 5.00 5-88
all deleterious materials
( except ‘mica ) includ-
ing Sl No. (i) to (v)
for co1 4, 6 and 7 and
Sl No. (i) and (ii)
for co15 only
NOTE 1 -The presence of mica in the fine aggregate has been found to red
considerably the durability and compressive strength of concrete and further investi
tions are underway to determine the extent of the deleterious effect of mica. I
advisable, therefore, to investigate the mica content of fine aggregate and m
suitable allowances for the possible reduction in the strength of concrete or mortar.
No& 2-The aggre ate shall not contain harmful organic impurities [tested
accordance with IS : 23 pi6 ( Part II )- I963 ] in sufiicient quantities to affect adver
the strength or durability of concrete. A fine aggregate which fails in the test
organic impurities may be used, provided that, when tested for the effect of orgi
impurities on the strength of mortar, the relative strength at 7 and 28 days, reporta
accordance with 7 of IS : 2386 (Part VI )-1963 is not less than 95 percent.TABLE 2 COARSE AGGREGATES
( ChAws 4.1 and 4.2 )
ISSIEVE PEILCENTACJE P~SWNGKII~ SINGLE-SIZED AGQREQATE PERCENTACE Pnss~xc. FON GRADED
DESSQNA- OF NohlINAL SIZE AQGKEGATE OF ~~OJIINALSIZE
TlON p---7-------- h-~----~_.-._---7 f---------- h-----__-,
63 mm 40mm 20 mm 16mm 12.5 mm 10 mm 40 mm 20mm 16 mm 12.5 mG
(I) (2) (3) (4) (5) (6) (7) (8) (9) (10) (11)
80 mm 100 - - _- 103 - - -
63 mm 85 to 1cla 100 - - - - - - -
40 mm 0 to 30 85 to 100 100 - - - 95to 100 100 - -
CD
20 mm 0 to 5 at020 85 to 100 100 - - 30 to 70 95 to 100 100 100
16mm - - 85 to lou 100 - - - 9oto100 -
12.5 mm - - - 85 to 100 100 -- - - 90 to 100
10 mm 0 to 5 0 to5 0 to20 01030 Oto45 85tolOO lOto 25 to 55 30to70 40to85
4.75 mm - - 0 to 5 0105 Oto10 0 to 20’ 0 to5 OtolO oto10 0 ro 10
236mm - - - - - Oto5 - - - -ls:383-1970
TABLE 3 SIZES OF COARSE AGGREGATES FOR MASS CONCRETE
( CLausc4 .1.1 )
CLASS AND SIZE ISSIEVE DESIONATION PERCENTACEPASSISQ
Very large, 150 to 80 mm 160 mm+ 90 to 100
80 mm Oto IO
Large, 80 to 40 mm 80 mm 90 to 100
41) mm Oto 10
Medium, 40 to 20 mm 4Omm 90 to 100
20 mm Oto 10
Small, 20 to 4.75 mm 20 mm 9O‘to 100
4.75 mm Oto 10
2136 mm Oto 2
*There being no IS Skzve having an aperture larger than 100 mm a perforated plate
complying with IS : 2405-1963 and having a square aperture of 160 mm may be used.
5. SAMPLING AND TESTING
5.1 Sampling-The method of sampling shall be in accordance with
IS : 2430-1969. The amount of material required for each test shall be as
specified in the relevant method of test given in IS : 2386 (Part I)-1963 to
IS : 2386 ( Part VIII )-1963.
5.2 All tests shall be carried out as described in IS:2386 (Part I)-1963
to IS : 2386 (Part VIII)-1963. Unless otherwise stated in the enquiry or
order, duplicate tests shall be made in all cases and the results of both
tests reported.
5.2.1 In the case of all-in-aggregates, for purposes of tests to verify its
compliance with the requirements given in Table 1, and when necessary
for such other tests as required by the purchaser, the aggregates shall be
first separated into two fractions, one finer than 4*75-mm IS Sieve and the
other coarser than 4*75-mm IS Sieve, and the appropriate tests shall be
made on samples from each component, the former being tested as fine
aggregate and the latter as coarse aggregate.
5.2.2 If further confirmation as to the satisfactory nature of an aggre-
gate is required, tests may be made in accordance with 2 and 5 of
IS : 516-1959 with a view to comparing the properties of the concrete made
with the aggregate under consideration with those of concrete made with
an- aggregate of known quality.
10IS : 303 -1970
TABLE 4 FINE AGGREGATES’
( Clause 4.3 )
IS SIEVE PERCENTACK PASSINQ FOR
DESIGNATION r--- _____ ---__--___h------- .-.-----~
Grading GradinS Grading Grading
zone I Zone 11 Zone III Zone IV
10 mm 100 100 100 100
4.75 mm 90-100 90-100 90-100 95-100
2.36 mm 60-95 75-100 85-100 95-100
1.18 mm 30-70 55-90 75-100 90-100
600 micron 15-34 35-59 60-79 80-100
300 micron 5-20 8-30 12-40 15-50
150 micron O-10 O-10 O-10 o-15
NOW b--For crushed stone sands, the dermissible limit on 150-micron IS Sieve is
increased to 20 percent. This does not affect the 5 percent allowance permitted in 4.3
applymg to other sieve sizes.
NOTE 2 - Fine aggregate complying with the requirements of any grading zone in
this table is &table for concrete but the quality of concrete produced will depend upon
a number of factors including proportions.
Nc)TI’: 3 - Where concrete of high strength and good durability is required, line
aggregate conforming to any one of the four grading zones may be used, but the
concrete mix should be properly designed. AS the ne aggregate grading be&mea
progressively finer, that is, from Grading Zones I to I $ the ratio of fine aggregate to
coarse aggregate should be progressively reduced. Tie most suitable fine to coarse
ratio to be used for any particular mix will, howevQer, depend upon the actual giading,
particle shape and surface texture of both fine and coarse aggregates.
NOTE 4- It is recommended that fine aggregate conforming to Grading Zone IV
should not be used in reinforced concrete unless tests have been made to ascertain the
suitability of proposed mix proportions.
TABLE 5 ALL-IN-AGGREGATE GRADING
( ClUUSL4 .4 )
1s SIEVE PERCENTAGE PASUING ~OORALL-IN-AQOREQATEOI
DESIGNATION r------ -*_--a-_---_
40 mm Kominal Size 20 mm Nominal Size
80 mm 100
40 mm 95 to 100 100
20 mm 45 to 75 95 to 100
4-75 mm 25 to 45 30 to 50
COO micl o:, 8 to 30 10 to 35
150 micron 0 to 6 0 to 6
11IS:383-1970
6. SUPPLIER’S CERTIFICATE AND COST OF TESTS
6.1 The supplitr shall satisfy himself that the material complies with the
requirements of this standard and, if requested, shall supply a certificate
to this effect to the purchaser.
6.2 If the purchaser rkquircas independent tests to br made, the sample for
such tests shall be taken before or irnlllctliatc~l>- after deli\.c*ry, accordin:
to the option of the purchaser, and the tests carried out irt accordance
with this standard and on the written irlstructions of‘ the purc~hasc~r.
6.3 The supplier shall supply free of charge tllcl matcbrial rc~q~~ircd fut
tests.
6.4 The cost of the tests carried nut under 6.2 shall bc borne by:
a) the supplier, if the results show til,At tile material docxs not comply
with this standard; and
b) the purchaser, if the results shrst..; that & material complies wit11
this standard.
APPENDIX A
(Clause0 .8)
INFORMATION TO BE FURNISHED BY THE SUPPLIER
A-l. DETAILS OF INFORMATION
A-l.1 When requested by the purchaser or his representative, the supplier
shall provide the following particulars:
a) Source of supply, that is, precise location of source from where the
materials were obtained;
b) Trade group of principal rock type present (see Appendix C);
c) Physical characteristics (see Appendix C);
d) Presence of reactive minerals; and
e) Service history, if any.
A-I.2 Subject to prior agreement, the supplier shall furnish such of the
following additional information, when required by the purchaser:
a) Specific gravity,
b) Bulk density,
12lsr3s3-1970
4 Moisture content,
4 Absorption value,
e-1A ggregate crushing value or aggregate impact value,
f > Abrasion value,
69 Flakiness-index,
h) Elongation-index,
3 Presence of deleterious materials,
k) Potential reactivity of aggregate, and
m>
Soundness of aggregate,
APPENDIX B
( Clause 0.9)
TITLES OF REFERRED STANDARDS
IS : 2- 1960 Rules for rounding off numerical values (revised)
IS : 5 15-I 959 Specification for natural and manufactured aggregates
for use in mass concrete
IS :516-1959 Methods of test for strength of concrete
IS’: 2386 Methods of test for aggregates for concrete:
(Part I )-I963 Particle size and shape
(Part II)-1963 Estimation of deleterious materials and organic
impurities
(PariIII)-1963 Specific gravity, density, voids, absorption and
bulking
(Part IV)-1963 Mechanical properties
( Part V )-I963 Soundness
(Part VI )-I963 Measuring mortar making properties of fine
aggregate
-# Since withdrawn
13IS : 383 - 1970
( Part VII)-1963 Alkali aggregate reactivity
(Part VIII)-1963 Petrographic examination
1s : 2405-1963 Wire cloth and perforated plates for industrial sieves
IS : 2430-1969 Methods for sampling of aggregates for concrete
APPENDIX C
( Clause A-l. 1 )
DESCRIPTION AND PHYSICAL CHARACTERISTICS OF
AGGREGATES FOR CONCRETE
c-1. GENERAL HEADINGS
01.1 To enable detailed reports on aggregates to he framed on a com-
parable basis, the following general headings under which the appropriate
information may be given are suggested as a guide:
a) Trade Group -For example, granite, limestone and sandstone
(JCC-c-2.1);
b) Petrological .Name and Description -The correct petrological name
should be used and should be accompanied by a brief description
of such properties as hardness, colour, grain, imperfections, etc;
c) Description of the Bulk- The degree of cleanliness, that is, freedom
from dust, should be stated and reference made to the presence of
any pieces not representative of the bulk, such as elongated or
flaky pieces;
d) Particle Shaps - See C-3; and
e) &fiace T+4re- See C-3.
02. NOh8ENCLATURE OF ROCK
G2.0 The technical nomenclature of rocks is an extensive one and for
practical purposes it is sufficient to group together with those rocks having
certain petrological characteristics in common. Accordingly, the list of
trade groups given in G2.1 is adopted for the convenience of producers and
users of stone;
C-2.1 Trade Groups of Rocks Used as Concrete Aggregate
Names of trade groups : Granite, Gabbro, Aplite, Dolerite, Rhyolite,
Basalt, Sandstone, Limestone, Granulite,
Gneiss, Schist and Marble
14.
IS : 393 - 1970
C-2.1.1 List of Rockr Placed Una’er the Approjwiate Trradt Grouts-The
correct identification of a rock and its placing under the appropriate trade
group shall be left to the decision of the Geological Survey of India or
any competent geologist.
IGNEOUS ROCKS
Granite Group
Granite Granodiorite
Gmnophyre Diorite
Syenite
Gabbro Group
Gabbro Peridotite
Norite Pyroxenite
Anorthosite Epidiorite
Aplitc Group
Aplite Quartz reef
Porphyry
Dolerite Group
Dolerite Lamprophyre
Rhyolite Group
Rhyolite Felsite
Trachyte Pumicite
Basalt Group
Andesite Basalt
SEDIMENTARY ROCKS
Sands:ove Croup
Sandstone Arkose
Quartzite Gray wacke
Grit
Limestone Group
Limestone Dolomite
METAMORPHIC ROCKS
Granulite and Gneiss Grou&
Granite gneiss Amphibolite
Composite gneiss Granulite
Schist Group
Slate Phyllite
Schist
Marble Grou@
iMarble Crystalline
Limestone
15IS:383-1970
C-3. PARTICLE SHAPE AND SURFACE TEXTURE
C-3.1 The external characteristics of any mixture of mineral aggregate
include a wide variety of physical shape, colour and surface condition. III
order to avoid lengthy descriptipns, it may be convenient to apply to
distinctive group types of aggregates some general term which could be
adopted.
C-3.2 The simple system shown in Tables 6 and 7 has, therefore, been
devised and is put forward in the hope that it will facilitate delining the
essential features of both particle shape and surface characteristics.
G3.3 Surface characte; istics have been classified under five headings or
The grouping is broad; it does not purport to be a precise
~~~~aphical classification but is based upon a visual examination of
hand specimens. With certain materials, however, it may be necessary
to use a combined description with more than one group number for an
adequate description of the surface texture, for example, crushed gravel,
1 and 2; oolites 3 and 5.
TABLE 6 PARTICLE SHAPE
( aiuse c-3.2 )
CLASSlrrCATION h&WNXPTXON ILLUSTRA- EXAWL~C
TIONS OI
CanarcTslUs-
TIC SPECCIYENS
(1) (2) (3) (4)
Rounded Fully water worn or com- Fig. 1 Rdiver_or seashore graW?b;
pletely shaped by attrition seashore and
windblown sands
Irregular or partly Naturally irr+dar, or partly Fig. 2 Pit sands and gravels;
rounded shaped by attrition, and land or dug flints;
having rounded edges cuboid rock
Angular Possessing well-defined edges Fig. 3 Crushed rocks of all
formed at the inter-section types; talus; scrca
of roughly planar faces
Flaky Material, usually angular, Fig. 4 Laminated rocks
of which the thickness is
small relative to the width
and/or lengthIS : 383 - 1970
TABLE 7 SURFACE CHARACTERISTICS OF AGGREGATES
( Clause C-3.2 )
GROUP SORFACE TEXTWE EXAMPLE
I Glassy Black flint
2 Smooth Chert, slate, marble, some rhyolita
3 Granular Sandstone, oolites
4 Crystalline Pine: Basalt, trachyte, keratophyre
Medium: Dolerite, granophyre, granulite, microgra-
nire, some limestones, many dolomim
Coarse: Gabbro, gneiss, granite, granodiorite, Jyenite
5 Honey combed and Scnriae, pumice, trass
porous
FIG. 1 PARTICLE SHAPE: ROUNDED
FIG. 2 PARTICLE SHAPE: IRREGULAR
17As:383- 1970
FIG. 3 PARTICLESS HAPE: ANGULAR
FIG. 4 PARTICLE SHAPE: FLAKY
18IS:383-1970
(C ontinued j+om pop 2 )
Mcm hers Reprcsentin,~
SRRI V. K. GHENEEAR Structural Engineering Research Centre (CSIR ),
Roorkee
SRR~ A. S. PRASRD~ RAO ( Altcmatc)
SHRI K. c. GROSAL Sahu Cement Service, New Delhi
SHRI V. N. GUNAJI Public Works Department, Government of
Maharashtra
SRRI P. J. JAGUS The Associated Cement Co Ltd, Bombay
SHRI S. R. KULKARNI M. N. Dastur & Co ( P) Ltd, Calcutta
SHRI B. C. PATEL ( Al&mate )
SHRI G. C. MATHUR National Buildings Organization, New Delhi
SHRI P. C. JAIN ( Alfcmate )
DR P. K. MOHANTY Tor-Isteg Steel Corporation, Calcutta
DR R. S. PRASAD ( Al&mate)
SHRI K. K. NAMBIAR In personal capacity ( ‘ Ramannlaya ‘, II First &scent
Park Road, Gandhinagar, Adyar, Madras 20 )
DR M. L, PURI Central Road Research Institute ( CSIR ), New Delhi
SHRI N. S. RAMASWAMY Roads Wing ( Ministry of Transport & Shipping )
SHRI R. P. SIKKA ( Alternate))
SHRI T. N. S. RAO Gammon India Ltd, Bombay
SHRI S. R. PINHEIRO ( Alrcma&)
SUPERINTENDINQE NQINEER Central Public Works Department. New Delhi
SERI S. G. VAIDYA (Alternate )
SARI N. M. TEADANI In personal capacity ( 82, Marine Drive, Bomba> 2 )
COL J. M. TOLANI Engineer-in-Chief’s Branch. Army Headquarters,
New Delhi
MAJ D. D. SHARMA ( Altemafr)
DR H. C. VISVESVARAYA Cement Research Institute of India, New Delhi
19BUREAU OF INDIAN STANDARDB
Headquarters:
Manak Bhavan. 9 Bahadur Shah Zafar Marg, NEW DELHI 110003
Telephones: 331 01 31, 331 13 75 Telegrams: Manaks nstha
( Common to all Of“ dci es)
Regional Offices: Telefihone
Central : Manak Bhavan, 9 Bahadur Shah Zafar Marg, 331 69 31
NEW DELHI 110002 331 13.?5
I
*Eastern : l/14 C. I. T. Scheme VII M, V. I. P. Road, 36 24 99
Maniktola, CALCUTTA 700054
Northern : SC0 445-446, Sector 35-C, 121843
CHANDIGARH 160036 r 3 16 41
41 24 42
Southern : C. I. T. Campus, MADRAS 600113 41 25 19
( 41 2916
TWestern : Manakalaya, E9 MIDC, Marol, Andheri ( East ), 6 32 92 95
BOMBAY 400093
Branch Offices:
‘Pushpak’, Nurmohamed Shaikh Marg,/Khanpur. 2 63 48
AHMADABAD 380001
I 2 63 49
SPeenya Industrial Area 1st Stage, Bangalore Tumkur Road 38 49 55
BANGALORE 560058 38 49 56
I
Gangotri Complex, 5th Floor, Bhadbhada Road, T. T. Nagar, 667 16
BHCPAL -462003
Plot No. 82/83. Lkwis Road. BHUBANESHWAR 751002 5 3’6 27
5315. Ward No 29,‘R.G. Barua Road, 5th Byelane, 3 31 77
GUWAHATI 781003
5-8-56C L. N. Gupta Marg ( Nampally Station Road ), 23 1083
HYDERABAD 500001
6 34 71
R14 Yudhister Marg, C Scheme, JAIPUR 302005
{ 6 98 32
21 68 76
117/418 B Sarvodaya Nagar, KANPUR 208005
c 21 82 92
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 41 It?%
Wales Offke in Calcutta is a46 Chowringhrs Approach, P. 0. Princap 27 68 00
Street. Calcutta 700072
tSales Office in Bombay is at Novelty Chambers, Grant Road. 89 65 28
Bombay 400007
#Sales Office in Bangalore is at Unity Building, Narasimharaja Square, 522 38 71
Bangalore 560002
Reprography Unit, BIS, New Delhi, Indl~
|
1182.pdf
|
Isrlm-1983
(-@ml)
Indian Standard
RECOMMENDED- PRACTICE FOR
RADIOGRAPHIC EXAMINATION OF FUSION
WELDED BUTT JOINTS IN STEEL PLATES
( Second Revision )
Third Reprint JULY 1996
UDC 621.791.0X%.4:669.14-41:620.179.152
@ Copyright 1983
!d
,i
BUREAU OFINDIAN STANDARDS
I. ~
MANAK RHAVAN, 9 RAHADUR SHAH ZAFAR MARG
G kc :
NEW Dl~I.III I 1oouZ s.
Gr4 August 1983
._ . .__ .,~IS:1182-1983
(R e&Umcd 1991)
Indian Standard
RECOMMENDED PRACTICE FOR
RADIOGRAPHIC EXAMINATION OF FUSION
WELDED BUTT JOINTS IN STEEL PLATES
( Second Revision
)
Non-Destructive Testing Sectional Committee, SMDC 25
Ct~airmqn Representing
SHRI N. V. PANDIT M. ‘hf. Suri & Associ&s ( P ) Ltd, Bombay
&embers
SUM E. B. ARDUANARI Walchandnagar Industries Ltd, Walchandnagar,
Distt Pune
SHRI D. R. KOLHATKAR( Alternate )
Srinx M. K. BANEWEE Tata Engineering & Locomotive Co Ltd,
Jamshedpur
SHRI A. R. HORE( Akernate )
SHRI J. N. BHAWAL National Test House, Calcutta
SHRI K. L. BA~~U(I hernate )
DR V. N, BLNDAL Natio$Ai Physical Laboratory ( CSIR 1, New
~g?yI~ KgE~< ( Alternate )
. . Mining and Allied Machinery Corporation Ltd.
Duraaour
SHRI S. KUMAR ( Alternate )
SHRI G. CHA~TERIEE Indian Tube Co Ltd. Jamshedpur
SHRI R. N. DAS ACC Vickers Babcock Ltd, Durt-z apur
DEPCJTDY IRECXOR( Msr-3 >,
RDSO, LUCKNOW Ministry of Railways
CHEMISTA NDM ~TALLIJROI~TW. R.
AJMER( Alternate) . _
SHRI S. C. Dey Central Boilers Board, New Delhi
Smu V. EMWARN Steel Authority of India Ltd ( Rourkela Steel
Plirnt ), R&rkela
SARI M. C. JOSHI( Alternate )
SHRI K. N. KINI Air India, Bombay
SHRI A. V. KULICARN(I Altmate )
Smx N. KOSHI Ministry of Shipping and Transport, New Delhi
( Continued on page 2 )
I Q Copyr&ht 1983 I
I BUREAU OF INDIAN STANDARDS
This publication is protected under the Its&n CopyrYr Ad ( xl: of 1957 ) and
reproduction in whole or in part by any means ~tcept with written gslrniuion of &e
publist& shall be deemed to-be an infringaaent of copyright undar the said Act. -( Canttnuedjiom page 1 )
Members Representing
Sti N. S. RAMAM ottnn Stccl~/+&lpity of India Ltd ( Bhilai Steel Plant ),
?&rar R. S. Duaav ( A/ternate )
Srim S. K. PANDAU Bharat Heavy Electricala Ltd
SHXIu . MOHAN h0 ( /i/t~t7fflt~ I )
SHRI P. v. SMTRY ( Alferm7te II )
f&RI A. s. PRWAD Tata Iron & Steel Co Ltd. Jamshedpur
SXitttS . A. HAQUX ( .hfni7M )
DR 81 RAI Stcai Authority of India Ltd ( R & D Centrc for
Iron and Steel ). Ranchi
SARI SUDHA~~ JHA ( AlrernuTe )
SHRl s. RAruAswAMv Mukand Iron & Steel Works Ltd. Bombay
Strtu D. S. P. RAO Bharat Heavy Plates & Vcsscls Ltd, Visskhaf
patnam
SRw S. ABIMOORTHY( AItemc+ )
Sgtu K. V. NARASIMHA RAO K. C. P. Ltd. Triuvottiur, Madras
SEIRIB . N. RAY Ministry of Defencc ( DGI )
SIIRI,S . R. MAZUMVAR( Alteraate )
-DR S. ROY Central Mcchanical~Enginecring Research
Institute ( CSIR ), Durgapur
SHRI s, R. SAfItJ Stool Authority of India Ltd ( Bokaro St4 Ltd ),
Bokaro Steel City
Smu G. C. Pmsm ( Alfemare )
SIW N. L. SAO CcntraaanMiing Research Station ( CSIR ).
Da B. K. SARKAR Vikram Sarabhai Space Centrc, Trivandrum
SHIUC . R. SATYA( Altemute )
Srrar T. K. SBN Bum & Co Ltd. Howrah
lttut P. DUOUFTA ( Alternate )
@arR. B. Srtwa Heavy Bnginccring Corporation Ltd. Ranchi
ZEN . M. WAUXXA pirectorate General of Civil Aviation, New Delhi
R. R. W-RKAR ._Bltahha Atomic Rcscarch Centrc, Bombay
SHRI K. BALARAMAM~~~T(H AYu emure I
SHE!K1 . RAOHA~BNDRAN, Diractor General, fS( Ex-ofi& Member )
Director ( Strut & Met )
Secretary
Deputy Director ( Maals ),‘BIS
Radiographic Testing Standard Subcommittee, SMDC 25 : 2
Mwnbw~
SHRI P. CxAbtt Bharat Heavy Blactricals Ltd, Hydcrabad
Srttt~ B. K. SINOR(.A kemute )
LT-coi s. s. MoiUBrrr Ministry of Dafencc ( DGI )
SauD.RDtu&wt(Alemute) -
SaUS. hkdASWAMY M&and iron 10 Stcol Works Ltd. Bombay
&at K. J. SINORA RORA Bharat St4 Tubas Ltd. New D&i
Stw M. P. MIZTAL( Alternate )
Ssu R. R. W-n Bhabha Atomic Rc&atch Contrc, Bombay
2IS : 1182- 1983
Indian Stamard
RECOMMENDEDPRACTICE FOR
RADIOGRAPHICEXAMINATIONOFFUslON
WELDED BUTTJOINTSINSTEELPLATES
Second Revision
( )
0. FOREWORD
0.1 This Indian Standard ( Second Revision ) was adopted by the Indian
Staqdards Institution on 25 April 1983, after the draft finalized by the Non;
Destructive Testing Sectional Committee had been approved by the
Structural and Metals Division Council.
0.2 This standard was first published in 1957 and was subsequently revised
in 1967. It has now been revised in the light of the experience gained
since its last revision. The recommendations given in this revision are based
primarily on radiographic techniques which have been used sucQssfully in
industry for examination of welded joints.
0.3 In this standard two different techniques, a general technique apd a
special technique for application in more important and ditiicult fields
where higher sensitivity is required, have been specified.
0.4 This standard should be used in conjunction with IS : 2595 - 1978*.
1. SCOPE
1.1 This standard prescribes recommendations for the radiographic
examination of fusion welded butt joints in steel plates.
1;2, This standard covers two techniques, namely, Technique A and Techni-
que B. No attempt is made to define which technique should be used for
any particular application because this is a matter for agreement betweeo
the contracting parties.
2. RADIOGRAPHIC TECHNIQUES
2.1 The two techniques covered in this standard are classified as follows:
Technique A -This technique is particularly intended for general
*Coda of practice for radiographict ating (first revision ).
3application for radiographic examination. Most applications are covered
by the ‘use of this technique.
Technique B - This technique is intended for more important and
critical applications, where Technique A may not have enough sensitivity
to reveal all the defects desired to be detected. In this technique only
fine-grained films or ultra-fine-grained films and lead screens shall be
used. This technique generally requires longer exposure time.
3. TERMINOLOGY
3.1 For the purpose of this standard, the definitions given in IS : 812-1957”
and IS : 2478-1981t shall apply.
4 PROTECTION OF PERSONNEL
4.1 Since exposure of any part of the human body to X-rays or gamma-
,iays may become highly injurious to health, it is essential that wherever
X-ray equipment or radioactive sources are in use, adequate precautions are
taken to protect the radiographer and other persons in the vicinity. For
details about radioactive protection, reference may be made to IS : 2598-
1966:.
5. WELD SURFACE PREPARATION
5.1 In order to simplify interpretation of radiographs, it is advisable to
remove surface irregularities before radiographic examination. In general
surface preparation is not’, necessary for radiogmphy, but, where surface
irregularities might cause daculty in detecting internal defects, the surface
may be conditioned by any suitable process.
6. LOCATION OF THE WELJJ IN THE RADIOGRAPH
6.1 Markers, usually in the form of lead arrows or other symbols, shall be
placed along side the weld on each sides of it, so that the position of the
weld can be identified on the radiograph.
7. IDENTIFICATION OF RADIOGRAPHS
7.1 Each section of weld radiographed shall have suitable symbols affixed to
it to identify:
a) the job or work piece,
b) the joint,
Kilossay of tams rcdati~to welding and cuttiatot metals.
fllossary of tv relati+ to industrial radiology (fiat rerislon ).
!‘
$!Safetyc ode for iodustrial radiographic practice. , .,
4Is :1182-1983
c) the section of the joint,
d) manufacturer’s name or trade-mark, and
e) date.
The symbols consisting of lead letters or numerals, shall be positioned
on the work piece so that their,images appear on the radiograph to ensure
unequivocal identification of the section.
7.1.1 In addition, the radiograph may be marked with manufacturer’s
identification and dates of radiography, which need not necessarily appear
as radiographic images.
8. MARKING
8.1 In general, permanent marking for the work piece shall be used to
provide reference points for accurate relocation of the position of each
radiograph. Where the nature of the material and its service conditions
render stamping undesirable, other suitable means of marking such as
painting shall be used.
9. OVERLAP OF FILMS
9.1 In radiographing a continuous length of weld joint with separate films,
the separate radiographs of the joint should overlap at least IO mm to
ensure that no portion of the joint remaina unexamined.
10. IMAGE QUALITY INDICATORS ( IQ1 )
10.1 Image quality indicator ( IQ1 ) sensitivity is a means by which the quality
of radiographic techniques used may be compared and is not a measure of
Saw sensitivity as the latter is a complex function of the geometry, absorp-
tion and location of the flaw. The use of an image quality indicator ( IQ1 )
otherwise known as a penetrameter, provides a guide to the quality. of the
radiographic technique used. An IQ1 conforming to IS : 3657-1978’ should
be placed at one or .both ends of.every section radiographed, on the surface
facing the source side of radiation and depending on its type, adjacent to
or across the weld. Only where this surfaceis inaccessible, the IQ1 shall be
placed on the film’side. If this has to be done, a lead letter ‘F’ should be
placed near the IQ1 and this should also be mentioned in the test report, as
the IQ1 indication does not have the same meaning when the IQ1 is placed
in this position;
lS pecificsrion for adiigcaphii image quality indkaton (fist rcvlsion ).
5IS : 1182- 1983
11. RECOMMENDEDT ECHNIQUES FOR MAKINGR ADIOGRAPHS
11.1 Films and Screens
11.1.1 The films to be used for Technique A shall be fine grain, very
high contrast, medium speed, direct type film while for Technique B they
shall be ultra-fine grain, high contrast, direct type film.
11.1.2 For X-rays and gamma-rays, using Iridium-192 source, front and
back intensifying lead screens shall have, for both Techniques A and B, a
thickness between 0’02 and 0’25 mm.
11.1.3 For X-ray voltages below 120 kif, the absorption of the front
screen is greater than the intensifying action produced if lead screens of the
usual thickness are employed. For this reason a screen of tin is sometimes
recommendeddor use at low X-ray energies.
11.1.4 For gamma-rays, using Cobalt-60 source, front and back screens
of copper, steel or lead may be used. For screens other than lead, a thickness
of 0’2 to 0’5 mm shall be used.
11.2 Cassettes - Films and screens should be placed in’cassettes wh ch
may be rigid or flexible. Rigid cassettes are, recommended, but for specimens
with curvatures, flexible cassettes may be used. In all cases, precautions
shall be taken to ,ensure good film-screen contact. Pre-packed strip film
with integral metal intensifying screens may also be used.
11.3 Alignment of Beam - The beam of radiation shall be directed to the
middle of the section under examination and shall be normal to the plate
surface at that point; except in a special examination for certain defects
which it is known will be best revealed by a different alignment of the beam,
for example, defects at a fusion face are revealed when the exposure is
made with the beam directed along the fusion face.
11.4 Interceptiono f Undesirablea nd ScatteredR adiation
11.4.1 No back scattered radiation shall reach the film. The film shall be
shielded from all back scattered radiation by lead spot of an adequate
thickness placed behind the film-screen combination.
11.4.2 In order to reduce the effect of scattered radiation, adequate
marking shall be provided so as to limit the area irradiated to the section
under. examination.
11.5 Source-to-Film Distance/Focus-to-Film Distance
11.5.1 The distance between the film and the adjacent weld surface should
be as small as Possible. The minimum source-to-specimen distaacef (that
6-. _. ..“_., .. __ ,”. ._“,_ .”_ ______ ~ .^--.*-_
,“_“,_~_.___“_.“^_~. _..1111.^ . .
IS : 1182-1 m
‘is the distance between the radiation source and the surface of specimen
facing the X-ray tube or gamma-ray pource) depends on the effective
dimension .f of the focal spot or source of .radiation and the distance b
between the film and the surface of the specimen ( which normally is
identical with the thickness s of the specimen).
11.5.2 The minimum source-to-specimen distancefshould be chosen SO
that the ratio of this distance ,to the effective dimension of focal spot or
Fource of radiation d, that is, the ratiof/d, is not below the values according
to the following equation:
f/d = 7’5 s2f3 for Technique A, and
f/d = 15 s213f or Technique B.
11.53 In Fig. 1 these relationships between the ratio f/d and the thick-
ness s of the specimen arc plotted in a graph and in Fig. 2, in a nomogram.
’ 11.5.4 If the distance b between the tiurface of specimen and the film. is
large compared to the thickness s, then s shall be replaced by b on th$
abcissa of Fig. 1 or on the right scale of Fig. 2.
11.6 Size of Area Examined - The maximum length of .weld to be examin-
ed at each exposure should be determined, by the difference between the
thickness of material penetrated in the centre of the radiation beam and
that at the extremities of the exposed area, measure in the direction of the
incident beam at that point. The differences in density resulting from thig
variation of thickness and rtcorded on the film.should be within the density
range indicated in 11.7.
11.7 Density of Radiograph - Exposure conditions should be such that the
density of the radiograph of the sound weld metal in the area under exami-
nation shall be not less than 1’7 for Technique A and 2’0 for Technique B,
and not greater than 3’0 for both the techoiques. A maximum density of 3’0
has been quoted as this represents the usual limit of most film viewing equip-
ment, but higher densities may be used with advantage where the viewing
light is sufficiently bright to permit adequate interpretation. These values
are ioclusive of the fog density ( density of a processed unexposed film ) of
not greater than 0’3.
11.8 X-ray Tube Voltage and Type of Gamma-Ray Sources
11.8.1 To maintain a good sensitivity of defect detection, the X-ray tube
Volta&e should be as low as possible. As a basis for choosing an appropriate
voltage, the maximum-values given ili ‘Fig. 3,should not be’ exceeded. For
some applications where there is a thickness change across the area of speci-
men being radiographed, a modification of technique using a slightly higher
voltage, may be used, but it should be noted that an excessively high tube
voltak: will lead to a loss of defect sensitivity.
711.8.2T he gamma-ray sources give0 below are generally sIJibrbl0f or
pCOC&ating the thickness of steel as spdkd against each :
Gamma-RayS ource Txicknee~ of Steel
Cobalt 60 40rY?200
Iridium 192 12’5 to 75
Caesium 137 20 to loo
Il.&?.21 The gamma-ray sources may be used for thickness ranges,
other than those indicated above, provided satisfactory sensitivity and
deosity are obtained.
11.8.3 It should be noted that the sensitivity of fldw detection attainable
with gamma-rays is generally inferior to that obtained with X-rays. The
difference in sensitivity is greatest oo thin welds aod becomes less marked
oo thicker sections. The use of gamma-rays should therefore be limited, as
far as possible, to applications where the shape, thickaessor accessibility of
the welds make X-ray examination impraticable.
11.9 Processing - The film shall be processed in accordance with recognix-
ed good practice. A standard type of X-ray developer shall be used and
the processing solutions shall be maiotaioed in good working condition.
Particular atteotioo should be id to temperature and developing time,
which shall be in accordance wit r Alm manufacturer’s recommendations.
The radiographs shall be free from imperfections due to processing, or other
defects which would interfere with interpretation.
11.10 Viewing-The radiograph shall be examined by diffused light in a
room where extraneous light does not interfere with viewing, and the
illuminated area shall be masked to the minimum required for viewing the
radiographic image. The brightness of the viewing screen shall prefzably
be adjustable so as to allow satisfactory viewing of the radiographs.
12. RECORD OF TECHNICAL DATA
12.1 For each radiograph, or set of radiographs Information shall be avail-
able on the radiographic technique used. In particular the following shall
be recorded:
8) type of X-ray equipment, tube voltage and current or type of
radioactive source together with its strength and size;
b) time of ‘exposure, type of film aod screen, and focus-to-film dis-
taoce/source-to-film drstance;
d system of marking used; and
4 position of IQI, whether source side or 5lm side.
.:
8‘... ., _._ ._._._,_,,.._.., .. ._.__._._ . .
1_ .,
IS:tMz-1983
lOdO . \
I .
w
200
100
I’
/
c
/
y 50
7
2 b
mm ___c
FIG. 3 PERMESSIBLMEA XIMUMX -RAY VOLTAGEBUREAU OF INDIAN STANDARDS
Headquarters:
Manak Bhavan, 9 Bahadur Shah Zafar Marg, NEW DELHI 110002
Telephones: 323 0131,323 6375,323 9402
Fax : 91 11 3234062,91 11 3239399
Telegrams : Manaksanstha
(Common to all Offices)
Central Laboratory : Telephone
Plot No. 20/9, Site IV, Sahibabad Industrial Area, Sahibabad 201010 6-77 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, CAJ_CUlTA 700054 337 66 62
Northern : SC0 335-336, Sector 34-A, CHANDIGARH 160022 60 38 43
Southern : C.I.T. Campus, IV Cross Road, MADRAS 600113 2352315
tWestern : Manakalaya. E9, Behind Marol Telephone Exchange, Andheri (East), 632 92 95
MUMBAI 400093
Branch Offices::
‘Pushpak’, Nurmohamed Shaikh Marg, Khanpur, AHMEDABAD 360001 550 13 48
SPeenya Industrial Area, 1st Stage, Bangalore-Tumkur Road, a39 49 55
BANGALORE 560056
Gangotri Complex, 5th Floor, Bhadbhada Road, T.T. Nagar, BHOPAL 462003 554021
Plot No. 62-63, Unit VI, Ganga Nagar, BHUBANESHWAR 751001 40 36 27
Kalaikathir Buildings, 670 Avinashi Road, COIMBATORE 641037 21 01 41
Plot No. 43, Sector 16 A, Mathura Road, FARIDABAD 121001 a-28 aa 01
Savitri Complex, 116 G.T. Road, GHAZIABAD 201001 a-71 1996
53/5 Ward No.29. R.G. Barua Road, 5th By-lane, GUWAHATI 761003 54 1137
5-6-56C, L.N. Gupta Marg, Nampally Station Road, HYDERABAD 500001 201083
E-52, Chitaranjan Marg, C-Scheme, JAIPUR 302001 37 29 25
117/416 8, Sarvodaya Nagar, KANPUR 206005 21 66 76
Seth Bhawan, 2nd Floor, Behind Leela Cinema, Naval Kishore Road, 23 69 23
LUCKNOW 226001
Patliputra Industrial Estate, PATNA 600013 26 23 05
T.C. No. 14/1421, University P. 0. Palayam, THIRUVANANTHAPURAM 695034 621 17
inspection Offices (With Sale Point) :
Pushpanjali, 1st Floor, 205-A, West High Court Road, Shankar Nagar Square, 52 51 71
NAGPUR 440010
!nstitution of Engineers (India) Building 1332 Shivaji Nagar, PUNE 411005 32 36 35
*Sales Office is at 5 Chowringhee Approach, P.O. Princep Street, 271085
CALCUTTA 700072
tSales Office is at Novelty Chambers, Grant Road, MUMBAl 400007 309 65 28
SSales Office is at ‘F’ Block, Unity Building, Narashimaraja Square, 222 39 71
BANGALORE 560002
Printed at Printograph, New Delhi (INDIA).
/“. “..l -1 -, __.._. .,. , .
._.” .
|
2430.pdf
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yr --____--_~_
IS : 2430- 1986
Indian Standard
METHODS FOR
SAMPLING OF AGGREGATES
FOR CONCRETE
( First Revision
Third Reprint SEPTEMBER 1993
UDC 666.972.12:620.113
@ Copyfight 1987
BUREAU OF INDIAN STANDARD S
MANAKBHAVAN, 9 BAHADUFt SHAH ZAFARMARG
NEW DELHI 110002
Gr3 3wu 1987IS:2430-1986
Indian Standard
METHODS FOR
SAMPLING OF AGGREGATES
FOR CONCRETE
( First Revision )
Building Materials and Components Sampling Sectional Committee,
BDC 31
Chairman Represrnling
DR MOEAN RAI Central Building Research Institute ( CSIR ),
Roorkee
Members
SIiRI S. K. Goswanr ( Al&safe to
Dr Mohan Rai )
SHRI S. K. BANERJEE National Test House, Calcutta
DR P. Ray CHAUDRURI Centgralhyd Research Institute ( CSIR ), New
SBRI L. A. GOKHALE Mini~;iykXwTransport, Department of Railways,
Sam B. K. JAIN ( Alfrmutr )
SHRI S. C. KUYAR Development Commiuioner, Small Scale Industries.
New Delhi
SHRI K. V. K. RAJU ( Allrmare )
SHRI M. V. LAKSF~XANASAMY Indian Statistical Institute, Calcutta
DR A. G. MADHAVA RAO Struc;;;iaFineering Research Centre ( CSIR ),
SHRI D. S. RAYACHANDRA
MURTHY ( Alinnate )
SHRI J. P. MAIKWRI Export Inspection Council of India, New Delhi
SHRI P. P. SAXENA ( Akrrnatc )
DR A. K. MULLICK Nati~$“,t$l for Cement and Building Materiala,
e
SHRI K. H. BABU ( Alternate )
SERI S. S. RAJPUT Forest Research Institute and Colleges. Dehra Dun
SRRIK.S. SRINIVASAN National Buildings Organization, New Delhi
SHRI T. R. BHATIA ( Akmutr )
SHRI N. VEERABADHU Central Public Worka Department, New Delhi
SHRI S. B. JAISWAL ( Aftrrnotc )
SHRI G. VENXATESULU Ministry of Shipping and Transport, New Delhi
SHRI PRAFULLA KUMAB ( Afternate )
SHRX G. W. DATEY, Director General, BIS ( Ero@cio Mmbn )
Director ( Stat: )
SIcretafy
SYT ANDPAM GUPTA
Deputy Director ( Stat ), BIS
@ Cowight 1987
BUREAU OF INDIAN STANDARDS
This publication is protected under the Indian Co@yriiht Act ( XIV of 1957 ) and
reproduction in whole or in part by any means except with written permission of the
publisher shall be deemed to be an infringement of copyright under the said Art.IS : 2430 - 1986
Indian Standard
METHODS FOR
SAMPLING OF AGGREGATES
FOR CONCRETE
( First Revision
0. FOREWORD
0.1 This Indian Standard ( First Revision ) was adopted by the Indian
Standards Institution on 28 November 1986, after the draft finalized by
the Building Materials and Components Sampling Sectional Committee
had been approved by the Civil Engineering Division Council.
0.2 Sampling is of equal importance to testing and a man drawing
samples shall use every precaution to obtain samples that will show the
true nature and condition of the materials which they represent.
0.3 One of the major contributing factors to the quality of concrete
is the quality of aggregates used therein. It is, therefore, imperative
that due consideration is given to sampling procedures which will help
in the proper and objective evaluation of the quality of aggregates.
0.4 This standard was originally issued in 1969. This has been revised
so as to make it more easily implementable in practice and bring it in
line with the current national and international trade practices. [ In
this revised version, the weight of the gross sample and number of
increments have been modified so that it may be more economical to
use them in practice.]
0.5 In preparing this standard, assistance has been derived from the
following publications:
ASTM/D 75-1982 Standard practice for sampling aggregates
ISO/DIS 4847 Concrete - Sampling of normal weight aggregates.
0.6 For reporting the results of a test or analysis, if the final value,
observed or calculated, is to be rounded off, it shall be done in accordance
with IS : 2-1960*.
*Ruler for rounding off numerical values ( rsckad ).
2I_ _ _. “_._..
E.,-..r I.._. - ._._
IS : 2430 - 1986
1. SCOPE
1.1 This standard prescribes the methods of sampling for coarse and
fine aggregates for the following purposes:
a) PreIiminary investigation of source of suppl’y,
b) Inspection of shipment of materials, and
c) Inspection of materials on the site of work.
1.2 This standard also specifies methods of sample reduction, packing
and forwarding them for examination and testing.
2. TERMINOLOGY
2.0 For the purpose of this standard, the following definitions shall
apply-
2.1 Aggregates - Crushed stone, crushed boulders, gravel, sand,
industrial by-products or such other inert material.
2.2 Fine Aggregates - Aggregates most of which pass thtough
4’75 mm IS Sieve.
2.2.1 Natural Sand - Fine aggregates resulting from the natural
disintegration of rock and which have been deposited by streams or
glacial agencies.
2.2.2 Crushed Stone Sand - Fine a’ggregates produced by crushing
hard stone.
2.2.3 Crushed Gravel Sand - Fine aggregates produced by crushing
natural gravel.
2.3 Coarse Aggregates - Aggregates most of which are retained on
4’75 mm IS Sieve.
2.4 All-in Aggregates - Material composed of fine aggregates and
coarse aggregates.
2.5 Lot - The quantity of aggregates of the same class, nominal size,
source and offered for inspection at one time. The lot may consist of
the whole or a part of the quantity ordered for.
2.6 Sub-lot - The quantity of aggregates in each of the parts into
which a lot is divided for the purpose of sampling. As far as possible
sub-lots should be of equal size.
2.7 Increment - The quantity of aggregates obtained by a sampling
device at one time.
2.8 Unit Sample - The quantity of aggregates collected at one point
in sectional -ampling or at one time from the conveyor.
3IS : 2430 - 1986
2.9 Gross Sample - Sample as collected from a sub-lot, that is, the
quantity of aggregates consisting of one Or several increments or unit
samples taken from a sub-lot.
2.10 Laboratory Sample - The quantity of aggregates obtained by
reducing a gross sample following a specified procedure and intended
for laboratory testing.
2.11 Composite Sample ( for the Lot ) - The quantity of
aggregates obtained by mixing together equal quantities from each of
the laboratory samples.
3. SAMPLING FOR PRELIMINARY INVESTIGATION OF
SOURCE OF SUPPLY
3.1 Stone from Ledges for Quarries
3.1.1 The ledge or quarry face of the stone shall be inspected to
determine any discernible variations or strata. Differences in colour
and texture shall be observed.
3.1.2 Separate samples having a mass of at least 25 kg of stone should
be obtained from each discernible strata. The sample should not
include material weathered to such an extent that it is no longer useful
for the purpose intended.
3.2 Field Stone and Boulders
3.i.l A detailed inspection of the deposits of field stone and boulders,
over the area from where the supply is to be obtained, shall be made.
The different kinds of stone and their condition in various deposits shall
be recorded.
3.2.2 Separate samples shall be selected of all classes of stone that
visual examination indicates would be considered for use in construction.
These individual samples shall weigh at least 25 kg each.
3.3 Sand and Gravel ( Road Side, Bank Run Sand and Gravel
Deposits )
3.3.1 Road side production is the production of materials with
portable or semi-portable crushing, screening, or washing plants estab-
lished or reopened in the vicinity of the work on a designated project
for the purpose of supplying materials for that project.
3.3.2 Potential sources of bank run sand may include previously worked
pits from which there is an exposed face or potential deposits discovered
through air-photq, interpretation, geo-physical exploration or other
types of investigation.
3.3.3 Samples shall be so chosen from each of the different strata in
the deposit discernible to the sampler. An estimate of the quantity of
different materials shall be made.
1IS : 2430 - 1986
3.3.4 If the deposit is worked as an open-face bank or pit, the sample
shall be taken by channelling the face vertically, top to bottom, so as
to represent the materials proposed for use. Over-burden and disturbed
material shall not be included in the sample. Test holes shall be
excavated or drilled at numerous locations in the deposit to determine
quality of material and the extent of the deposit ljeyocd the exposed
face, if any. The number and depth of these lest holes will depend
upon the quantity of the materia1 to be used, topography of the area,
nature of the deposit, character of the material and potential value of
the material in the deposit. Separate samI>les shall be obtained from
the face of the bank and from test holes. If visual inspection indicates
that there is considerable variation in material, indivii;ual samples shall
be selected from the material in each well defined stratum. Each sample
shall be thoroughly mixed and quartered, if necessary, so that the.gross
sample obtained wail be of at least 12 kg for sand and 33 kg If the
deposit contains an appreciable amount of coarse aggregates. If the
deposit being in\,estiqated does not have an open face, sample shall
be obtained entirely from test holes as outlined herein.
4. SAMPLING FOR INSPECTION OF SHIPMENT OF
MATERIALS AND OF MATERIALS ON THE SITE OF
WORK
4.1 The samples shall be selected and examined from each lot ( see 2.5 )
separately.
4.1.1 For obtaining reliable conclusions, it is recommended that as
far as possible aggregates be sampled when in motion, that is, from
conveyors or during loading and unloading,
4.2 Sampling from Conveyors
4.2.1 Sub-lots - For the purpose of sampling a lot, while it is being
discharged over a conveyor, shall be divided into a number of sub-lots
of approximately equal size as specified in Table 1.
TABLE 1 NUMBER OF SUB-LOTS INTO WHICH A LOT IS
TO BE DIVIDED
( Clauses4 .2.1, 4.3.1 and 4.4.3 )
LOT STZE No. OF SrjB-LOTS
(md)
(1) (2)
101 to 500 3
501 to 1 500 5
I 501 to 5 000 7
NOTE - In case the lot contains 100 ms or less of aggregates, the sampling shall
be subject to agreement between the purchaser and the supplier.
5IS :2430- 1986
4.2.1.1 A representative gross sample shall be drawn from each of
the sub-lots and shall be kept separately. Thus there will be as many
gross samples as the number of sub-lots into which the lot has been
divided.
4.2.2 The weight of the grocs sample shall depend on the maximum
nominal size of aggregates and shall be according to Table 2. In order
to obtain this weight of gross sample, at least 10 increments of a suitable
weight, each not less than 1 kg, shall be taken. Increments shall be
taken with the help of a suitable scoop ( see Fig. 1 ) at regular intervals.
TABLE 2 WEIGHT OF GROSS SAMPLE
M_cama NOMINAL SIZE OF MINIMUM WEIGHT OF
AGGREGATES GROSS SA~~PLE
(mm) ( kg )
Fine Aggregates
2.36 10
475 10
Coarse’A ggregates
9.5 10
10'0 10
12-5 15
13’2 15
l&O 20
19.0 25
20’0 25
251) 50
37.5 75
40.0 80
50.0 100
63.0 125
75.0 150
80’0 160
90’0 175
NOTE 1 - For aggregates, the maximum nominal size of particles is the largest
sieve size upon which any material is permitted to be retained.
NOTE 2 -For all-in-aggregates, minimum weight of gross sample shall be the
mass of coarse aggregates ( minimum ) plus 10 kg.
6IS : 2430- 1986
Dimansions of the Scoop in mm
~-.--‘-~--h----~~-~
A B c D E
10 ’ 250 250 120 200 300
5 200 200 90 175 240
2 150 150 75 125 180
FIG. 1 SAMPLINGS hoopIS : 2430 - 1986
4.2.2.1 The increments shall be taken at equal intervals preferably
from the cross section and thickness of the stream in one operation.
When the aggregates are in motion, the most reliable means of taking
such increments is to sample at a point where the material discharges
from the belt. The best possible increment is one which cuts across
entirely the falling steam of the material by means of a suitable
receptacle passed from one side of the steam to the other without
allowing the receptacle to overflow. If the whole of the steam cannot
be covered by one increment without overflowing the receptacle, the
steam should be sampled systematically by taking material from all
portions.
4.2.2.2 If’it is not possible to sample satisfactorily at the point of
discharge, increments may be drawn from the moving belt itself. In
this case, the increments shall be col1ecte.d from the centre and the
left and right side of the belt along the same width. To ensure that very
small material is also correctly obtained, a scoop should sweep the
conveyor.
4.2.3 The material collected from various increments in a sub-lot
shall be combined and mixed together to constitute a gross sample.
4.3 Sampling from Transportation Units ( Wagons, Trucks and
Boats )
4.3.1 Sub-lots - For the purpose of sampling, all the carriers ( wagons/
trucks/boats ) in a lot shall be divided into a suitable number of sub-lots
of approximately equal size in accordance with the requirements of
Table 1.
4.3.1.1 A representative gross sample shall be drawn from each of
the sub-lots and shall be kept separately. Thus, there will be as many
gross samples as the number of sub-lots into which a lot has been
divided.
4.3.2 In order to get a representative gross sample, the aggregates
shall be sampled as far as possible when in motion, during loading or
unloading.
4.3.2.1 A minimum of 25 percent of the carriers shall be selected
at random from the sub-lot. ‘For the random selection of carriers, the
procedure given in 3.1 of IS : 4905-1968” may be followed. Ten
increments shall be taken from the selected carriers and a suitable
weight of the increment, not less than 1 ks, shall be used SO that a
Fross sample of the quantity required m Table 2 is obtained. The
Increments shall be evenly distributed over the selected carriers with a
*Methods for random sampling.
8IS : 2430 - 1986
view to determine the necessary number of increments that should
be ,collected from e&h of the carriers in the sub-lot ‘for making up the
grogs sample. These increments shall be drawn with the help of a
suitable scoop ( see Fig. 1 ) at regular intervals, at the time of loading
or unloading of the carriers.
4.3.3 When the samples are to be collected from the 1Qaded carriers,
for collecting ten required increments, an equal number of points shall
be located at random on the entire aggregate surface of all the carriers
in a sub-lot. At every selected point, an increment shall be collected by
the sectional sampling method.
4.3.3.1 Sectional sam/ding - At every selected point an increment shall
be collected by taking the whole section of’ aggregates from top to
bottom over the area of a circle of 20 cm diameter for aggregates more
than 20 mm nominal size. For doing so, aggregate from the surface up
to a depth of approximately 45 cm shall be collected at first. The
bottom of the hole so formed shall then be covered by a plate and the
aggregate lying on the sides shall be removed up to that plate so that,
when the hole is dug further, the material from the sides does not fill
up the hole by falling down. The procedure is repeated till the bottom
is reached. For aggregates up to 20 mm nominal size and fine aggre-
gates a sampling auger may be used in a casing pipe of 15 cm diameter
and length slightly more than the height of the sub-lot. The casing
pipe is pushed vertically down till it touches the bottom of the lot. The
entire material from the inside of the ca$ing pipe is removed by the
auger to give an increment.
4.3.3.2 In sampling coarse aggregates from loaded carriers effort
should be made to enlist’ the services of power equipment capable of
exposing the material at various levels and random locations. When
power equipment is not available the procedure given in 4.3.3.1 may
be followed.
4.4 Sampling from Stacks or Stock Piles
4.4.1 For sampling material from stock piles or stacks, it is very
difficult lo ensure unbiased samples, due to the segregation which often
occurs when material is stacked, with coarser particles rolling to the
outside face of the pile. For coarse or all-in aggregates every effort
should be made to procure a power equipment to develop a separate,
small sampling pile composed of materials drawn from various levels
and locations in the main pile after which several increments may be
combined to compose the gross sample. If it is necessary to indicate
the degree of variability existing within the main pile, separate samples
should be drawn from separate areas of the pile.
4.4.2 Where power equipment is not available, samples from sack
piles should be made up of the required number of increments taken
9IS:2430- 1986
equally from top third, at the mid point and at the bottom third of the
volume of the pile. A board put vertically into the pile just above the
sampling point helps in preventing further segregation. In sampling
stock piles of the aggregates, the outer layer which may have become
segregated, should be removed and the sample taken from the material
beneath.
4.4.3 Sub-lots - For the purpose of sampling, the quantity of
aggregates in a stack shall be divided into a suitable number of sub-lots
of approximately equal size in accordance with Table 1.
4.4.3.1 A representative gross sample shall be drawn f;om each of
the sub-lots. Thus there will be as many gross samples as the number
of sub-lots into which the lot has been divided.
4.4.4 Sampling of aggregates from stacks shall be carried out as far
as possible, during the making ( or breaking ) of the stack.
4.4.4.1 A minimum of ten increments shall be taken from a sub-lot
for making up a gross sample. The weight of the gross sample shall be
according to Table 2 for various sizes of aggregates. The weight of
the increment shall be governed by the weight of the gross simple and
minimum number of increments i.e. 10. This weight of increment
shall not be less than 1 kg. The number of increments shall be equally
distributed over the sub-lot. Increments shall be drawn with the help
of a suitable scoop ( see Fig. 1 ) at regular intervals in the course of
making or unmaking of the stacks.
4.4.5 When it becomes necessary to sample a stationary stack, trench
sampling method ( see 4.4.5.1 and 4.4.5.2 ) may be used. This method
is applicable for stacks up to a maximum height of 1’5 m only.
4.4.5.1 The weight of the gross sample shall be according to
Tabfe 2 and minimum number of increments from a sub-lot shall be ten.
These increments shall be collected according to 4.4.5.2.
4.4.5.2 Along a randomly chosen line on the aggregates surface of
the sub-lot, a trench shall be dug right down to the ground level. From
the trenches so dug, the required number of increments shall be collected
with the help of a suitable sampling scoop ( see Fig. 1 ) at various
points randomly spread over the two exposed sides of the trenches. In
case of large stacks, in addition to the trench, the sides of the piles may
also be opened to expose the aggregates down to the bottom at places
where the trench does not expose the aggregates inside.
5. REDUCTION OF GROSS SAMPLE
5.1 Each gross sample shall be reduced separately. The process of
mixing and reduction of each gross sample shall be repeated until the
material required for each test, as specified in the relevant test method
specification, IS : 2386 ( Parts 1 to 8 )-1963* is obtained.
*For titles of the various parts of IS : 2386, see page 12.
10L,.,._..“._--_--. I.-_
IS : 2430 - 1986
5.2 Reduction by Riffle Divider - The aggregates shall be well mixed
and poured into the riffle. This process shall be repeated using different
size riffles according to the size of the aggregates.
5.3 Coning and Quartering Method - The aggregates shall be
mixed and then scooped into a cone-shaped pile. Care shall be taken
to drop each scoopful exactly over the same spot as otherwise the central
axis of the, cone will be slackened and an uneven distribution of the
particle sizes will result. After the cone is formed, it shall be flattened
by pressing the top of the cone with the smooth surface of the scoop.
Then it is cut into quarters by two lines which intersect at right angles
at the centre of the cone. The bulk of the sample is reduced by
rejecting any two diagonally opposite quarters. Accuracy in quartering
is most easily attained, in the case of fine and all-in-aggregates, with
damp material.
6. PACKING AND MARKING OF SAMPLES
6.1 Each sample shall be packed separately and despatched to the
testing laboratory, great care being taken in packing to prevent the loss
of any fine material.
6.1.1 Coarse aggregates shall be packed in secure containers or sample
bags.
6.1.2 Fine aggregates and all-in aggregates shall be packed in tight
containers or closely woven bags so that there is no loss of the finer
particles.
642 Each package shall include a card, suitably protected from damage
by moisture and abrasion, giving the name and address of the sender
and the information required in 6.2.1.
6.2.1 As much as possible the following information about the origin
of the material shall accoinpany each sample:
a) Name of the quarry, pit, river-bed, etc, and address;
b) Proposed use for the material; and
c) Geographic location, and shipping facilities.
7. NUMBER OF TESTS AND REPORTING OF TEST RESULTS
7.1 Unless otherwise stated each sample shall be tested individually for
all the requirements and test results reported in accordance with
IS : 2386 ( Parts 1 to 8 )-1963*.
*For titles of the various parts of IS : 2386, see page 12.
11IS : 2430 - 1986
Titles of Various Parts of IS : 2&%X
IS : 2386 ( Part 1 )-I963 Methods of test for aggregates for concrete: Part 1 Particle
size and shape
IS : 2386 (Part 2 )-1963 Methods of test for aggregates for concrete: Part 2 Estimation
of deleterious materials and organic impurities
IS : 2386 ( Part 3 )-I963 Methods of test for aggregates for concrete: Part 3 Specific
gravity, density, voids, absorption and bulking
IS : 2386 ( Part 4 )-I963 Methods of test for aggregates for concrete: Part 4 Mechani-
cal properties
IS : 2386 ( Part 5 )-I963 Methods of test for aggregates for concrc te: Part 5 Soundness
IS : 2386 ( Part 6 )-1963 Methods of test for aggregates for concrete: Part 6 Measuring
mortar making properties of fine aggregate
IS : 2386 ( Part 7 )-1963 Methods of test for aggregates for concrete: Part 7 Alkali
aggregate reactivity
IS : 2386 ( Part 8 )-1963 Methods of test for aggregates for concrete: Part 8 Petro-
graphic examination
126lJREtiU OF INDIAN STANDARDS
Headquarters :
Manak Bhavan, 9 Bahadur Shah Zafar Marg. NEW DELHI 110002
Telephones : 331 01 31 Telegrams : Manaksansthe
331 13 75 (Common to all Offices)
Regional Offices : Telephone
Central : Manak Bhavan, 9, Bahadur Shah Zafar Marg. 331 01 31
NEW DELHI 110002 I\ 331 1375
l Eastern : l/l4 C.I.T. Scheme VII M, 37 86 62
V.I.P. Road, Maniktola. CALCUTTA 700054
Northern : SC0 445-446, Sector 35-C, CHANDIGARH 160036 21843
Southern : C.I.T. Campus, IV Cross Road, MADRAS 600113 41 29 16
t Western : Manakalaya, E9 MIDC. Marol. Andheri (East), 6 32 92 95
BOMBAY 400093
Branch Offices :
‘Pushpak’, Nurmohamed Shaikh Marg. Khanpur, AHMADABAD 380001 2 63 48
t Peenya Industrial Area, 1 st Stage, Bangalore-Tumkur Road, 39 49 55
BANGALORE 560058
Gangotri Complex, 5th Floor, Bhadbhada Road, T.T. Nagar. 55 40 21
BHOPAL 462003
Plot No, 82/83, Lewis Road, BHUBANESHWAR 751002 5 36 27
Kalai Kathir Bullding, 6/48-A Avanasi Road, COIMBATORE 641037 2 67 05
Quality Marking Centre. N.H. IV. N.I.T., FARIDABAD 121001 -
Savitri Complex, 116 G. T. Road, GHAZIABAD 201001 8-71 19 96
5315 Ward No. 29, R.G. Barua Road, 5th Bv-lane. 3 31 77
GUWAHATI 781003
58-56C L. N. Gupta Marg. ( Nampally Station Road ) 231083
HYDERABAD 500001
R14 Yudhister Marg, C Scheme. JAlPUR 302005 * 6 34 71
117/418 B Sarvodaya Nagar, KANPUR 208005 21 68 76
Plot No. A-9, House No. 561/63. Sindhu Nagar, Kanpur Roaa 5 56 07
LUCKNOW 226005
Patliputra Industrial Estate, PATNA 800013 6 2, 05
Distnct Industries Centre Complex. Bagh-e-Ali Maidan. -
SRINAGAR 190011
T. C. No. 14/1421. University P. O., Palayam. 6 21 04
THIRUVANANTHAPURAM 695034
Inspection Offices (With Sale Point) :
Pushpanjali. First Floor, 205-A West High Court Road. 52 51 71
Shankar Nagar Square, NAGPUR 440010
Institution of Engineers (India) Building. 1332 Shivaji Nagar. 5 24 35
PUNE 411005
‘Sales Office Calcutta is at 5 Chowringhea Approach. 27 68 00
P. 0. Princep Street, CALCUTTA
t Sales Office is.at Novelty Chambers, Grant Road, BOMBAY 89 65 28
2 Sales. Office isat Unity Building, Narasimharaja Square, 2239 71
BANGALORE
Reprography Unit, BIS, New Delhi, India
|
11050_3.pdf
|
IS :11050( Part3)4984 “
UD-C 534833”522”4:69984:69”0223 lSO-71.-7./3-lh82
1- ----
Indian Standard
RATING OF SOUND INSULATION IN BUILDINGS
AND OF BUILDING ELEMENTS
.,
PART 3 AIRBORNE SOUND-INSULATION OF FACADE
ELEMENTS, AND FACADES
(i!!i?l
( ISO Title : Acoustics — Rating of Sound Insulation. in
Buildings and of Building Elements —
Part 3: Airborne Sound Insulation of Facade
Elements and Facades )
National Foreword
‘This Indian Standard (Part 3) which is identical with ISO 717/3-1982 ‘ Acoustics —
Rating of sound insulation “in buildings and of building elements — Part 3: Airborne sound
insulation of facade elements and facades ‘, issued by the International Organization for
Standardization (ISO), was adopted by the Indian Standards Institution on the recommendation
of the Acoustics Sectional Committee and approved by the Electronics and Telecommunication
Division Council.
In the adopted standard certain terminology and con-ventions are not identical with those
used in Indian Standards, attention is especially drawn to the following :
Comma ( , ) has been used as,a decimal marker while in Indian Standards the current
practice is to use a point ( . ) as the decimal marker.
Cross Reference
In this Indian Standard, the following International Standards are referred to. Please
read in their respective place the following Indian Standards :
International Standard Indian Standard
ISO 140 Acoustics — Measurement of sound IS :9901 Measurement of sound insulation in
insulation in buildings and of building buildings and of building elements :
elements :
Part3 : Laboratory measurements of airborne Part 3 Labora~ory measurements of airborne
sound insulation of building elements sound insulation of building elements
(Technically equivalent)
Part 5: Field measurements of airborne sound Part 5 Field measurements of airborne sound
insulation of facade elements and facades insulation of facade elements and facades
(Technically equivalent)
1s0 717/1 Acoustics — Rating of sound IS :11050 (Part 1)-1984 Rating of sound lnsula-
insulation in buildings and of building tion in buildings and of building elements:
elements — Part 1 : Airborne sound insu- I?art 1 Airborne sound insu@ion in
Iation in buildings and of interior building buildings and of interior building elements
elements (Identical) ,...:<
.-. .
..
~.,
. .
,$x{&
1/3,
(y&c /.,J’;?’
Adopted 15 October 1984 @ June 1985, ISI Gr 2
INDIAN STANDARDS INSTITUTION
MANAK BHAVAN, 9 BAHADUR SHAH ZAFAR MARG
NEW DELHI 110002I
IS : 11050 ( Part 3)-1984
!..
ISO- 7!7/3 -1982
0 Introduction — gives rules for determining these quantities from the
1
results of measurements carried out in one-third octave
Methods of measurement of airborne sound insulation of bands according to ISO 140/3 and ISO 140/5.
faqade elements and faqades have been standardized in
ISO 140/3 and ISO 140/5. These methods give values for air- The single-number quantities according to this part of ISO 717
borne sound insulation which are frequency dependent. are intended for rating the airborne sound insulation and for
simplifying the formulation of acoustical requirements in
The purpose of this part of ISO 717 isto standardize a method building codes. The required numerical values of the single-
whereby the frequency dependent values of airborne sound in- number quantities can be specified according to varying needs.
sulation can be converted into a single number characterizing
the acoustical performance.
*
2 References
Inthe interest of uniformity of airborne sound insulation ;atings
for varicws types of building elements for both internal and ex- ISO 140, Acoustics – Measurement of sound insulation in
ternal u!>e,the reference curve of ISO 717/1 has been adopted buildings and of building elements
also for the rating of faqade elements and facades.
Part 3: Laboratory measurements of airborne sound in-
Investigations and calculations have shown that, mathemat-
sulation of building elements.
ically, ratings according to this curve correlate well with ratings
according to other reference curves proposed specifically for
outside noise. These curves are generally more stringent in the Part 5: Field measurements of airborne sound insulation
low frequency range and would therefore lead to lower single- of fapade elements and faqades.
number ratings than the reference curve used in this part of
ISO 717. However, equal protection against outside noise can
ISO 717/1, Acoustics – Rating of sound irlsulation inbuildings
be obtained by specifying the requirements in building codes
,-7:,< and of building elements — Part $: Airborne sound insulation
accordingly, .,.,.
;.> in buildings and of interior building elements.
1 Scope and field of application
3 Definition
This part of ISO 717
single-number quantity for airborne sound insulation
defines single-number quantities for the airborne sound rating :The value, indecibels, of the reference curve at 500 Hz
insulation of faqades, facade elements, windows, doors, after shifting it according to the method laid do,~m in this part
1s0
roofs, and of 717.IS : 11050 (Part 3 ]-1984 .
ISO 717/3-1982 ‘ “.
,1
Terms and symbols for the single-number quantity used de- 4.3 Method of comparison
pend on the type of measurement. They are listed in table 1for
airborne sound insulation properties of exterior buildrng To evaluate the results of a measurement of R, Rtr, I?ti, R19,0C,
elements and in table 2 for airborne sound protection by R’ or Dn7,tr in one-third octave bands (preferably given to one
fagades. decimal place), the’reference curve is shifted in steps of 1dB ;
towards the measured curve until the mean Unfavorable devia-
tion, calculatedtiy dividing the sum of the unfavorable devia-
NOTE – In order to distinguish clearly between values with and
without flanking transmission, primed symbols (for example R’) are tions by the total number (i.e. 16) of measurement frequencies, :
used to denote values obtained with flanking transmission. is as large as possible but not more than 2,0 dB. An un-
favorable deviation at a particular frequency occurs when the ‘ ~
result. of measurements is less than the reference value. Only
the unfavorable deviat~ons are taken into account,
4 Procedure for evaluating single-number
The value, in decibels, of the reference curve at 500 Hz, after
quantities
shifting it according to this”procedure, is RW, /?r~~, Rfi,w,
f7~9,0c,wr ~h or Dn r,tr,w, respective y.
4.1 General
In addition, the maximum unfavorable deviation at any fre-
quency shall be recorded, if it exceeds 8,0 dB.
The values obtained according to ISO 140/3 and ISO 140/5 are
compared with reference values (see 4.2) at the frequencies of
measurement within the range of 100 to 3 150 Hz.
5 Statement of results
,,
;
The comparison is carried out according to 4.3.
The appropriate single-number quantity shall be given with
reference to this part of ISO 717. Alsor the maximum un-
favorable deviation shall be reported, if it exceeds 8,0 dB.
4.2 Reference values
The results of measurements shall also be given inthe form of a
The set of reference values used for comparison with measure- diagram as specified in ISO 140/3 and ISO 140/5, and shall in-
ment results is specified in table 3 and shown in the figure. clude the shifted reference curve exemplified in the figure.
\
Table 1 – Single-number quantities of airborne sound insulation
properties of exterior building elements
I I I Derived from one-third octave
band values
I Single-number quantity I Symbol name ] symbol I defined in
I 1s0 140
part formula
Rw R 3 (3)
Weighted sound Rtr,w sound reduction 1,--- R,r 5 (1)
reduction index index
R 19.w Rfl 5 (5) ,!
.;
I ‘fi- 1 R9.oc 5 (6)
Weighted apparent I I apparent sound I I I
sound reduction R: reduction R’ 3 (5) 1
index I I index I I I
Table 2 – Single-number quantity of airborne sound protection
by fa~ades
Derived from one-third octave
band values
Single-number quantity
I
Symbol I name I symbol I de 1f sin 0ed 140in
part formula
Weighted standardized
standardized level D level 5 (2)
nT,tr,w %T.tr
difference difference
3
I———.—— --
::, ;.
,;!.,, , !S : 1“1050 ( Pa;t 3 ) -1984 .,
.. . . ISO 717{3 -1982 ,.
T~ble 3 – Reference velues of airborne sound ..
Frequ6ncy Reference velue
Hz dB ,
100 33
!25 36
160 39
200 42
250 45 ~
315 48
400.
.
,
L~ i
dBr
60
56
50
r
Lo
33
/
30 ,<
iz
Frequency—
Figure – Curve of reference values for airborne sound
4
( %lntedat !31mcoPrlritlngpress, Delhl, India
|
1200_17.pdf
|
2
IS : 1200 ( Part 17 ) : 1985
( Reaffirmed 1997 )
Indian Standard
METHOD OF
MEASUREMENT OF BUILDING AND
CIVIL ENGINEERING WORK
PART 17 ROAD WORK INCLUDING AIRFIELD PAVEMENTS
( Third Revision )_
Third Reprint JULY 1998
UDC 69.003.12 : 625.74 : 625.717
,
0 Copyright 1986
BUREAU OF INDIAN STANDARDS
MANAK BHAVAN, 9 BAHADUR SHAH ZAFAR MARG
NEW DELHI 110002
Gr 3 March 1986IS t 1299 ( Part 17 ) - 1985
Indian Standard
METHOD OF
MEASUREMENT OF BUILDING AND
CIVIL ENGINEERING.. WORK
PART 17 ROAD WORK INCLUDING AIRFIELD PAVEMENTS
( Third Revision }
Method of Measurement of Works of Civil Engineering ( Excluding
River Valley Projects ), BDC 44
Chairman Re~rssenting
SH~I A. C. PANCHDEA~I Central Public Works Department, Bombay
Mambrrs
AD~ISRASI ABHAYANTA Public Works Department, Government of Uttar
( PAR~HIKSAN ) Pradesh, Lucknow
DX=UTY DIRECTOB ( GAWES~AN ) ( AIternafs )
SRRI B. G. AEUJA Builders Association of India, Bombay
SHRI K. D. AROOT Engineers India Limited, New Delhi
SHRI T. V. SITA~AM ( Alfcrndc )
SBAI N. K. ARORA Bhakra Management Board, Nangal Township,
Chandigarh
SHRI R. M. JOLLY ( Aknatc )
SHRI G. B. BAJAJ Bombay Port Trust, Bombay
SRRI P. BANERJEE Ministry of Shipping and Transport ( Roads Wing )
SHRI R. Gi TBAWANI ( Altanafe )
SHBI G. K. DESEPANDE Public Works Department, Bombay
DIRECTOB ( IRI ) Irrigation Department, Government of Uttar
Pradesh, Lucknow
DIRECTOR ( RATES AND COSTS ) Central Water Commission, New Delhi
DEPUTY DIRECTOR ( RATES
AND COSTS ) ( .&?7IUtC )
SERI P. N. GADI Institution of Surveyors, New Delhi
SHRI D. S. TAMBANKAR ( Alternate )
SHRI N. M. DASTANE Hindustan Construction Company Limited, Bombay
SHRI G. B. J 4HAQIRDAR The National Industrial Development Corporation
Limited, New Delhi
JOINT DIRECTOR (D) National Buildings Organization, New Delhi
SHRI A. K. LAL ( Alfwnatc )
( Continuedw fqp 2 )
BUREAU OF INDIAN STtiDARDS
This publication is protected under the Za&ta Co@& Acl ( 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 uid Act.
wIS : 1200 ( Part 17 ) - 1985
( Confind fro-n p3gc ! )
Members Rcjresenting
SHBI ASM~T RANJAN KAK Calcutta Port Trust, Calcutta
SHRI S. K. LAHA Institution of Engineers ( India ), Calcutta
SERI K. K. MAnno~ ME~e~;ilders Association of India ( Regd ), New
SHILI R. K. BAIIL ( Altcrnafe )
SHBI DATTA S. MALIK Indian Institute of Architects, Bombay
PR~F M. K. G~DBOLE ( Ahnate )
SHRI R. S. MURTHY Gammon India Limited, Bombay
Soar H. D. MATAN~X ( Alternate )
Sr~nx C. B. PATEL M. N. Dastur and Company Private Limited,
Calcutta
SHRI B. C. PATEL ( Alfcmafc )
SHRI K. A. PATNAIR Bureau of Public Enterprises ( Ministry of Finance ),
New Delhi
SERI v. G. PATWAnDIfAN Engineer-in-Chief’s Branch ( Ministry of Defence ),
New Delhi
SHRI C. G. KARMARKAR ( Alfcrnatc )
DR R. B. SINoH Banaras Hindu University, Banaras
SERI R. A. SUBRAYANIAX Hindustan Steel Works Construction Limited,
Calcutta
SIJPERINTENDIN~ SURVEYOR OF Central Pub!ic Works Department, New Delhi
Wouxs ( AVIATION )
SURVEYOR OF WORK@ I
SHRI d “,v:,,,N ) ( Altcmars )
Director General, IS1 \ Ex-ojicio Member )
Direcior ( Civ’Engg )
Secretary
SHRI K. M. MATHU~
Joint Director ( Civ Engg ), ISI
2IS:1200(Part17 )- 1985
Indian Star&d
METHOD OF
MEASUREMENT OF BUILDING AND
ClVIL ENGINEERING WORK
PART 17 ROAD WORK INCLUDING AIRFIELD PAVEMEiUTS
Third Revision)
(
0. FOREWORD
0.1T his Indian Standard ( Part 17 ) ( Third Revision ) was adopted by
the Indian Standards Institution on 4 October 1985, after the draft
finalized by the Method of Measurement of Works of Civil Engineering
( Excluding River Valley Projects ) Sectional Committee had been
approved by the Civil Engineering Division Council.
0.2 Measurement occupies 3 very important place in planning and
execution of any civil engineering work from the time of first estimates
I 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 measurement has to be speci-
fically related to the administrative and financial organizations within
the department responsible for work, a unification of the various systems
at technical level have been accepted as very desirable, specially as it
permits a wider circle of operation for civil engineering contractors and
eliminates ambiguities and misunderstandings arising out of inadequate
understanding of various systems followed.
0.3 Among the various civil engineering items, measurement of building
was first to be taken up for standardization and this standard having
provisions relation to ‘all building works, was first published in 1958 and
was revised in 1964 and 1970.
0.4 In the course of usage of this standard by various construction
agencies in the country, several clarifications and suggestions for modi-
fications were received and as a result of study, the 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 I 1200 ( Part 17 ) - 1985
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 : IZOO-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 road work including airfield pavements to building
as well as civil engineering works was, therefore, issued as a second
revision in 1969.
0.6 In the course bf use of this standard in the past 16 years and based
on suggestions received, so as to bring in line with IRC codes this third
revision has been prepared. The major modifications are in respect of
earthwork, and cement concrete pavements.
0.7 For the purpose of deciding whether a particular requirement of this
standard is complied with the final value, observed or calculated, express-
ing the result of a measurement, shall be rounded off in accordance with
IS : 2-1960t. The number of significant places retained in the rounded
off value should be the same as that of the specified value in this standard.
1. SCOPE
1.1 This standard ( Part 17 ) covers the method of measurement of road
work including airfield pavements.
2. GENERAL
2.1 Clubbing of Items - Items may be clubbed together provided
these are on the basis of detailed dimensions of items as stated in the
standard.
2.2 Booking of Dimensions - In booking dimensions, the order shall
be consistent and generally in the sequence of length, width and height
or depth or thickness.
2.3 Measurements - All work shall be measured net in the decimal
system, fixed in its place, subject to the following limits, unless otherwise
stated:
a) Length and width shall be measured to the nearest 0.01 m the
thickness shall be measured to nearest 0.005 m or nearest to
specified tolerance whichever is less;
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 ma.
*Method of measurement of building works (Jrst rruision ).
tRules for rounding off numerical values ( rrui& ).
4IS : 1200 ( Part 17 ) - 19&S
2.4 Bills of Quantities - The bills of quantities shall fully describe
the materials and workmanship, and accurately represent the work to
be executed.
2.5 The finished thickness of sub-base, base and bituminous courses shall
be computed as in 2.5.1.
2.5.1 The levels shall be taken before and after construction, at a grid
of points 5 m centre to centre longitudinally in straight.reaches and at
2.5 m on curves. On 2 lane roads, the levels shall be taken at four
positions from transversly at 075 m and 2.75 m from either edge of the
carriage way, and single lane roads at two positions transversely at
1.25 rn’ from either edge of the carriage way, and also at the crown
and edges. The reference for the transverse grid line s&l1 be left in
the form of embedded reference points on either ends so as to locate the
grid points for level measurement after each successive course is laid.
However for payment courses laid on widening portions at least one line
of level shall be taken on each strip of the widening. The thickness of
the payment at these points shall be the difference of levels before and
after construction falling in that area.
2.6 All work shall be measured in square metres, except where otherwise
stated. The length shall be measured between the end of the payment
and the central line of the expansion joint or between the central line of
consecutive expansion joint; the width shall be between the edge of a
payment and the central line of the construction joint or between the
central line of construction and expansion joint or between the central
line of consecutive construction joints.
2.7 Excavation and earthwork necessary to bring the road alignment to
proper levels making embankment, drains and site clearance shall be
measured in accordance with the provisions given in IS : 1200 ( Par’t 1 )-
1974*.
2.7.1 Rolling and watering formations, when required, may be either
included with the item or measured separately in square metres.
2.8 The dismantling of roadwork shall be measured as given in IS : 1200
( Part 18 )-1974t
2.9 The method of measurement for the materials for the roadwork shall
be as given in IS : 1200 ( Part 22 )-1982f.
*Method of measurement of building and civil engineering works: Part 1 Earthwork
( third rruision ).
+Method of measurement of building and civil engineering worb: Part 18
Demdlition and dismantling ( third rsuision ).
$Method of measurement of building and civil engineering works: Part 22
Materials.
51st 1200( Part 17 > - 1985
2.10 Works involved in the prepartion of cut formation shall be measured
in units indicated below:
i) Loosening and recompacting of subgrade level square metre
ii) Removal of unsuitable material cubic metre
iii) Replacement with suitable material in lieu of cubic metre
unsuitable material removed
iv) Preparing rocky subgrade square metre
2.11 Stripping including storing and re-application of top soil shall be
measured in cubic metres.
3. ROADWORK GENERALLY
3.1 Soling and sub-bases shall be described stating the thickness.
3.2 Levelling course shall be measured as volume compacted in position
in cubic metres. The volume shall be worked out as product of surface
area and average thickness ( see 2.5.1 ) using prismoidal formulae.
3.3 Stripping including storing and re-application of top soil shall be
measured as volume in cubic metres.
3.4 Works involving loosening and recompacting of original ground
shall be measured in square metres.
3.5 Removal of unsuitable material at embankment foundation and
replacement with suitable material shall be measured as in cubic metres.
4. TAR AND BXTUMEN ROADS
4.1 Binder - Tar or bitumen, hereinafter referred to as ‘binder’ shall
be described stating type, grade and penetration value.
4.1.1 Work carried out with different types of binders, shall be
measured separately.
4.2 Priming - Priming surfaces of water-bound macadam prior to
surface dressing shall be measured separately stating the type and
quantity of primer per square metre.
4.3 Edging - Edging shall be measured in running metres describing
the material and method of placing.
4.3.1 The excavation required to be done shall be included in the
description of item and shall not be measured separately.
4.4 Tack Coat - Tack coat shall be measured in terms of surface area
of application in square metres depending upon the rate of spread
specified.
6iS : 1200 ( Part 17 ) - 1985
4.5 Bituminous Macadam Base in Binder Course -Bituminous
macadam with binder course shall be measured as finished work in cubic
metrek.
4.5.1 The work of filing potholes not exceeding 0’005 mz shall be
included in the description of item and shall not be measured separately.
4.8 Bituminous Penetration Macadam Base in Binder Course -
Penetration macadam base with binder course shall be measured ar
finished work in square metres.
+7 Built Up Spray Court Base Course - Built up spray grout shall
be measured as finished work in square metres.
4.8 Surface Dressing - Each coat of surface dressing shall be measured
as finished work in square metres.
4.9 Open Graded Premix Carpet - Open-graded premix carpet
shall be measured as finished work in square metres.
4.10 Mix Seal Surfacing - Mix seal surfacing shall be measured as
finished work in square metres.
4.11 Semi Dense Carpet - The semi-dense carpet shall be measured
as finished work in cubic metres.
4.12 Asphaltic Concrete - Asphaltic concrete shall be measured as
finished work in cubic metres.
113 Seal Coat - Seal coat shall be measured as finished work in
square metres.
4.14 Pre-Fabricated Bitumenized Surfacing - The work shall be
described and work in single layer and double layer shall each be
measured separately in square metres.
5. MISCELLANEOUS
5.1 Screening - Total quantity of rod metal, stone chips, etc, required
to be screened shall be measured in cubic metres.
5.2 Breaking - Breaking stone, brick or other road materials into
required sizes shall be measured in cubic metres of stacked materials
after breaking, stating the size before and after breaking, and shall
include tracking.
5.3 Scarifying - Scarifying shall be measured in square metres stating
the depth scarified and the type of surface.
5.3.1 Hand and machine scarifying shall each be measured separately.
5.4 Berms - Preparation of berms shall be measured in running
metres stating the average filling and width.
7IS I 1200( Part 17 ) - 1985
5.5 Sub-bases, Bases, and Shoulders - Granular sub-base shall be
measured as finished work in position in cubic metres.
5.5.1 Stabilized soil sub-base shall be measured as finished work in
position in cubic metres.
5.5.2 Water bound macadam base and sub-base course shah be
measured as finished work in position in cubic metres.
5.6 Potholes - Potholes exceeding ,005 ma shall be measured in cubic
metres.
5.7 Shoulder - Shoulder construction shall be measured as finished
work in position in cubic metres.
5.8 Pre-splitting Rock Excavation Slopes - The area of pre-
splitting shall be measured as square metres of specified presplit slope
surface.
5.9 Turfing with Sods - Turfing with sods shall be measured as
finished work in square metres.
5.10 Seeding and Mulching - Seeding and mulching shall be
measured as finished work in square metres.
5.11 Drain - Pipe for sub-surface drain shall be measured in linear
metres between extreme ends of the installation is complete. Jointing of
pipes including the provision of hessian wrappings at open joints, plugg-
ing the upgrade end of pipe, providing grating/screen at the outlet end
and providing impervious clay covering where required shall be included
in the description and shall not be measured separately,
5.11.1 Backfill material and. aggregates for aggregate drains shall be
measured as laid in position in cubic metres.
5.11.2 Removal of unsuitable material and its replacement with
suitable material in the trench bed shall be measured in volume of
suitable material laid in position in cubic metres.
5.12 Culverts - RCC pipe culverts shall be measured along their
centre between the inlet and the outlet ends in running metres. The
concrete bedding shall be measured as per IS : 1200 ( Part 2 )-1974*.
6. CEMENT CONCRETE PAVEMENTS
6,3 The strength of cement concrete to be used shall be described and
the work shall be measured either in cubic metres or square metres.
*Method of measurement of building and civil rngineering works: Part 2 Concrete
works ( third revision ).
8IS : 1200 ( Part 17) - 1985
6.1.1 Concrete required to be spread and consolidated by mechanical
spreaders and vibratory compacting equipment shall be measured
separately and so described.
6.1.2 If concrete is reinforced with bars or fabric reinforcement, it
shall be so stated and measured separately. Reinforcement shall be
measured separately [ see IS : 1200 ( Part 8 )-1974 I*.
6.1.3 Formwork for pavings shall be measured separately [ see
IS : 1200 ( Part 5 )-19827 1.
6.1.4 Special surface finishes shall be described and measured
separately in square metres or alternatively included with the main item
itself
6.1.5 Construction and dummy joints shall be described and measured
separately if not included in the main item in running metres stating the
thickness and depth of joint. The expansion joints shall b& measured in
running metres stating the thickness and depth of joint.
6.1.6 Steel dowel bars including ferrules shall be described stating the
length and diameter or bars and enumerated.
6.1.7 Steel plate reinforcement to the joints shall be described as
including the metal sheath stating the thickness and width of the plate
and the gauge of the metal sheath and measured in running metres of
the joint.
6.1.8 Forming tongued and groved longitudinal butt-joints shall be
measured in running metres.
*Method of measurement of building and civil engineering works: Part 8 Steel work
and iron work ( third revision ).
thlethod of measurement of building and civil engineering works: Part 5 Formwork
( lbird f&ion ).
9BUREAU OF 1NDlAN STANDARDS
Headquarters:
Manak Bhavan. 9 Bahadur Shah Zafar Marg, NEW DELHI 110002
Telephones: 323 0131, 323 3375, 323 9402
Fax :91113234962, 91113239399, 91113239382
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, CALCUTTA700054 337 86 62
Northern : SC0 335-336, Sector 34-A, CHANDIGARH 160022 60 38 43
Southern : C.I.T. Campus, IV Cross Road, CHENNAI 600113 235 23 15
twestern : Manakalaya, E9 Behind Marol Telephone Exchange, Andheri (East), 832 92 95
MUMBAI 400093
Branch Offices:
‘Pushpak’. Nurmohamed Shaikh Marg, Khanpur, AHMEDABAD 380001 550 13 48
SPeenya Industrial Area, 1st Stage, Bangalore - Tumkur Road, 839 49 55
BANGALORE 560058
Gangotri Complex, 5th Floor, Bhadbhada Road, T. T. Nagar, BHOPAL 462003 55 40 21
Plot No. 62-63, Unit VI. Ganga Nagar, BHUBANESHWAR 751001 40 36 27
Kalaikathir Buildings, 670 Avinashi Road, COIMBATORE 641037 21 01 41
Plot No. 43, Sector 16 A, Mathura Road, FARIDABAD 121001 8-28 88 01
Savitri Complex, 116 G. T. Road, GHAZIABAD 201001 8-71 19 96
5315 Ward No. 29, R. G. Barua Road, 5th By-lane, GUWAHATI 781003 54 11 37
58-58C, L. N. Gupta Marg, Nampally Station Road, HYDERABAD 500001 20 10 83
E-52, Chitaranjan Marg, C-Scheme, JAIPUR 302001 37 29 25
117/418 B, Sarvodaya Nagar. KANPUR 208005 21 68 76
Seth Bhawan,, 2nd Flooc Behind Leela Cinema, Naval Kishore Road, 23 89 23
LUCKNOW 226‘001
Patliputra Industrial Estate, PATNA 800013 26 23 05
T. C. No. 14/1421, University P. 0. Palayam, 6 21 17
THIRUVANANTHAPURAM 695034
NIT Building, Second Floor, Gokulpat Market, NAGPUR 440010 52 51 71
Institution of Engineers ( India ) Building, 1332 Shivaji Nagar, PUNE 411005 32 36 35
*Sales Office is at 5 Chowringhee Approach, P. 0. Princep Street,
CALCUTTA 709672 27 10 85
TSales Office is at Novelty Chambers, Grant Road, MUMBAI 400007
232029 6359 2781 .?9 ..9
*Sales Office is at ‘F’ Block, Unity Building, Narashimaraja Square,
BANGALORE 560002
Printed at New India Prlntlng Press, Khurja, India
|
1367_14.pdf
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IS : 1367 (Part 14) - 1984
(Reaffirmed 1996)
Edition 3.1
UDC 621.882.082 [669.14.018.8] (1991-05)
Adopted 5 June 1984 © BIS 2002 Price Group 6
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
TECHNICAL SUPPLY CONDITIONS FOR
THREADED STEEL FASTENERS
PART14 STAINLESS STEEL THREADED FASTENERS
( Second Revision )
(Incorporating Amendment No. 1)
1. Scope — Covers the requirements of bolts, screws, studs and nuts made from austenitic, ferritic
and martensitic grades of corrosion-resistant stainless steels.
1.1 Applicability — It is applicable only to fasteners after completion of manufacture;
a)with nominal thread diameters from 1.6 up and including 39mm,
b)of any triangular ISO metric screw threads with diameters and pitches according to IS:4218
‘ISO metric screw threads’, and
c)of any shape;
and additionally for nuts of any shape provided that:
a)width across flats or outside diameter is not less than 1.45 times nominal diameter, and
b)effective thread engagement is at least 0.6 times nominal diameter.
1.2This standard does not define corrosion or oxidation resistance in particular environments. It
does specify grades for fasteners made from corrosion resistant stainless steels. Some have
mechanical properties allowing use at temperatures down to – 200°C in air. Some have oxidation
resistance allowing use at temperatures up to +800°C in air.
1.3Acceptable corrosion and oxidation performances and mechanical property values allowing use at
elevated or sub-zero temperatures shall be the subject of agreement between the user and the
manufacturer wherever appropriate to the proposed service environment.
2.Designation System — The designation of the stainless steel threaded fasteners is given in
Table 1. The steel grades and property classes are designated by a four-character identifier
consisting of a letter followed by three digits. The letter indicates the general composition groups of
steels as follows:
A — for austenitic steels
C — for martensitic steels
F — for ferritic steels
The first digit following the letter indicates the type of alloying elements present for the particular
Group A, C or F. The last two digits indicate the property class (metallurgical condition).
Examples:
a) A2 — 70 indicates:
austenitic steel, cold worked, minimum 700N/mm2 tensile strength
b) C3 — 80 indicates:
martensitic 16 percent Cr Steel, hardened and tempered, minimum 800N/mm2 tensile
strength.
3. Marking
3.1Bolts and Screws — All Hexagon head screws and bolts and socket cap screws of M5 thread
diameter and greater shall be clearly marked in accordance with the designation system given in 2.
This marking may be applied to other types of bolts and screws where it is technically possible to do
so on the head portion only.IS : 1367 (Part 14) - 1984
TABLE 1 DESIGNATION SYSTEM FOR STAINLESS STEEL THREADED FASTENERS
(Clause 2)
* See Table 2 for steel grades and composition groups.
The marking shall include the steel grade and property class and also the manufacturer’s
identification mark (see Fig.1). Additional marking can be applied at the option of the
manufacturer or at the specific request of the purchaser. This additional marking should not be
liable to cause confusion with any other standardized marking or identification.
3.2Studs and Other Fasteners — Marking of studs and other fasteners shall be agreed between
the user and the manufacturer.
3.3Nuts — Nuts shall be marked with the steel grade and with the manufacturer’s identification
mark in the case of nuts of M5 thread diameter and greater (see Fig. 2), where this is technically
possible for the manufacturer. Marking of one nut face is acceptable and shall be by indentation
only when applied to the bearing surface of the nuts. Alternatively marking on the side of the nuts
is permissible. Property class marking and designation of nuts is necessary where the nuts do not
meet the minimum proof load stress of the highest property class for the steel grade.
3.4Packages and Containers — Marking of the designation is mandatory on all packages or
containers of all sizes.
4.Finish — Unless otherwise specified, stainless steel fasteners shall be supplied clean and
bright.
5.Magnetic Properties — All austenitic stainless steel fasteners are normally non-magnetic.
After cold working, some magnetic properties may be evident.
6.Chemical Composition — The composition ranges of steels suitable for the different steel
grades for fasteners are given in Table 2.
2IS : 1367 (Part 14) - 1984
FIG. 1 EXAMPLES OF MARKING OF BOLTS AND SCREWS
FIG. 2 EXAMPLES OF MARKING OF NUTS AND ALTERNATIVE MARKING PRACTICE
Note — For marking of left-hand thread, see IS : 1367 (Part 18) - 1979 ‘Technical supply conditions for threaded steel
fasteners : Part 18 Marking and mode of delivery (second revision)’.
3IS : 1367 (Part 14) - 1984
At the discretion of the manufacturer, fasteners may be manufactured from all steels
corresponding to the grade required, except where the user specifies steels covered by particular
national specification. Alternative steels may be used provided that they give the physical and
mechanical properties to the required steel grade and property class and have equivalent corrosion
resistance. When alternative compositions are used, consultation between the manufacturer and
the user may be necessary in order to ensure suitability for the intended application. Only when
all these conditions are met parts shall be marked and/or described according to the designation
system described in 2.
Austenitic steel fasteners of grades A2 and A4 shall not show any grain-boundary carbide
network and shall be resistant to inter-crystalline corrosion tests as defined in IS 10461 ‘Method
for determination of resistance to intergranular corrosion of austenitic stainless steels : Part 1
Corrosion test in nitric acid medium by measurement of loss in mass (Huoy test), and Part 2
Corrosion test in sulphuric acid/copper sulphate medium in the presence of copper turnings
(Monypenny Strauss test).
Grade A1 fasteners can also be supplied resistant to inter-crystalline corrosion subject to prior
agreement with the manufacturer.
TABLE2 STAINLESS STEEL FASTENERS — GRADE COMPOSITION RANGES
(Table 1, and Clause 6)
Group Grade Chemical Composition, Percent(1) Corresponding Footnotes
Nearest Grade Ref
C Si Mn P S Cr Mo(8) Ni in IS : 1570
(Part 5)
0.15 to 17.0 to 8.0 to
A1 0.12 1.0 2.0 0.20 0.6 07Cr18Ni9 (2) (3)
0.35 19.0 10.0
17.0 to 8.0 to (3) (4)
Austenitic A2 0.08 1.0 2.0 0.05 0.03 04Cr18Ni11
20.0 13.0 (6) (7)
16.0 to 2.0 to 10.0 to 04Cr17Ni12- (3) (4)
A4 0.08 1.0 2.0 0.05 0.03
18.5 3.0 14.0 Mo2Ti20 (6)
0.09 to 11.5 to
C1 1.0 1.0 0.05 0.03 1.0 12Cr13 (5)
0.15 14.0
0.17 to 16.0 to 1.5 to
Martensitic C3 1.0 1.0 0.04 0.03 15Cr16Ni2 (5)
0.25 18.0 3.0
0.08 to 0.15 to 12.0 to
C4 1.0 1.5 0.06 0.6 1.0 12Cr13 (2) (5)
0.15 0.35 14.0
15.5 to (3) (6)
Ferritic F1 0.12 1.0 1.0 0.04 0.03 0.5 05Cr17
18.0 (7)
(1) Values are maximum unless otherwise indicated.
(2) Sulphur may be replaced by selenium.
(3) May contain titanium ≥ 5×C up to 0.8 percent maximum.
(4) May contain copper up to 4.0 percent maximum.
(5) Carbon content may be higher at the option of the manufacturer, where required to obtain the specified
mechanical properties in larger diameters.
(6) May contain niobium (columbium) and/or tantalum 10×C up to 1.0 percent maximum.
(7) Molybdenum may also be present at the option of the manufacturer.
(8) If for some applications a maximum molybdenum content is essential, this must be stated at the time of
ordering by the purchaser.
7. Mechanical Properties
7.1 Tests for Acceptability
7.1.1Bolts, screws and studs of M5 nominal thread diameter and smaller — Testing shall be
carried out by one of the following acceptance tests:
a)tensile strength, minimum (see 8.2); and
b)breaking torque, minimum (see 8.5).
Note — Torque test values are valid only for austenitic steel grades.
4IS : 1367 (Part 14) - 1984
7.1.2 Bolts, screws and studs above M5 nominal thread diameter
7.1.2.1 Tensile strength, minimum (see 8.2)
7.1.2.2 Stress — At 0.2 percent permanent strain, Min (yield strength) (see 8.3 ).
7.1.2.3 Extension value — At fracture, Min (see 8.4).
7.1.2.4Hardness test — Applicable only to Grades C1 and C3 when hardened and tempered
(see8.7).
7.1.3 Nuts of all nominal thread diameters
7.1.3.1 Proof load — At corresponding bolt grade minimum tensile strength (see 8.6).
7.1.3.2Hardness test — Applicable only to Grades C1 and C3 when hardened and tempered
(see8.7).
7.2 Mechanical Property Values — The mechanical properties specified for the various grades and
property classes are given in Tables 3, 4 and 5.
These mechanical property values apply to products of sizes up to and including eight diameters
in length (8d), for A1, A2 and A4-70 and 80, and F1-60. This length limitation does not apply to
fasteners of the soft and the hardened and tempered property classes, for example, A1-, A2- and
A4-50, F1-45, C1-, C3-, C4-50, 70 and 80. For fasteners of greater length strengthened by cold
working, mechanical property values shall be agreed upon between the user and the
manufacturer. The agreed values will depend upon the grade of steel and the type of
manufacturing process employed.
Minimum breaking torque values for other steel and property grades shall be agreed upon
between the user and the manufacturer.
TABLE3 MECHANICAL PROPERTIES OF MARTENSITIC AND FERRITIC GRADE FASTENERS
Group Grade Property Bolts, Screws and Studs Nuts Bolts, Screws, Studs and Nuts
Class
Stress at 0.2 Extension† Hardness
Tensile Percent A Proof
Strength* Permanent L Load
N/R mm m 2 Strain R p 0.2 St Sress HV HB HRC
Min N/mm2 N/mp m2
Min Min Min Max Min Max Min Max
5 500 250 0.2d 500 — — — — — —
C1
70 700 410 0.2d 700 220 330 209 314 20 34
Martensitic C3 80 800 640 0.2d 800 240 340 228 323 21 35
50 500 250 0.2d 500 — — — — — —
C4
70 700 410 0.2d 700 220 330 209 314 20 34
Ferritic 45 450 250 0.2d 450 — — — — — —
F1‡
60 600 410 0.2d 600 — — — — — —
*All tensile stress values are calculated and reported in terms of the nominal tensile stress area of the thread
(seeAppendix A).
†The extension measurements are determined in accordance with the test procedure in 8.4 and are on the actual screw
or bolt length and not on a prepared test piece gauge length of 5d of the test piece (see Appendix B).
‡Maximum diameter for F1 is M24.
5IS : 1367 (Part 14) - 1984
TABLE 4 MECHANICAL PROPERTIES OF AUSTENITIC GRADE FASTENERS
(Clause 7.2)
Group Grade Property Diameter Bolts, Screws and Studs Nuts
Class Range
Tensile* Stress at 0.2 Percent Extension† Proof
Strength Permanent Strain A Load
L
R R Stress
m p 0.2
N/mm2 N/mm2 S
p
Min Min Min N/mm2
50 ≤ M39 500 210 0.6d 500
Austenitic A1; A2 70 ≤M20‡ 700 450 0.4d 700
andA4
80 ≤M20‡ 800 600 0.3d 800
*All tensile stress values are calculated and reported in terms of the nominal tensile stress area of the thread
(seeAppendix A).
†The extension measurements are determined in accordance with the test procedure in 8.4 and are on the actual screw
or bolt length and not on a prepared test piece gauge length of 5d of the test piece (see Appendix B).
‡Above M20 the higher strength property classes should have the property values specially agreed upon between the
user and the manufacturer because at the tensile strength values given above alternative values of stress at 0.2 percent
permanent strain may occur.
TABLE5 BREAKING TORQUE (Tm), FOR SCREWS OF M5 AND SMALLER
(Clause 7.2)
Thread Size Breaking Torque, Min — Austenitic Grade Only
(Coarse Series)
Property Class Property Class Property Class
50 70 80
N.m N.m N.m
M1.6 0.15 0.2 0.27
M2 0.3 0.4 0.56
M2.5 0.6 0.9 1.2
M3 1.1 1.6 2.1
M4 2.7 3.8 4.9
M5 5.5 7.8 10.0
8. Methods of Test
8.1General — All length measurements shall be made by methods with an accuracy of ±0.05mm
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 8.2, 8.3, 8.4, 8.6 and Fig. 3).
6IS : 1367 (Part 14) - 1984
8.2Determination of Tensile Strength (R ) — Tests shall be carried out on complete bolts and
m
screws in the finished condition, in accordance with the test procedure specified in IS:1608-1972
‘Method for tensile testing of steel products (first revision)’ and IS:1367 (Part 3)-1979 ‘Technical
supply conditions for threaded steel fasteners: Part 3 Mechanical properties and test methods for
bolts, screws and studs with full loadability (second revision)’. The test is applicable only to
fasteners of lengths equal to twice the diameter (2d) or longer.
When carrying out the test, a free threaded length at least equal to one diameter (d) shall be
subjected to the tensile load.
The measured tensile strength value shall be at least equal to the values given in Tables 3
and4, irrespective of the location of the point of fracture between the bearing face of the bolt head
and the end of the adapter.
8.3Determination of Stress at 0.2 Percent Permanent Strain (R ) — Tests for determination of
p0.2
stress at 0.2 percent permanent strain shall be carried out only on complete bolts and screws in
the finished condition. This test is applicable only to fasteners of lengths equal to twice the
diameter (2d) or longer.
The test shall be carried out by measuring the extension of the bolt or screw when subjected to
axial tensile loading (see Fig. 3).
FIG. 3 BOLT EXTENSOMETER WITH SELF-ALIGNING GRIPS
7IS : 1367 (Part 14) - 1984
A curve of load against extension shall be plotted as shown in Fig. 4.
FIG. 4 LOAD-EXTENSION CURVE FOR STRESS AT 0.2 PERCENT
PERMANENT STRAIN (R )
p0.2
The clamping length from which R is calculated is taken as the distance L between the
p0.2 3
under-side of the head and the threaded adapter (see Fig. 3). A value equal to 0.2 percent of L is
3
then applied to the horizontal (strain) axis of the load extension curve, OP, and the same value is
plotted horizontally from the straight line portion of the curve as QR. A line is then drawn through
P and R and the intersection, S, of this line with the load-extension curve corresponds to a load at
point T on the vertical axis. The load, when divided by the thread tensile stress area
(seeAppendixA), gives the stress at 0.2 percent permanent strain (R ).
p0.2
The component under test shall be screwed into a hardened threaded adapter to a depth of one
diameter (see Fig. 3).
The value of extension is determined between the bearing face of the bolt head and the end of
the adapter.
8.4Determination of Total Extension at Fracture (A ) — The extension test shall be carried out
L
on bolts, screws and studs in the finished condition. It is applicable only to fasteners with lengths
equal to three times the diameter (3d) or longer.
The component under test shall be screwed into the threaded adapter to a depth of one diameter
(see Fig. 3). After the bolt or screw has been fractured in accordance with the tensile testing
procedure, the two broken pieces shall be fitted closely together and the overall length (L )
2
measured again (see Fig. 5).
The total extension at fracture shall then be calculated using the formula:
A =L – L
L 2 1
The value obtained shall exceed the minimum values of the appropriate property value tables.
If this test is required on machined samples, the test values should be specially agreed.
8.5Determination of Breaking Torque (T ) — The screws shall be tested in a clamping device as
m
shown in Fig. 6. At failure under the applied torque, the minimum torque given in Table 5 shall be
exceeded.
The shanks of the screw shall be clamped in a mating split blindhole die in order that at least
two full threads project above the clamping device, and a length equivalent to one nominal
diameter, exclusive of the point, shall be held within the clamping device.
For this breaking torque test, a calibrated torque-measuring instrument shall be used with a
measuring range not exceeding five times the specified minimum value.
The accuracy of the torque-measuring device shall not be worse than ±7 percent of the minimum
specification value for the screw diameter to be tested.
8IS : 1367 (Part 14) - 1984
FIG. 5 DETERMINATION OF TOTAL EXTENSION AT FRACTURE (A )
L
FIG. 6 APPARATUS FOR DETERMINATION OF BREAKING TORQUE (T )
m
8.6 Proof Load Test for Nuts — The test procedure shall be in accordance with IS : 1367 (Part 6) -
1980 ‘Technical supply conditions for threaded steel fasteners: Part 6 Mechanical properties and
test methods for nuts with specified proof loads (second revision)’.
The nuts shall be assembled on a threaded mandrel and the specified load according to the
thread size, steel grade and property class applied. The nut shall be capable of being fully loaded
up to the proof load (specified minimum tensile strength of bolts of the same steel grade and
property class) of the appropriate property class without thread stripping occurring.
9IS : 1367 (Part 14) - 1984
8.7Hardness Test — Hardness tests shall be carried out in accordance with IS:1500-1968
Method for Brinell hardness test for steel (first revision)’, IS : 1586 - 1968 ‘Methods for Rockwell
hardness test (B and C scales) for steel (first revision)’ or IS : 1501 - 1968 ‘Method for Vickers
hardness test for steel (first revision)’.
The hardness tests on bolts shall be made at the end of the bolt, midway between the centre and
the circumference.
The hardness test on nuts shall be made on the bearing face midway between the corner and the
thread chamfer.
A P P E N D I X A
(Tables 3 and 4; and Clause 8.3)
SCREW THREAD — TENSILE STRESS AREAS
π d +d 2
A = --- ----2-------------3--
s 4 2
where
A is the stress area,
s
d is the pitch diameter of the thread, and
2
d is the minor diameter of the thread.
3
Thread Size Stress Area
(Coarse Series) A
s
mm2
M1.6 1.3
M2 2.1
M2.5 3.4
M3 5.0
M4 8.8
M5 14.2
M6 20.1
M8 36.6
M10 58.0
M12 84.3
(M14) 115
M16 157
(M18) 192
M20 245
(M22) 303
M24 353
(M27) 459
M30 561
(M33) 694
M36 817
(M39) 976
Note — Diameters shown in brackets are non-preferred sizes.
10IS : 1367 (Part 14) - 1984
A P P E N D I X B
(Tables 3 and 4; and Clause 8.4)
TOTAL EXTENSION AT FRACTURE (A )
L
Nominal Extension (L – L )
2 1
Diameter mm
d
mm 0.6d 0.4d 0.3d 0.2d
5 3.0 2.0 1.5 1.0
6 3.6 2.4 1.8 1.2
8 4.8 3.2 2.4 1.6
10 6.0 4.0 3.0 2.0
12 7.2 4.8 3.6 2.4
(14) 8.4 5.6 4.2 2.8
16 9.6 6.4 4.8 3.2
(18) 10.8 7.2 5.4 3.6
20 12.0 8.0 6.0 4.0
(22) 13.2 8.8 6.6 4.4
24 14.4 9.6 7.2 4.8
(27) 16.2 10.8 8.1 5.4
30 18.0 12.0 9.0 6.0
(33) 19.8 13.2 9.9 6.6
36 21.6 14.4 10.8 7.2
(39) 23.4 15.6 11.7 7.8
Note — Diameters shown in brackets are non-preferred sizes.
E X P L A N A T O R Y N O T E
This standard was first published in 1961 and subsequently revised in 1967. As a result of
International agreements arising from the work of ISO/TC 2, the ISO Committee on fasteners,
extensive alterations have come about, which have necessitated a thorough revision with
substantial additions to the 1967 edition. For technical and drafting reasons the standard has
been split up into various parts. The different parts are listed in Part 1.
This part covers the requirements of stainless steel threaded fasteners and is in conformity with
ISO3506-1979 ‘Corrosion-resistant stainless steel fasteners — Specifications’ issued by the
International Organization for Standardization.
This edition 3.1 incorporates Amendment No. 1 (May 1991). Side bar indicates modification of
the text as the result of incorporation of the amendment.
11
|
9777.pdf
|
UDC 658’711’6 (08322) :681”264:621”8608 IS :9777-1981
m
Indian Standard
DATA SHEET FOR SELECTION OF WEIGH-BRIDGES
r-
FOR BULK HANDLING EQUIPMENT
c
Q I. Scope — Lays down the data required for selection of weigh-bridges for weighing bulk handling
L equipment.
2. Data Sheet
2.1 Application and Site Data
a) Applicable to Proposal ............ Purchase ............ As built ............ Date ............
b) Service ..................................................................................................................
C) Duty .....................................................................................................................
d) Type .....................................................................................................................
e) Manufacturer ..........................................................................................................
f) Site conditions:
>
L
G c 1) Surroundings .....................................................................................................
.-0 ‘c .................................
% 2) Relative humidity, Max at ................................. percent
G
3) Temperature ...................................................................................................0C
g) Available power supply: Voltage ............... V, Phase ................ Frequency ...............
2.2 Material Handled Data
a) Material .................................................................................................................
b) Average size ................................................................................................... mm
c) Moisture content ......................................................................................... percent
“c
d) Maximum temperature ...........................................!. ...........................................
e) Abrasiveness .........................................................................................................
2.3 Technical Specification
a) Wagon data .
I.?,
‘.
1) Type ................................................................................ .................................
2) Number ............................................................................................................. ‘.
3) Capacity ( gross ), ............................................................................................. t
4) Dimensions ...................................................................................................mm
5) Rails: Gauge ...................................... mm, Size ..........................................
b) Weigh-bridge data:
1) Rated capacity ................................................................................................ t
2) Accuracy ...................................................... * .................................... percent
3) Overall size of platform, Length ........................... mm; Width ........................ mm
4) Weight .......................................................................................................... kg
5) Manufacturer Drg No. ..........................................................................................
Adopted 26 February 1961 (Q August 1981, ISI Gr 1’
I
INDIAN STANDARDS INSTITUTION
MANAK BHAVAN, 9 BAHADUR SHAH ZAFAR MARG
NEW DELHI 11W026) Integrated iwith tippler .*..*....................... .*....,,........,.*................................,.......
7) Dial indicator . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
.i) Type ...............................................................................................................
ii) Nominal dial diameter ................................................................................. .mm
iii) -Graduation reading line diameter .................................................................. mm
iv) Particulars ......................................................................................................
( Note- Indicate whether dial has single step graduation or in steps.)
8) Totalizer:
i) Type ...............................................................................................................
ii) Particulars ......................................................................................................
9) Recorder:
........................... ..~ .................................................................................
ii) Particulars ......................................................................................................
Cl Wagon weighed while .................................................................. Moving/Stationary
d) Allowable speed of wagon ....................................................................................
e) Shock absorber for arresting pointer vibration ......... Provided/Not provided or
Required/Not Required
f) Load per axle of main line loco that can pass, Max .......................................... tonnes
cl) Speed of main line loco, Max ........................................................................ km/h
h) Does the weigh-bridge conform to IS : 1432*/13 : 14367/E : 1437: and Weights and
Measures Act ? .......................................................................................... Yes/No
i) Inspection, testing and approval of weigh-bridge after erection from Directorate of
Weights and Measures .......................................................... Required/Not Required
k) Approval to be obtained by ......................................................... Supplier/Purchaser
ml Enclosure ..................................................................... Fully enclosed/Not enclosed
n) Statutory requirements ..........................................................................................
2.4 Material of Construction .................... ..r ............................................................................
.......................................................................................................................................
2.5 Special Features ...............................................................................................................
.......................................................................................................................................
2.6 Remarks ..........................................................................................................................
.......................................................................................................................................
EXPLANATORY NOTE
This Indian Standard lays down the data required for the selection of weigh-bridges for bulk
handling equipment. This data sheet may be used by manufacturers for giving details of the
equipment being manufactured by them. This data sheet may also be used by purchaser to collect
information from manufacturers to enable him to make a proper selection of weigh-bridges for his
use.
*IS : 1432-1959 General requirements for weighing instruments.
+lS : 1436-1960 Specification for weigh-bridges.
$IS : 1437-1967 Specification for automatic weighing machines.
2
Printed at Arcee Press, New Delhi 110055
|
4031_13.pdf
|
IS : 4031( Part 13 ) - 1888
Indian Standard
METHODSOFPHYSICALTESTS FOR
HYDRAULICCEMENT
PART 13 MEASUREMENT OF WATER RETENTIVITY OF
MASONRY CEMENT
( First Revision
)
UDC 666’942 : 666’946’5 : 620’193’19
@ Copyright 1988
BUREAU OF INDIAN STANDARDS
MANAIC BHAVAN, 9 BAHADUR SHAH ZAFAR MARG
NEW DELHI 110002
August 1988IS:4031(Part13)-1988
Standard
In&m
METHODS OF PHYSICAL TESTS FOR
HYDRAULIC CEMENT
PART 13 MEASUREMENT OF WATER RETENTIVITY OF
MASONRY CEMENT
First Revision )
(
0. FOREWORD
0.1 This Indian Standard ( Part 13 ) ( First standard in 1968, a number of standards cover-
Revision ) was adopted by the Bureau of Indian ing the requirements of different equipment used
Standards on 22 April 1988, after the draft for testing of cement, a brief description of which
finalized by the Cement and Concrete Sectional was also covered in the standard, had been
Committee had been approved by the Civil published. In this revision, therefore, reference
Engineering Division Council. is given to different instrument specifications
deleting the description of the instruments, as it
0.2 Standard methods of testing cement are has been recognized that reproducible and
essential adjunct to the cement specifications repeatable test iesults can be obtained only with
This standard in different parts lays down the standard testing equipment capable of giving
procedure for the tests to evaluate the physical desired level of accuracy. This part ( Part 13 )
properties of different types of hydraulic cements. covers measurement of water retentivity of
The procedure for conducting chemical tests of masonry 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
properties of hydraulic cements were covered in particular requirement of this standard is
one standard ; but for facilitating the use of this complied with, the final value, observed or
standard and future revisions, it has been decided calculated, expressing the result of a test or
to print the different tests as different parts of analysis, shall be rounded off in accordance with
the standard and, accordingly, this revised IS : 2-1960*. The number of significant
standard has been brought out in thirteen parts. places retained in the rounded off value should
This will also facilitate updating the individual be the same as that of the specified value in this
tests. Further since publication of the original standard.
%ethod of chemical analysis of hydraulic cement *Rules for rounding off numerical values ( revistd ).
(firsr revision ).
1. SCOPE 3. TEMPERATURE AND HUMIDITY
3.1 The temperature of moulding room, dry
1.1 This standard ( Part 13 ) covers the proce-
materials and water shall be maintained at 27 f
dure for measuring water retentivity of masonry
2°C. The relative humidity of the laboratory
cement.
shall be 65 L- 5 percent.
2. SAMPLING AND SELECTION OF TEST
4. GENERAL
SPECIMENS
4.1 Standard Sand - The standard sand to be
2.1 The samples of the cement shall be taken in
used in the preparation of mortar shall conform
accordance with the requirements of IS : 3535-
to IS : 650-1966*.
1986* and the relevant standard specification for
the type of cement being tested. The representative 5. APPARATUS
sample of the cement selected as above shall be
thoroughly mixed before testing. 5.1 The apparatus assembly for the water
*Methods of sampling hydraulic cement (first lS pecification for standard sand for testing of
revision ). cement (first revision ).
1IS : 4031( Part 13 ) - 1!%8
retention test shall conform to IS : 10850-1984*. the mortar on the flow table to the mixing bowl,
and remix the entire batch for 15 s at medium
5.2 Balance - The balance used in weighing speed. Immediately after remixing of the
materials shall conform to the following require- mortar, fill the perforated dish with the pyrtar
ments : to slightly above the rim. Tamp the mortar I5
On balance in use, the permissible variation times with the tamper. Ten of the tamping
at a load of 2 000 g shall be & 2’0 g. The strokes shall be applied at approximately uniform
permissible variation on new balance shall be spacing adjacent to the rim of the dish and with
one-half of this value. The sensibility reci- the long axis of the tamping face held at right
procal shall be not greater than twice the angles to the radius of the dish. The remaining
permissible variation. five tamping strokes shall be applied at random
points distributed over the central area of the
NOTE 1 -The sensibility reciprocal is generally
dish. The tamping pressure shall be just suffi-
defined as the change in load required to change the
position of rest of the indicatmg element or the cient to ensure filling of the dish. On comple-
elements of a non-automatic indicating scale a tion of the tamping, the top of the mortar should
definite amount at any load. extend slightly above the rim of the dish. Smooth
NOTE: 2 - Self-indicating balance with equivalent off the mortar by drawing the flat side of the
accuracy may also be used. straight edge ( with the leading edge slightly
raised ) across the top of the dish. Then cut off
5.3 Standard Weights
the mortar to a plane surface flush with the rim
5.4 Planetary Mixer - Planetary mixer con- of the dish by drawing the straight edge with a
forming to IS : 10890-19847. sawing motion across the top of the dish in two
cutting strokes, starting each cut from near the
5.5 Flow Table and Accessories - Flow table centre of the dish. If the mortar is pulled away
and accessories conforming to 1s : 5512-1983$. from the side of the dish during the process of
drawing the straight edge across the dish, gently
5.6 Tamping Rod - Tamping rod conforming
press the mortar back into contact with the side
to 6.1 (c, of IS : 10086-1982s.
of the dish using the tamper.
6. PROCEDURE 6.3 Turn the stopcock to apply the vacuum to the
funnel. The time elapsed from the start of mix-
6.1 Adjust the mercury relief column so as to
ing the cement and water to the time of applying
maintain a vacuum of 50 mm as measured on the
the vacuum shall not exceed 8 minutes. After
manometer. Seat the perforated dish on the
suction for 60 s, quickly turn the stopcock to
greased gasket of the funnel. Place a wetted
expose the funnel to atmospheric pressure.
filter paper in the bottom of the dish. Turn the
Immediately slide the perforated dish off from
stopcock to apply the vacuum to the funnel and
the funnel, touch- it momentarily on a damp
check the apparatus for leaks and to determine
cloth to remove droplets of water and set the
that the required suction is obtained. Then turn
dish on the table. Then, using the bowl scraper,
the stopcock to shut off the vacuum from the
plow and mix the mortar in the dish for 15 s.
funnel.
Upon completion of mixing, place the mortar in
6.2 Mix the mortar consisting of one part of the flow mould and determine the flow. The
masonry cement and 3 parts of standard sand entire operation shall be carried out without
using the quantity of materials and the procedure interruption and as quickly as possible, and shall
given in 7 of IS : 4031 ( Part 7 1 - 1988 II to a be completed within an elapsed time of 11 min
consistency to give a flow of 110 f 5 percent. after the start of mixing the cement and wa&
Immediately after making the flow test, return ,for the first flow determination.
*Specification for apparatus for measurement of 7. CALCULATION
water retentivity of masonry cement.
7.1 Calculate the water retention value for the
flpecification for planetary mixer used in tests of
cement and poizolana. mortar as follows :
$3~ ecification for flow table for use in teats of
hydraulic cements and pozxolanic materials (firsr Water retention value = + 100
revision 1.
3 Spekfkation for moulds for use in tests of cement
where
and concrete.
IIM ethods of physical tests for hydraulic cement : A=flow after suction, and
Part 7 Determination of compressive strength of masonry
cement (first revision 1. B=flow immediately after mixing.
2
Reprography Unit, BIS, New Delhi, India
|
12119.pdf
|
IS:12119 -1987
Indian Standard
GENERAL REQUIREMENTS FOR
PAN MIXERS FOR CONCRETE
Construction Plant and Machinery Sectional Committee, BDC 28
Chairman Representing
&‘xAJ-GIN J. C. SACEDEVA Directorate General Border Roads, New Delhi
Members
BRIU B. V. AEUJA 1 (Alt crnatc to Maj-Gen J. C. Sachdeva )
BRIQ SUSSIL JAQOTA 1
SERI R. P. CHOPRA National Projects Construction Corporation Ltd,
New Delhi
SHRI 0. S. GUPTA ( Alternate )
CHIEF ENQINEER Punjab Irrigation & Power Department, Government
of Punjab, Chandigarh
DIRECTOR ( Alternate )
CEIEF ENQINEER ( ELEC ) (I) Central Public Works Department, New Delhi
SUPERINTENDIX-~EON GINEER ( Alternate )
DIRECTOR ( P & M ) Central Water Commission, New Delhi
DEPUTY DIRECTOR ( P & M, ) ( Alternate )
DR A. K. MULI,ICK Nationa! Council for Cement & Building Material,
New Delhi
SHRI RATTAN LAL ( Alternate )
DR A. K RAY Jessop & Company, Calcutta
SHRI A. K. MIJKHERJEE ( Alternate )
DR M. P. DHIR Central Road Research : Institute ( CSIR ),
New Delhi
SHRI Y. R. P~ULL ( Alfernate )
SHRI D. M. GUPTA U.P. State Bridge Corporation, Lucknow
SHRI S. A. MENEZEJ Heatly & Gresham (I) Ltd, NewDelhi
SHRI P. K. MALHOTRA ( Alternate )
SHRI G. S. GOPALRAO Hindustan Construction Co Ltd, Bombay
SHRI R. V. DATYE ( Alternate )
JOINT DIRECTOR ( WORKS ) Ministry of Railways, New Delhi
JOINT DIRECTOR ( CIVIL
ENGINEERING ) ( Alternate )
SHRI Y. R. KALRA Bhakra Beas Management Board, Chandigarh
SHRI M. L. AGGARWAL ( Alternate )
SERI J. P. KAUSHISH Central Building Research Institute ( CSIR ),
Roorkee
DR S. S. WADHWA ( Alternate )
( Continued on page 2 )
@ Copgright 1987
BUREAU OF INDIAN STANDARDS
This publication is protected under the In&an Copyriqht Act ( XIV of 1957 j and
reproduction in whole or in part by anv means ercept w’ith written permission of the
publisher shall be deemed to be an infringement of copyright under the said Act.
. .IS:12119 -1987
( Continued from page 1 )
Members Representing
SHRI S. K. KELAVKAR MarshallSons & Co India Ltd, Madras
SHRI P. C. SURESH ( Alternate )
MAJ-GEN P. N. KAPOOR Research & Development Organization ( Ministry
of Defence ‘i. New Delhi
SHRI S. N. SIDHANTI ( Alternate )
SRRI N. Y. KHAN Killick Nixon & Co Ltd, Bombay
SHRI A. MEHRA ( Alternate )
SHRI V. K. KHANNA International Engineering & Construction Co,
Calcutta
SHRI M. E. MADHUSUUAN Directorate General of Technical Development,
New Delhi
SRRI K. L. NANCIA ( Alternate )
SHRI M. NARAS~NASWAMY Engineer-in-Chief’s Branch, Army Headquarters,
New Delhi
SHRI H. S. DUGGAL, EE ( Alternate )
SHRI T. H. PESHO~I Recondo Limited, Bombay
SHRI S. J. BASU ( Alternate )
SHRI T. H. PESHORI Builder’s Association of India, Bombay
BHAI TRILOCHAN SINGH ( Alternate )
SHRI S. S. PRAJAPATHY Sayaji Iron & Engineering Co Pvt Ltd, Vadodara
SHRI NAVIN S. SHAH ( Alternuts )
SHRI G. RAMDAS Directorate General of Supplies & Disposals,
New Delhi
SHRI I. C. KHANNA ( Alternate )
SHRI D. SESHAGIRI RAO Sahayak Engineering Pvt Ltd, Hyderabad
SRRI R. C. REKHI International Airport Authocny of India, New Delhi
SHRI B. S. MATHUR ( Alternate )
MAJ RAVINDHA SHA~MA Department of Standardization ( Ministry of
Defence ), New Delhi
SHRI M. N. SINGH Indian Road Construction Corporation Ltd,
New Delhi
SHRI K. S. SRINIVASAN National Buildings Organization, New Delhi
SFIRI MUHAR SINGH ( Alternate )
SHRI J. SWAMINATHAN Bhacat Earth Movers Ltd, Bangalore
DR K. APRAXAYAN ( Alternate I )
SRRI K. S. PA~MANAHHAN ( Alternate II )
SHRI G. VISWANATHA~ Ministry of Shipping and Transport ( Roads Wing )
SHRI J. K. DUQAD ( Alternate )
SHRI G. RAFXAN, Director General, BIS ( Ex-o$cio Member )
Director ( Civ Engg )
Secretary
SHRI H~UANT KUMAR
Deputy Director ( Civ Engg ), BIS
( Continuud on page 11 )IS : 12119- 1987
Indian Standard
-GENERAL REQUIREMENTS FOR
PAN MIXERS FOR CONCRETE
0. FOREWORD
0.1T his Indian Standard was adopted by the Bureau of Indian
Standards on 31 July 1987, after the draft finalized by the Construction
Plant and Machinery Sectional Committee had beenapproved by the
Civil Engineering Division Council.
0.2 Pan type mixer is a closed panequipped with rotating arms with
paddles moving in the opposite direction to arms with lesser speed.
These type of mixers are very efficient in working specially with stiff
mixes. A typical pan type of mixer is shown in Fig. 1.
BOTTOM OiSCHARGE
BUCKET
INLET CHUTE
\&y-----
TOP \ HOIS T Tf?ACK
PROTECTIVE
COVER -
INNER PAN
WALL - ARM
OUTER PAN
WALL - PADDLE
DISCHARGE
GATE -
OISCHARGE
DOOR J
MOTOR ASSEMBLY 1 I- MIXER SUPPORT FRAME
APERTURE -I iaa;RC;OV;R FOR MOTOR AND
FIG. 1 TYPICAL PAN TYPE CONCRETEM IXER
3IS:12119- 1987
0.3 In this standard, the nominal sizes adopted are based on the input
volume of unmixed materials as against the volume occupied by concrete
after mixing, since pan mixer has found wider applications for mixing
materials other than concrete also.
0.4 This standard lays down the general requirements fo- pan mixers
with the following objectives:
a) To guide the purchasers with some minimum guaranteed perfor-
mance;
b) To aid in production by limiting the numberiof standard sizes;
and
c) To help the manufacturers and the purchasers by laying down
working limits for capacity and other features of the mixer.
1. SCOPE
I.1 This standard lays down the requirements for the pan, water feeding
arrangements and fittings, skip loader, certain design features for safety,
power units requirements for the necessary accessories.
I.2 It does not cover free fall batch type concrete mixers, continuous
mixers and truck mounted mixers.
2. TERMINOLOGY
2.1 For the purpose of this standard, the definitions given in IS : 11386-
1985* shall apply.
3. DESIGNATION OF SIZE AND TYPES
3.1T he size of a pan type concrete mixer shall be designated by the
number representing its input capacity in litres together with letter ‘P’
to indicate the pan type concrete mixer. Thus, a mixer having a maxi-
mum input of 500 litres of mixed materials, per batch will have the
designation of 500 P.
3.2 Pan type concrete mixers shall be of one of the following sizes:
375P ; 500P ; 750P ; 1OOOP; 1500 P; 2 000P ; 3 000P ; 4 000P ; and
4 500 P.
3.3 Input Capacity- - The size of the mixer of a giveninput batch
capacity shall be such that, on level ground, it may accommodate all the
unmixed material and thoroughly mix them without spillage so as to
produce the given volume of concrete.
*Glossary of terms relating to concrete mixers.
4IS : 12119 - 1987
3.4 Mixing Efficiency - The mixing efficiency of the mixer shall be
tested under norma! working conditions in accordance with the method
specified in IS : 4634-1968*.
3.5 Output Capacity - This shall be the minimum volume in cubic
metres of fully mixed concrete produced from one batch. The volume
of concrete shall be calculated from the sum of the masses of all the
added constituents divided by the mass per cubic metre of fully mixed
fresh concrete of medium consistency. Output is generally 15 to 20 per-
cent of input per batch.
4. MIXING PAN
4.1 Mixing pan shall be of welded steel construction. The mixer pan
bate and the mixing pan walls shall be lined with wear resistant inter-
changeable wear plates and mixed by means of countersunk screws.
Below the mixing pan should be the frame work of the mixer consisting
of a welded plate steel construction and welded to the pan mixer and
the pan mixer should be anchord to the mixer platform or other support-
ing structure at this point.
4.2 The quality of material used in construction of the pan mixer and
minimum thickness of the pan for various sizes of concrete mixers shall
be as given in Table 1. The wear plates shall be 10 mm thick conform-
ing to 45C8 of IS : 1570 ( Part 2 )-1979t.
TABLE 1 MINIMUM THICKNESS OF PAN FOR DIFFERENT SIZES OF
MIXERS
SIZE OF MIXER MINIMUX THICKNESS OF STEEL PLATE
CONFORNNQ TO IS : 8500-1977*
Litres mm
375 P 6-18
500 P, 750 P, 1 000 P, 1 500 P 10-12
2 000 P, 3 000 P, 4 000 P, 4 500 P 12-14
*Weldable structural steel ( medium and high strength quality).
5. ROTOR
5.1 Rotor consists of a housing for the fixing of the mixing arm and
shall conform to grade FG 200 of IS : 210-1978:. The rotor shall be
concentrically mounted in the pan mixer. The attachment for fixing of
the mixing arms shall be such that adjustments or shifting of the mixing
arm is easy and simple. The adjusting device in the rotor housing shall
be suitably covered. The optimum speed of the mixer shall be
indicated.
*Method for testing performance of batch type concrete mixers.
tSchedules for wrought stee!s: Part 2 Carbon steels ( unalloyed steel ) (f;tst r&ion ).
fSpecification for grey iron castings ( third revision ) .
5IS : 12119 - 1987
5.2 Mixing Arms - The mixing arms shall be of carbon steel bars
conforming to grade 27C 15 of IS : 1570 ( Part 2 )-1979* and the bars
shall be stress relieved, if hot bending is done. Wear sleeves should be
fitted to the arms, if it is in contact with the material in the mixer.
5.3 Mixing Paddles - The mixing paddles shall be of wear resistant
castings. They should be fixed to the mixing arms in such a manner
that replacement is easy. An inner and outer scraper should be pro-
vided for complete cleaning of the pan walls.
5.4 The minimum number of mixing paddles shall be as follows:
Size of Mixer Number of Mixing Paddles
( litres )
375 P 4
500 P, 750 P 5
1 000 P 6
1 500 P, 2 000 P 8
3 000 P 13
4 000 P, 4 500 P 15
5.5 Protective Cover - The protective cover shall be 5 mm thick
steel conforming to IS : 226-19757 to provide an upper cover for the
mixer pan. The cover shall be dust proof. It is usually in a conical
shape and consisting of several segments which~shall be bolted together.
The proof cover shall be provided with a cleaning segment and an
inspection flat.
5.5.1 A hand hoist for pan mixer above 750 litres with cable winch
and guide roller shall be provided to facilitate the opening of the clean-
ing segment.
5.5.2 Safety limit switches shall be provided to the segment and
cleaning flaps so that; when the flaps are open for cleaning or main-
tenance, the mixer is switched off.
5.6 Mixer Drive
5.6.1 The mixers may have suitable integral power units fitted centrally
to the gear speed reducer to form a self-contained unit. The normal
power units envisaged are petrol, diesel engine or gas or electric motors.
*Schedules for wrought steels: Part 2 Carbon steels ( unalloyed steel ) (first rcvi.cion).
tspecification structural steel ( standard quality ) (jifth rcvisu~n ).
6IS : 12119- 1987
Integral and normal power units shall comply with relevant Indian
Standards. -The rating in terms of kilowatts and revolutions per minute
shall not be less than the ratings given below:
Size of Mixer Rating in
( litres ) kW/RPM
375 P 11/l 500
500 P 1511 500
750 P 22/l 500
1 000 P 30/l 500
1 500 P 37/i 500
2 000 P 45/l 500
3 000 P 75/l 500
4 000 P 90/l 500
4 500 P 110/l 500
The rating in terms of kilowatts and RPM shall be stated on a plate
affixedto the power unit.
5.6.2 Control Box - The starting device for the mixer may be fitted
to the outside wall of the mixer or may be erected independently. Within
the control device, a suitable lockable safety switch shall be provided
to prevent the mixer being made operative during its maintenance.
6. DISCHARGE
6.1 The discharge door of the pan mixer shall be fitted circumferencially
at the bottom of the pan in such a way as to achieve as large a dis-
charge aperture as possible for a rapid discharge. Usually the discharge
point is diametrically opposite the feeding point. The pivoted discharge
gate shall be operated by means of hydraulic or electro-hydraulic system
which should be protected from dirt ingress and should be easily accessible
for removal and maintenance. An auxiliary system to open the dis-
charge gate manually in case of power failure shall also be provided.
The discharge height shall be stated.
6.2 Safety Guards - A suitable safety guard shall be provided to
cover the mixer discharge door and shall be(so designed that it is easy to
remove.
7. THE MIXER INLET
7.1 The pan mixer inlet chute should be provided in the top protective
cover and shall be designed in such a way as to prevent spillage of un-
mixed materials discharged by the skip bucket. In case of tilting type
7IS:12119 - 1987
skip bucket, the angle of inclination of the centre line of the chute plate
of the skip bucket when in discharge position shall not be less than
50 degrees to the horizontal to ensure complete discharge.
7.2 A separate material inlet for aggregate and cement may be provided
in the dust-proof cover. A common inlet may also be used for aggre-
gate and cement. The material inlet dimensions should be such that the
mixing pan is not suddenly overfilled. The inlet chute provided on the
cover should be of bolted construction so that it may be dismantled, rf
required. In case separate inlets are provided then the cement inlet will
be placed immediately after the aggregate inlet. The most suitable
position for the cement inlet shall be in the front of the inlet for aggre-
gate. Both the inlets may be at the centre of the mixing chamber and
in the direction of rotation of the rotor.
8. WATER FEEDING AND BATCHING
8.1 Water feeding shall generally be through a water meter. A water
spray device shall be provided at one point in the mixer so that water
may be added uniformly and quickly in the centre of the mixing
chamber so that it may also result in a cleaning effect for the mixer arms
and the pan walls. The water spray device shall be a complete attach-
ment which may be fitted to the upper edge of the mixer pan.
8.2 Water meter shall be of dial type and shall work on a pressure of
about 4 to 5 bars and shall indicate the quantity of water flowing. A
quick action valve and a dirt trap shall be provided in the water circuit.
The valve may be operated manually or electrically.
9. SKIP HOIST
9.1 The pan mixer shall be fitted with a skip hoist complying with the
following requirements:
a>
The skip bucket may be of the tilting type or bottom discharge
type.
bj The skip bucket shall be of adequate capacity to receive and
discharge the maximum nominal batch of umixed materials
without spillage under normal operating conditions on a level
site.
cl The hoist shall consist of a multilayer cable drum driven by a
suitable geared motor or motor with a gear box. -The lifting
speed shall normally be 0.33 m/s but may be increased, if desired,
by the purchaser.
4 A suitable guard must be provided on the hoist track when it is
in an accessible area. The method of fastening the wire rope to
the drum shall be such as to avoid, any tendency to cut the
8IS : 12119- 1987
strands of the rope and the fastening should be positioned clear
of the barrel of the drum, for example, outside the drum flange.
When the skip bucket is lowered to its normal loading position,
there should be at least one and a half turn of rope on the drum.
If required, a slack cable limit switch shall be fitted under the
winch to constantly monitor the cable from fraying.
c) Limit switches, either electrical or mechanical shall be provided
to limit the hoist travel so as to ensure exact discharge and
loading position.
10. MIXING CYCLE TIME
lo.1 The pan mixers shall have mixing cycle time for concrete as follows:
a) Charging time of 10 seconds.
b) Mixing time of 30 to 60 seconds.
c) Discharge time of approximately 20 seconds.
NOTE - The above timings enables the users to evolve the output per hour based
on the mixing cycle suggested by the manufacturer.
11. INTEGRAL WEIGHER
11.1 The weighing mechanism may be fitted integrally with the mixer to
enable the ingredients of mix to be weighed while being loaded into the
mixer hopper. The weighing mechanism and indicator shall be such
that the error in excess or deficiency in all stages of loading shall be not
more than one percent under normal working conditions.
12.lNTEGRAL DRAG FEEDER
12.1 The mechanical feeder may be fitted integrally with the mixer to
provide power feeding of the aggregate into the mixer hopper. If the
feeder is of the rope-handled SCOOP type, hand guided by an operator
other than the mixer operator, the control mechanism shall be of the
‘Fail-to-safe’ type.
13. LIFTING ARRANGEMENTS
13.1 Each mixer shall be fitted with eyes, shackles or other suitable
means for lifting by a slinging chain or chains.
14. TOOLS AND OPERATING INSTRUCTIONS
14.1 A strong tool box, with lock and key, containing the necessary tools
for normal running adjustments and lubrication together with an inven-
tory of the tools, shall be provided with each machine. Operating and
maintenance instructions, and a spare parts list shall also be provided.
9IS : 12119- 1987
15. MARKING
15.1 Each mixer shall have a rating plate firmly attached to some part
not easily removable. The rating plate shall have clearly marked on it
the following informations:
a) Manufacturer’s name;
b) Machine reference No.;
c) Size of mixer in litres;
d) Total mass in kg;
e) Motor or engine speed, revolutions/minute;
f) Power input required to run the mixer under normal working
conditions; and
Year of manufacture.
g)
10IS : 12119- 1987
( Continued from page 2)
Panel for Concrete Batching and Mixing Plants, BDC $3 : P5
CO?lVt?MT Representing
SHRI H. S. BRATIA In personal capacity ( 315, Kalkaji Extension,
New Delhi )
Members
SRRI M. L. A~QARWAL Beas Dams Project, Talwara
SHRI P. C. GANDHI ( Alternate )
BHAI TRILOCH~N SINGH Bhai Sunder Das & Sons Co Pvt Ltd, New Delhi
DIRECTOR ( P & M ) Central Water Commission, New Delhi
DEPUTY DIRECTOR ( P & M ) ( Alternate )
DJRRC~OR Irrigation and Power Department, Government of
Punjab, Chandigarh
SENIOR DESIGN ENGINEER ( Alternate )
SHRI V. K. KHANNA International Engineering and :Construction
Company, Calcutta
SHRI S. A. MWNEZES Heatly and Gresham (I) Ltd, New Delhi
SHRI P. K. MALHOTRA ( Alternate )
SRRI A. G. P~TEL Millars, Bombay
SHRI N. B. JOSHI ( Alternate )
SRRI T. H. PESHOR~ Recondo Limited, Bombay
SHRI S. J. BASU ( Alternate )
SHRI Y. R. PKULL Central Road Reseaxh Institute ( CSIR j,
New Delhi
SHRI D. SESH.~~IRI Rao Sahayak Engineering Pvt Ltd, Hyderabad
SHRI B. S. SnrSrv:4~.4N Marshall Sons & Co India Ltd, Madras
DR S. S. WADI1W.A Central Building Research Institute ( CSIR ),
Roorkee
DR BRAGWAN DAS ( Alternate )
11INTERNATIONAL SYSTEM OF UNITS ( SI UNITS )
Bame Units
QUANTITY UNIT SYMBOL
Length metre m
Mass kilogram
kg
Time second 5
Electric current ampere A
Thermodynamic kelvin K
temperature
Luminous intensity candela cd
Amount of substance mole mol
Supplementary Units
QUANTITY UNIT SYMBOL
Plane angle radian rad
Solid angle steradian sr
Derived Units
QUANTITY UNIT SYrdllOL DEFINITION
Force newton N 1 N = 1 kg.m/s*
Energy joule J 1 J = 1 N,m
Power watt W 1 W = 1 J/s
Flux weber Wb 1 Wb = 1 V.s
Flux density tesla T 1 T = 1 Wb/m’
Frequency hertz HZ 1 Hz = 1 c/s (s-l)
Electric cxtductance siemens S 1 s = 1 A/V
Electromotive force volt V 1 v =~I W/A
Pressure, stress Pascal Pa 1 Pa = I N/m’
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1341.pdf
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IS 1341 : 1992
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( PiTf cf;Ffm )
Indian Standard
STEELBUTT HINGES-SPECIFICATION
( Fifth Revision )
First Reprint SEPTEMBER 1997
( Incorporating Amendment No. 1)
UDC 683’361 : ( 669.14 )
‘,J @ BIS 1997
. :,
BUREAU Ok INDIAN STANDARDS
MANAK BHAVAN, 9 BAHADUR SHAH ZAFAR MARG
NEW DELHI 110002
April 1992 Price Gr011p 3Builder’s Hardware Sectional Committee, CED 15
FOREWORD
This Indian Standard ( Fifth Revision ) was adopted by the Bureau of Indian Standards, after the
draft finalized by the Builder’s Hardware Sectional Committee had been approved by the Civil
Engineering Division Council.
This standard was first published in 1959 and subsequently revised in 1962, 1970, 1976 and 1981.
In this revision apart from general updation of the cross referred standards, reference to the use
of grade 0 of IS 513 : 1986 has been incorporated for steel fIaps in place of IS 4030 : 1973 which
has since been superseded.
For the purpose of deciding whether a particular requiremert of this standard is complied with,
the fir-al value, observed or calculated, expressing the result of a test or analysis, shall be rounded
off in accordance with IS 2 : 1960 ‘Rules for roundirg off numerical values ( revised 1’. The
number of signikant places retained in the rounded off value should be the same as that of the
specified value in this standard.IS 1341: 1992
Indian Standard
STEELBUTTHINGES-SPECIFICATION
( Fifth Revision )
.1 SCOPE shall be cut clean and square and shall be pro-
vided with mild steel hinge pins. The hole for
This standard lays down the requirements the hinge pin shall be c:ntral and square to
regarding materials, dimensions, manufacture the knuckles. All sharp edges and corners shall
and finish of mild steel butt hinges. be removed.
NOTE - The requirements of non-ferrous metal
6.2 Knuckles
butt hinges has been covered in IS 205 : 1992.
2 REFERENCES 6.2.1 The sides of knuckles shall be straight
and at right angle to the flap. The movement
The Indian Standards listed in Annex A are of the hinges shall be fre: and easy, and working
necessary adjuncts to this standard. shall not have any play or shake.
3 TYPES 6.2.2 The number of knuckles in the hinge of
different sizes shall be as specified in Tables 2
Mild steel butt hinges shall be of the following to7.
types:
6.3 Pins
a) Light weight hinges ( see Table 2 )
b) Medium weight hinges ( see Table 3 ) The hinge pin shall be of diameters as specified
in Tables 2 to 7 for different types and sizes of
c) Broad type hinges ( see Table 4 >
hinges. It shall fit inside the knuckle firmly and
d) Square type hinges ( see Table 5 ) riveted head shall be well formed so as not to
allow any play or shake. It shall allow easy
e) Heavy type I and II hinges ( see Tables 6
movement of the hinge, but shall not cause
and 7)
looseness.
4 MATERIALS
6.4 Screw Holes
Materials used for the manufacture of steel
butt hinges shall comply with the requirements All screw holes shall be clean and countersunk
given in Table 1. to suit countersunk head of wood screws con-
forming to IS 6760 : 1972. The screw holes
Table 1 Requirements for Materials for
shall be of the numbers specified in Tables 2 to
Steel Butt Hinges
7 for different types and sizes of hinges.
( Clrruse 4 )
SI Part Material Suitable Grade in Indian 6.4.1 Number of Holes
No. Standard
The number of holes to be punched in different
(1) (2) (3) (4)
types of hinges shall bt as specified in Tables 2
i) Flap Mild steel Grade 0 of IS 1079 : 1988
or to7.
Grade 0 of 1s 513 : 1986
ii) Pin Mild steel wire Mi,;;ym l/4 H of IS 280 : 6.4.2 Position of Holes
The centre line of the holes shall be parallel to
5 DIMENSIONS AND TOLERANCES the pin. In the heavy and medium weight
hinges, when only two screw holes in each flap
5.1 The leading dimensions of various types of are provided they shall be in one line, but when
hinges ( see Fig. 1 ) and tolerances thereon shall more than two holes are provided in each flap
be given in Tables 2 to 7. they shall be distributed in zig-zag manner as
shown in Fig. 1. In the light weight hinges, up
5.2 The size of the hinge shall be denoted by the to three holes are provided in one line, but
length ( A ) of the hinge, when more than three holes are provided they
shall be distributed in zig-zag manner as shown
6 MANUFACTURE
in Fig. 1. In broad and square types th- position
of holes shall be spxified in Fig. 1. The
6.1 General 3s
distance of the screw holes from the end of the
Hinges shall be well made and shall be free flap either parallel to the pin or across it shall
from flaws and defects of all kinds. All hinges be as follows.
1\ I
\i
KNUCKLES D CRANKED
FIG. 1 A TYPICAL MILD STEEL BUTT HINGE
X or Y ( we Fig. 1 ), 8 MARKING
For hinges of 15, 20 and 2 mm, Min 8.1 Each hinge shall be clearly and permanently
25 mm size marked with the indication of the source of
3.5 mm, Min manuf2cture.
For hinges of 40, 50 and
65 mm size 8.2 The hinges msy also be marked with the
5 mm, ~~~ Standard Mark.
For hinges of 75, 90 and
100 mm size 9 PACKING
For hinges of 125 mm size 7 mm, Min
9.1 Hinges shall be packed in cardboard boxes
and above
or in any other approved packing in the
2 ( see Fig. 1 ) following - oI uantities:
For hinges of 15 mm size 3’5 mm, Min
Sizes of 15, 20 and 30 pieces in each
For hinges of 20 mm size 4 mm, Min 25 mm package
and above Sizes over 25 mm up to 20 pieces in each
and including 75 mm package
where
Sizes above 75 mm 10 pieces in each
X = distance of the end hole from the end
package
of flap measured parallel to the pin;
Y = distarce of end hole from the end of NOTE - Hinges may be packed in multiples of
flap measured at right angle to the six, if required by the purchaser.
pin; and
9.2 Each package shall be labelled showing the
Z = distacce of the end bole nearest to following particulars.
knuckle edge, where holes are provided
in zig-zag manner, from the edge of the a) Type of hinges,
knuckle slot. b) Size of hinges,
6.4.2.1 When more than two screw holes are c) Quantity of hinges, and
provided in each flap, they shall be equidistant
d) Indication of the source of manufacture.
from ore another.
IO SAMPLING AND CRITERION FOR
7 FINISH CONFORMITY
Unless otherwise specified, hinges shall be The method of selecting hinges and the criterion
finished bright with smooth surfaces. for col:formity shall be as given in Annex B.
2IS 1341 : 1992
Table 2 Dimensions of Light Weight Mild Steel Butt Hinges
( Clauses 3, 5.1, 6.2.2, 6.3, 6.4 and 6.4.1 )
Size of Length Breadth Thickness of Diameter of Number of Number of Holes for
Hinge Flap Hinge Pin Knuckles Screw Holes Screw No.
A B C D
(1) (2) (3) (4) (5) (G; (7) (8)
mm mm mm mm mm
15 15 f 0.5 18f I 0.63 f 0.04 2.00 f 0.08 3 4 2
25 25 & 0.5 22 f 1 o-71 f 0.04 2 00 + 0.08 3 4 2
40 40 f 0.5 25 + 1 0.80 & 0.04 2.50 f 0.08 3 4 3
50 50 & 0.5 30 f 1 0.90 + 0’01 2.80 f 0.08 3 4 3
65 65 f 0.5 35 f 1 1’00 + 0.04 3.15 f 0.08 5 6 4
75 75 f 0.5 40& 1 1.12 & 0’04 3.15 f O.C8 5 G 5
100 100 & 0.5 50 f 1 1’25 f 0.06 3.55 f 0‘08 5 8 6
NOTE - Dimension B is for uncranked hinge. For cranked hinge, this dimension will increase accordingly.
Table 3 Dimensions of Medium Weight Mild Steel Butt Hinges
( Clauses 3, 5.1, 6.2.2, 6.3, 6.4 and 6.4.1 )
Size of Length Breadth Thickness of Diameter of Number of Number of Holes for
Hinge Flap Hinge Pin Knuckles Screw Holes Screw No.
A B C D
(1) (2) (3) (4 (5) (6) (7) (8)
mm mm mm
20 20 f 0.5 20”: 1 1.20 mf m0 .06 2.03 f 0 08 3 4 3
25 25 rt 0.5 25 * 1 1.25 + 0.06 2.24 f 0.08 3 4 4
40 40 * o-5 30 f 1 1.40 f 0.06 2.50 f 0.08 3 4 5
50 50 f 0.5 37 f 1 I.50 f 0 06 3.15 f 0.08 3 4 6
65 65 & 0.5 42 f 1 1.60 f 0 06 3.55 f 0.08 5 6 6
75 75 * 0.5 47 f 1 1.70 * 0.06 4.00 f 0.08 5 6 7
9c 90 * 0.5 52 $1 1 1.80 f 0.06 5.00 f 0.08 5 6 7
100 100 ‘$ 0.5 58 f 1 I.90 f 0.06 5.60 f 0.08 5 8 8
125 125 & 0.5 65 & 1 2.12 rt 0 08 5.60 f 0.08 5 8 9
150 150 f 0.5 75 f 1 2.24 rt 0.08 6.30 h 0.08 5 8 10
NOTE - Dimension B is for uncranked hinge. For cranked hinge, this dimension will increase accordingly.
Table 4 Dimensions of Broad Type Mild Steel Butt Hinges
( Clauses 3, 5.1, 6.2.2, 6.3, 6.4 and 6.4.1 )
Size of Length Breadth Thickness of Diameter of Number of Number of Holes for
Hinge Flap Hinge Pin Knuckles Screw Holes Screw No.
A B C D
(1) (2) (3) (4) (5) (6) (7) (8)
mm mm mm mm
SO 503.5 45 f 1 1.50 + 0.06 4.00 & O-08 3 4 6
75 75 * 0.5 60&- 1 1.70 f 0.06 5’00 &- 0.08 5 6 7
100 100 f 0.5 70 f 1 1.90 f 0.06 5.60 i 0.08 5 8 8
125 125 f 0.5 80 f 1 2.12 & 0.08 6.30 & 0.08 5 8 10
150 150 * 0.5 loo* 1 2.24 & 0.08 7.10 f 0.08 5 8 10
NOTE - Dimension B is for uncranked hinge For cranked hinge, this dimension will increase accordiogly.IS 1341 : 1992
Table 5 Dimensions of Square Type Mild Steel Butt Hinges
( Clauses 3, 5.1, 6.2.2. 6.3, 6.4 and 6.4.1 )
size of Length Breadth Thickness of Diameter of Number of Number of Holes for
Hinge Flap Hinge Pin Knuckles Screw Holes Screw No.
A B c D
(1) (2) (3) (4) (5) (6) (7) (8)
mm mm mm mm mm
50 50 f o-5 50 f 1 1.70 f 0.06 5.00 f 0.08 3 4 6
65 65 f 0.5 65 f 1 l-80 f 0.06 5.60 f 0.08 5 6 8
75 75 f o-5 75 f 1 2.00 f 0% 5.90 f 0.08 5 6 8
90 90 f 0.5 90 f 1 2.25 f 0.06 590 f O-08 5 6 9
100 100 f 0.5 100&-l 2.50 f O-06 6.30 f 0.08 5 8 9
NOTE - Dimension B is for uncranked hinge. For cranked hinge, this dimension will increase accordingly.
Table 6 Dimensions of Heavy Weight (Type 1) Mild Steel Butt Hinges
(Clauses 3, 5.1, 6.2.2, 6.3, 6.4 and6.4.1 )
She of Leagth Breadth Tbirkaess of Diameter of Number of Number of Holes for
Hinge Flap Hinge Pin Knuckles Screw Holes Screw NO.
A B D
(1) (2) (3) (21 (5) (6) (7) (8)
mm mm mm mm mm
50 50 f 0.5 40 f 1 2.50 f 0’06 4.00 f O-08 3 6 8
65 65 f O-5 50 f 1 2.80 f O-06 5+0 f 0.08 3 6 8
75 75 f o-5 co f 1 3.15 f 0.06 5.00 f O-08 5 6 9
90 90 f 0.5 65 f 1 3.15 f 0.06 5’00 f 0.08 5 6 9
100 100 f o-5 75 f 1 3.55 f O-08 6.30 & 0.08 5 8 12
125 125 f o-5 90 f I 4.00 f 0’08 7’10 f 0’08 5 8 12
150 150 f o-5 100 f l-5 4.50 f o-10 8.00 f 0.08 5 10 12
175 175 f o-5 115 f 1’5 5.00 f 0.10 9.00 f 0.08 5 10 14
200 2OOfO.5 130 f l-5 6.00 f 0.10 10.00 f 0.08 5 10 11
NOTE - Dimension B is for uncranked hinge. For cranked hinge, this dimension will increase accordingly.
Table 7 Dimensions of Heavy Weight ( Type 2 ) Mild Steel Butt Hinges
(CZartses3,5.1,6.2.2,6.3,6.4and6.4.1)
size Ltagtb Brc8dul Diameter of No. of No. of Holes for
HingePin KllUCidCS Sa-ew Screw No.
HOkS
A B c D
(1) (4 (3) (4) (5) (6) (7) (8)
mm mm mm mm mm
50 50 f 0.5 3821 2.00 f 0.08 3.15 * 0.08 6 6
65 65 2 0.5 43 * 1 2.10 + 0.08 3.5s f 0.08 6 6
75 75 * 0.5 4821 2.45 2 0.08 4.00 z 0.08 6 ‘7
90 90 * 0.5 5321 2.50 * 0.08 s.OO* 0.08 6 7
loo lOo*O.5 5921 2.60 * 0.08 5.60 * 0.08 8 8
125 12S+o.5 65 = 1 2.80 *0.08 5.60 f 0.08 8 9
150 lSO* 0.5 7s t 2 2.80* 0.10 6.30 T_0 .08 8 10
17s 17s t OS 80+2 3.20~ 0.10 6.30 + 0.08 10 ii
200 200 + 0.5 90*2 3.50*0.10 6.30 : 0 ox 10 11
NOTE -- Dimension B is for uncranked hinge Fcv cranked hinge. this dimension will
increase accordingly.
_.
4IS 1341 : 1992
ANNEX A
( Clause 2 )
LIST OF REFERRED INDIAN STANDARDS
IS No. 1 Title IS No. Title
205 : 1992 Non-ferrous metal butt hinges 513 : 1986 Cold rolled low carbon stee1
(fourth revision ) sh:ets and strips ( third revision )
280 : 1978 Mild steel wire for general 1079 : 1988 Hot-rolled carbon steel sheet
engine ring purposes ( third and strip ( fourth revision )
qWisi[m ) 6760 : 1972 Slolted countersunk head wood
screws
ANNEX B
( Clause 10 )
SAMPLING AND CRITERION FOR CONFORMITY
B-l LOT manufacture ( see 6 > and finish ( sze 7 ). Any
hinge which fails to satisfy the requirements of
In any consignment, all the butt hinges of the any one or more of the characteristics shall be
same type and size and manufactured from considered as defective hinge.
similar materials under identical conditions of
manufacture shall be grouped together to B-4 CRITERION FOR CONFORMITY
Constitute a lot.
A lot shall be considered as conforming to the
requirements of this standard if the number of
B-2 SAMPLE SIZE
defective hinges among those tested does not
exceed the corresponding number given in co1 3
B-2.1 The number of butt hinges to be selected
of Table 8.
from a lot shall depend on the size of lot and
shall be in accordance with co1 1 and 2 of
Table 8 Scale of Sampling and Criterion
Table 8’.
for Conformity
B-2.2 Butt hinges for testing shall be selected ( Clauses B-2.1 and B-4 )
at random from at least 10 percent of the Lot Size Sample Size Permissible Number
randomly selected packages subject to a mini- of Defective Hinges
mum of three equal number of hinges b-ing (1) (2) (3)
selected from each such package. up to 150 5 0
151 to 300 20 1
B-3 TESTS 301 to 500 32 2
50 3
All butt hinges selected as in B-2 shall be t ii: ~$‘,“,“,“,,
80 5
checked for dimensions and tolerances ( see 5 ),,
Bureau of Indian Standards
BIS is a statutory institution established under the Bureau of Indian Standards Act, 1986 to promote
harmonious development of .the’ activities of standardization, marking and quality certification of goods and
attending to connected matters in the country.
Copyright
BIS has the copyright of all its publications. No part of these publications may be reproduced in any form
without the prior permission in writing of BIS. This does not preclude the free use, in the course of
implementing the standard, of necessary details, such as symbols and sizes, type or grade designations.
Enquiries relating to copyright be addressed to the Director (Publication), BIS.
Review of Indian Standards
Amendments are issued to standards as the need arises on the basis of comments. Standards are also reviewed
periodically; a standard along with amendments is reaffirmed when such review indicates that no changes are
needed; if the review indicates that changes are needed, it is taken up for revision. Users of Indian Standards
should ascertain that they are in possession of the latest amendments or edition by referring to the latest issue
of ‘BIS Handbook’ and ‘Standards Monthly Additions’.
This Indian Standard has been developed from Dot: No. CED 15 ( 4932 )
Amendments Issued Since Publication
Amend No. Date of Issue Text Affected
BUREAU OF INDIAN STANDARDS
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Printed by Reprography Unit, BIS. New Delhi
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14213.pdf
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IS 14213:1994
CONSTRUCTION OF WALLS USING PRECAST
,
CONCRETE STONE MASONRY BLOCKS -
CODE OF PRACTICE
UDC 691’328-413 : ( 92’2 : 006’76
@ BIS 1994
BUREAU OF INDIAN STANDARDS
MANAK BHAVAN, 9 BAHADUR SHAH ZAFAR MARG
NEW DELHI 110002
.April I994 Price Group 4Housing Sectional Committee, CED 51
FOREWORD
This Indian Standard was adopted by the Bureau of Indian Standards, after the draft finalized
by the Housing Sectional Committee had been approved by the Civil Engineering Division
Council.
Stone is a potential building material in those areas where it is available in abundance. Stones of
irregular shape and size, when used in the form of random rubble masonry for construction of
walls, consume excessive materials and are undesirably massive. Besides such construction is time
consuming and requires skilled labour.
The use of stone spalls of varying size and shape in the form of precast concrete stone masonry
blocks ensures consistent quality, uniform strength, increase in speed of construction, reduction
in materials requirement, lower foundation loads, better aesthetic look and performance and saves
the floor space in building. Hence, use of precast concrete stone masonry blocks leads to
substantial economy because of following aspects:
a) Fewer joints, due to uniform shape and size, result in considerable saving in mortar as
compared to normal random rubble masonry construction;
b) The true plane surface obtained obviate the necessity of plaster for unimportant buildings
situated in low rainfall areas and wherever plastering is required lesser thickness can be
used.
c) Because of uniform shape and size of the units, considerably thinner walls are possible as
compared to random rubble masonry, thus increasing the effective floor space and reducing
the load on foundation, and ensures speedy construction which reduces the cost of construc-
tion substantially.
In the construction with these blocks, it is also possible to have stone texture exposed in walls and
thus giving an attractive appearance. It lends itself to a wide variety of surface finishes for both
exterror and interior walls. The precast units, used in this construction, provide a strong
mechanical bond, uniting the masonry units and finish ( that is, mortar ) in a strong permanent
bond.
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 otf numerical values ( revised )‘. The number
of significant places retained m the rounded off value should be the same as that of the specified
value in this standard.IS 14213 : 1994
Indian Standard
CONSTRUCTION OF WALLSUSINGPRECAST
CONCRETESTONE MASONRYBLOCKS-
CODEOF PRACTICE
1 SCOPE 4.2.3 Water
-This standard lays down recommendations for Water used for making masonry mortars shall
construction of walls using precast concrete be clean and free from injurious quantities of
stone masonry blocks. deleterious materials. Potable water is generally
considered satisfactory. Requirements regarding
2 REFERENCES permissible limits of deleterious materials in the
water shall be as given in IS 456 : 1978.
The Indian Standards iisted in Annex B are
‘necessary adjuncts to this standard. 4.3 Reinforcement
3 TERMINOLOGY Any of the reinforcing materials recommended
in IS 456 : 1978 may be used.
For the purpose of this standard, the definitions,
given in IS 1905 : 1987, IS 2212 : 1991 and 5 PLANNING CONSIDERATIONS
IS 12440 : 1988 shall apply.
5.1 Building Dimensions
4 MATERIALS/COMPONENTS
As the cutting of these blocks is not possible,
4.1 The precast concrete stone masonry units building dimensions shall be planned to suit
shall conform to IS 12440 : 1988. block dimensions, which in turn have been
selected keeping in view the requirements of
modular co-ordination. Hence, all lengths of
4.2 Mortar
walls, openings, spaces between openings,
etc, should be in multiples of 10 cm and
The mortar used for laying the blocks should be
all heights in multiples of 15 cm. However, in
of relatively lower strength than that of the mix
cases where the height does not fall in multiple
used for making precast units in order to avoid
of 15 cm, cement concrete having a strength
formation of cracks. Guidance for preparation
at least equal to the strength of precast concrete
and use of mortars may be taken from IS 2250 :
stone masonry blocks shall be laid on the top
1931. Cement sand mortar not leaner than 1 : 6
course of the wall for a depth not exceeding
mix or where good quality lime ( see 4.2.1 ) is
15 cm.
available, lime surkhi or lime cinder mortar not
leaner than 1 : 3 mix or equivalent composite
5.2 Thickness of Joint
mortar may be us:d. It is preferable to use a
composite mortar of mix not leaner than 1 : 1 : 9
cement lime sand. The selection of mortar shall The thickness of the bed joints shall ,be such that
four blocks and three joints taken consecutively
also be governed by the strength required for
in vertical direction shall measure equal to four
the masonry and reference may be inade for this
times the height of precast blocks plus 3 cm.
to IS 1905 : 1987.
However, no bed joint ‘shall be thizker than
12 mm.
4.2.1 Lime
5.3 Structural Stability and Strength
Hydraulic and semi-hydraulic limes correspond-
ing to classes A, B and E of IS 712 : 1984 may be
Design with regard to structural stability shall
conveniently used in masonry mortars, whereas
be dcne as per recommendations given in
fat limes, corresponding to classes C and D will
reqtiire mixing of burnt clay pozzolana and IS 1905 : 1987.
other pozzolanic material. Quick lime shall not
5.4 Resistance to Moisture Penetration
be used. Slaking in case of quick lime may be
done at site in accordance with IS 1635 : 1992
5.4.1 The performance of wal!s made of precast
before using it for preparing mortar.
concrete stone masonry block against penetration
ofmoisture is comparable to that of brick wall
4.2.2 Fine Aggregate
using bricks of water absorption of about 12
Sand shall conform to IS 2116 : 1980. percent. Rain penetration can be further checked
1IS 14213 : 1994
by filling the junctions between exposed stone be stacked in regular tiers even as they are
pieces and lean concrete with cement sand unloaded, to minimize breakages and defacement.
mortar not leaner than 1 : 6 ( cement : sand ) The supply of blocks shall be so arranged that,
and plastering the external face. In areas of as far as possible abcut two days requirement
high rainfall, the outer face of the wall shall be of blocks are available at site at any time. Blocks
plastered rendered with mortar. to be used for different situations of use in work
shall be stacked separately.
5.4.2 Walls 15-20 cm and a,bove in thickness
may be made as external walls while partition 6.2 Cement
walls shall have minimum thickness of 10 cm.
Cavity. walls as recommended in 5.5.2 may also Cement shall be stored above ground level in
be used for reducing moisture ingress. perfectly dry and watertight sheds. Cement sball
be stacked not more thrn eight bags high. The
5.5 Thermal Performance bags shall be stacked in a nlanner to facili!ate
removal and use in the order in which they are
5.5.1 Recommendations for satisfactory thermal received.
performance of non-industrial buildings are
covered in IS 3792 : 1978. If thinner walls are 6.3 Lime
provided, their thermal performance can be
improved by applying white wash or light Quick lime shall be siacked soon after it is
colour wash on external face and/or by providing received. Storage of unslacked fat or semi-
shading devices. Hence, from thermal consi- hydraulic lime is not desirable as the lime
deration only the external wall, facing west may deteriorates by absorption of moisture from the
be made 30 cm thick while other external atmosphere. Slacked lime shell be stored in the
walls may be made 20 cm thick with other manner described in IS 4052 : 1977.
treatment for improving therms1 p:rformance,
if required. 6.4 Mortars
5.5.2 For achieving recommended level of 6.4.1 Lime mortars using hydraulic limes which
thermal comfort, cavity walls may also be used sometimes require to be used after a day or two
in place of 30 cm or more thick walls. For a of their grinding, shall be prevented from drying
thermal performance index ( T.P.I. ) equivalent out by occasional sprinkling of water and/or
to that of 30 cm thick wall, a cavity wall with protective covering. Mortars with ce’ment,
two leaves each of 10 cm thickness separated by cement lime or hydraulic lime shall be used
a 5 cm thick airgap are sufficient. immediately after preparation.
5.5.3 Control of Shrinkage Cracking 6.4.2 Mixing and transportation of mortars shall
be such as to avoid seggregation and formation
In order to confine cracks due to shrinkage to of laitance.
the joints and to dissipate these into a large
number of fine joints, it is desirable that the
7 SETTING OUT OF WALLS
mortar used shall be weaker than the blocks.
5.5.3.1 Cracking due to shrinkage normally Setting out of walls shall be done in accordance
occurs at openings or other points where the with IS 2212 : 1991.
vertical or horizontal section of a wall changes.
Metal reinforcements may be embedded in 8 SCAFFOLDING
masonry at points where cracking is likely to
occur. S.l Only double scaffolding shall be used and
no holes in the masonry for supporting scaffold-
5.6 Footings ing shall be allowed.
For design and construction of foundation
footings in precast concrete stone blocks, 8.2 Scaffolding shall be designed to withstand
reference may be made to IS 1080 : 1986. Same all the dead, live and impact loads which are
provisions as applicable to brick or stone likely to come on them. They shall be so
masonry foundations shall apply for precast designed as to ensure the safety of the workmen
concrete stone blocks also. The width of the using them and shall conform in all respects to
footing in this case shall be in multiple of 10 cm. the requirements of the relevant building
regulations on safety, health and welfare and
6 STORAGE AND HANDLING OF also the local building bye-laws.
MATERIALS
9 WETTING OF BLOCKS
6.1 Precast Blocks
Wetting may generally not be necessary and
Blocks shall not be dumped at site. These shall blocks should be dry at the time of being laid in
2IS 14213:1994
the wall. Consistency of mortar used should 10.6B onds
be adjusted to suit suction of the block rather
than the blocks being wetted to suit the mortar. 10.6.1 Vertical joints shall be broken in alternate
However, in dry hot climate, the blocks should courses by using smaller length blocks ( see
be wetted on the surface only, by sprinkling IS 12440 : 1988 ) depending upon the wall
water in order to reduce suction of moisture length. Masonry bonds for various wall thick-
from the mortar. nesses at corners and junctions shall be made in
accordance with 10.6.1.1 to 10.6.1.4.
10 LAYING OF BLOCKS
10.6.1.1 At T-junction of two-20 cm walls or
two-15 cm walls, a vertrcal joint at the centreline
10.1G eneral of cross wall is provided in alternate courses by
providing 2/3 size blocks in case of 20 cm thick
walls and 3/4 size blocks in case of 15 cm thick
Recommendations for laying of blocks shall, in
walls as shown in Fig. IA and 1B respectively.
general be similar to those for laying of brick-
work covered in JS 2213 : 1991. However, for
10.6.1.2 At T-junction of 20 cm wall and 10 cm
laying of brickwork, which are shape specific
wall with 10 cm wall the joints are staggered -by
( that is, which are based on the shape and size
using l/3 size and 2/3 size block respectively as
of brick/cut brickslclosers ) shall not apply for
laying of blocks and in place of such provisions, shown in Fig. 1C and 1D respectively:
recommendations as given in this standard shall
apply. Such other provisions as are recommend- 10.6.1.3 At T-junction of 15 cm wall to 20 cm
ed in 10.6 to 10.9 shall also apply. wall and 10 cm wall to 15 cm wall, where block
to block bonding is not practicable, bonding is
achieved by providing 20 cm long 6 mm diameter
10.2 Provision of Reinforcement
bars in alternate courses. For embedding the
metallic ties, only cement mortar shall be used.
10.2.1R ecommendations for reinforced masonry Arrangement for 15 to 10 cm wall junction is as
as applicable to brickwork shall apply to con- shown in Fig. 1E.
struction with nrecast concrete stone masonrv
blocks also. Reference for this may be made to 10.6.1.4 Bonding of 30 cm to 30 cm wall shall
IS 2212 : 1991. be done as shown in Fig. IF.
10.6.1.5 Bonding of corner and T-junction of
10.2.2 Reinforcement Against Seismic Forces
30 cm and 20 cm wall shall be done as shown in
Fig. 1G.
Vertical reinforcement at corners and openings
for seismic forces may be provided by using 10.6.2 A 30 cm or 40 cm pilaster may be provid-
special blocks with recess ( see IS 12440 : 1988 ). ed on 20 cm walls as shown in Fig. 2A and 2B
respectively.
10.3 Recommendations in relation to provision
of damp-proof courses, cavity walls, bearing of 10.6.3 Bonding of special blocks, with recess for
floors and roofs and beams, masonry work providing vertical reinforcement at corner and
around openings, parapets and copings, door-opening ( for seismic forces ) shall be as
pilasters, arches, fixing of door and window shown in Fig. .3.
frsmes shall be as applicable to brickwork,
covered in IS 2212 : 199I. 10.7 Service Pipes and Electrical Fittings
The plugs for fixing service pipes and electrical
10.4P rotection Against Damage
fittings, etc, should be preferably inserted at the
joints in the masonry. Where large openings
Care shall be t2ken during construction that are required for sanitary fittings, full or half
edges of jambs, sills, heads, etc, are not damaged. block should be left without mortar during wall
In inclement weather, newiy built work shall be construction. In case the opening is required
covered with gunny bags or tarpaulin so as to to be made after construction, fuil block should
prevent the mortar from being washed away. be taken out and the gap filled with lean cement
concrete after providing the fittings through the
walls. Space for nitches or fixing electric switch
10.5C uring
board, etc, should be created by using thinner
( 10 cm thick,) precast blocks.
For curing, the mortar in the joints shall be
moistened lightly, preferably by sprinkling water 10.8 Beating of Lintel
at the joints with a pump. However, the
masonry shall not be made excessively wet. Bearing of lintel shall be at least 10 cm on each
3IS 14213: 1994
1A CORNER AND T-JUNCTION OP IB CORNER AND T-JUNCTION OP
20 X 20 cm WALL 15 X 15 cm WALL
1C CORNER AND T-JUNCTION OF ID CORNER AND T-JUNCTION OP
20 % 10 cm WALL 10 x 10 cm WALL
Q+-
CTION
1E JUNCTION OF 15 TO 10 cm WALL IF BONDING FOR 30 cm WITH
30 cm WALL
30
+----d
IG CORNERA ND T-JUNCTION OF 30 x 20 cm WALL
WHEN 30 cm WALL IS PROVIDED ON WEST
SI.DEO F BUILDING
FIG. 1 DETAILS OF BONDS IN STONE MASONARY BLOCK WALLING
4IS 14213 : 1994
Fro. 2A 30 cm PILASTERW ITH 20 cm WALL FIQ. 2B 40 cm PILASTERW ITH2 0 cm WALL
FIQ. 3 BONDINGA T CORNERA ND DOOR OPENINQ FOR
VERTICAL REINFORCEMENT
end. In order to match the top level ofprecast 11.4 Two number 6 mm dia mild steel bars may
lintel with the surrounding course height, in-situ be provided above and below windows and
concrete of required thickness shall be provided above doors in horizontal bed joints throughout
at the bearing. the length of walls in order to distribute con-
centration of the shrinkage stresses occurring at
10.9 Finishing of Walls the corners more uniformly.
Mortar joints on the external face should be 11.5 The partition walls shall be suitabiy
finished with any desirable, sunk in pointing. reinforced in the lower courses to strengthen
To cover any crevices between exposed stone them against any excessive detlection that may
pieces and surrounding concrete, a sufficiently occur in the floor slabs supporting them.
wide layer of mortar should be applied to
conceal the same and it should be finished 11.6 The partition walls shall be separated from
*level with the rest of the wall. Internal face the ~ceiling by a layer of resilient material. Where
may also be plastered as given in 5.4.1. this cannot be done, a cut be formed between
the ceiling plaster and the wall plaster.
11 MEASURES TO PREVENT CRACKING
IN BLOCK MASONRY 12 INSPECTION
11.1 The block shall be laid dry preferably, using As the correct strength of inasonry cannot be
composite mortars of suitable mix proportions ascertained without destruction, a close supervi-
of cement : lime : sand depending upon loading. sion during the course of construction is
In hot climate, the blocks may be slightly wetted essential to ensure satisfactory performance.
at the surface before laying. The inspection shall be carried out as per broad
recommendations given for brickwork in
11.2 For curing, the mortar joints shall be IS 2212 : 1991.
moistened lightly and not made excessively wet
as done in brick masonry. 13 MAINTENANCE
11.3 To accommodate the changes in length due Defects in the masonry may occur, iqspite of
to shrinkage of blocks, joints called controlled using proper materials and workmanship, due to
joints shall be provided at suitable intervais, for any of the following causes:
example, at 8 to 10 m spacing in free standing
walls, at 15 to 18 m intervals in walls which a) Aggressive atmosphere/sulphate attack/sea
are connected by cross walls, etc. water spray,
5IS 14213: 1994
b) Corrosion of embedded reinforcement, and IS 2212 : 1991 may be followed.
c) Defects due to shrinkage on drying. 14 REPAIRING
,For proper preventive measures against the Recommendation given in IS 2212 : 1991 for
hove defects recommxdations given in brickwork shall be followed for repairitig.
ANNEX A
(
Foreword )
COMMITTEE COMPOSITION
I-Iousing Sectional Committee, CED 51
Chairman Representing
.DDRP . S. A. SUNDARAU Ministry of Urban Development, New Delhi
Members
SHRI G. R. AUBWANI Municipal Corporation of Delhi, Delhi
SHIU AROMAR RAW The Action Research Unit, New Delhi
P~OF 9. P. BAHARI School of Planning and Architect, N;w Delhi
PROF SUEIR SAHA ( AIternate )
SHRI K. K. BHATNAGAR Housiog and Urban Development Corporation, New Delhi
SHRI M. N. JOGLEKAR ( AIternate )
SHRI H. U. BIJLANI In Personal Capacity ( I, Sadhna EncIave, Panchsheel Park, New
Delhi-IICOI7 )
SHRI S. N. CHATTERJEE Calcutta Municipal Corporation, Calcutta
CHIEF ARCHITECT Central Public Works Department. New Delhi
SR ARCHIIECT. ( H & TP ) I ( Alternate )
CHIEF ENGINEER, AUTHORITY Maharashtra Housing and Area Development Authority, Bombay
ARCHITECT. AUTHORITY ( Alternate )
CHIEF ENGINEER( D ) Central Public Works Department, New Delhi
SUPERINTENDINOE N~JNEER( D )
( Alternate )
ENGINEERk fEhfReR, DDA Delhi Development Authority, New Delhi
SHRI B. B. GARB Central Building Research Institute, Roorkee
S&RI Y. K. GARQ National Housing Bank, New Delhi
SHRI CHETAN VAIDYA ( Alternate )
SHRI 0. P. GARYALI National Council for Cement and Building Materials, New Delhi
DR N. K. 3.41~ ( Alternate )
Snrr T. N. GUPTA Building Materials and Technology Promotion Council, New Ddlhi
SHRI HARBINDER SINGH Public Works Departmeot, Govt of Rajasthan, Jaipur
SHRI R. N. A~ARWAL ( Alternate )
DR K. S. JAODISH Centre for Applicatiop of Science and Technology to Rural Area
DR B. V. VE~KATARAMAN REDDY ( ASTRA ), Bangalore
( Alternate )
5~~1 N. N. JAVDEKAR CIDCO, Maharasbtra
SHRI P. M. OESHPANDE ( Alternate )
. SHRI T. P. KALIAPPAN Tamil Nadu Slum Clearance Board, Madras
SHRI J. BHUVANESHWARAN( AIternate )
KIJMARI NINA KAP~OR The Mud Village Society. New Delhi
SHRI A. K. M. KARIU Housing Department, Govt of Mcghalaya, Shillong
SHRI K. R. S. KRISHNAN Department of Science and Technology ( DST ), New Delhi
SHRI RAJA SINGH IRCON. New Delhi
SHRI S. SELVANTHAN-YA lternate )
DR A. G. MADHAVA RAO Struciural Engineering Research Centre ( CSIR ), Madras
SHRI I. K. MANI ( Alternate )
SHRI U. N. RATH M/s B. G. Shirke and Co;Pune
COL D. V. PADSALGIKAR ( Alternate )
SHRI T. K. SAHA Engineer-in-Chief’s Branch, New Delhi
SHRI R. K. MITTAL ( Alternate )
SHRI 3. VENKATARAMAN, Director General, BIS ( Ex-ojicio Member )
Director ( Civ Engg )
Secretary
SHRI J. K. PRASAD
Joint Director ( Civ Engg ), BIS
( Continued on poge 7 )
6
_ JIS 14213 : 1994
( Continued frcm page 6 )
Panel for Modular Coordination and Prefabrication for Mass Scale Housing, CED 51 : P 2
Convener Representing
SHRI T.N. GUPTA Minis!ry of Urban Development, New Delhi
Members
SHRI Y. K. GARG National Housing Bank, New Delhi
&RI SUNIL BERY ( Alternate )
SHRI M.N.JOGLEKAR Housing and Urban Development Corporation, New Delhi
PR~F V.P. RAORI School of Planning and Architect, New Delhi
PROF P. K. CHOUDHARY (Alternate )
SHRI U. N. RA-IH Mjs B. G. Shirke and Co, Pune
SHRI G. S. RAO National Building Constructicn Corporation, New Delhi
DR A. G. MADHAVA RAO Structural Engineering Research Centre, Madras
SHR~ K. MANI ( Alternate )
SHRI S. ROY Hindustan Prefab Ud, New Delhi
SHRI M. KUNDU ( Alternate )
SHRI J. S. SHARMA Central Building Research Institute, Roorkee
SUPERINTENDINQ ENGINEER ( D ) Central Public Works Department, New Delhi
EXECUTIVEE NGINEER ( HQ ) ( Alternate )
ANNEX B
( Clause 2 )
LIST OF REFERRED INDIAN STANDARDS
Is No. Title IS No. Title
456 : 1978 Code of practice for plain and 2116 : 1980 Specification for sand for-
reinforced concrete ( third masonry mortars (first revision),
revision )
2212 : 1991 Code of practice for brickwork
712 : 1984 Specification for building limes
( first revision )
( third revision )
2250 : 1981 Code of practice for preparation,
1080 : 1986 Code of practice for design and
and use of masonry mortars
construction of shallow founda-
( first revision 1
tions on soils ( other than raft,
ring and shell ) ( second 3792 : 1978 Guide for heat insulation of
revision ) non-industrial buildings (Jirst
revision )
1635 : 1992 Code of practi’ce for fieldslaking
of building lime and preparation 4082 : 1977 Recommendations on stacking
of putty ( second revision ) and storage of construction
materials at site ( first revision )
1905 : 1987 Code of practice for structural
use of unreinforced masonry 12440 : 1988 Specification for precast concrete
( third revision ) stone masonry blocksBureau of Indian Standards
81s is a statutory institution estzblishsd under the Bweau 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
rBIS 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. 2s 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
Iatest amendments or edition by referring to the latest issue of ‘BIS Handbook’ and ‘Standards
Monthly Additions’.
This Indian Stindard has been developed froni Dot No. : CED 51 ( 5189 )
Amendments Issued Since Publication
Amend No. Date of Issue Text Affected
BUREAU OF INDIAN STANDARDS
Headquarters:
Manak Bhavan, 9 Bshadur Shah &far Marg, New Delhi 110002
Telephones: 331 01 31, 331 13,75 Telegrams : Manaksanstha
( Common to all Offices )
Regional Offices: Telephones
Central : Manak Bhavan, 9 Bahadur Shah Zafar Marg t 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
Northern : SC0 445-446, Sector 35-C, CHANDIGARH 160036 53 38 43, 53 16 40
53 23 84
Southern : C.I.T. Campus, IV Cross Road, MADRAS 600113 235 02 16, 235 04 42
235 15 19, 235 23 15
Western : Manakalaya, E9 MIDC, Marol, Andheri ( East ) 632 92 95, 632 78 58
BOMBAY 430093 \ 632 78 91, 632 78 92
Branches : AHMADABAD. BANGALORE. BHOPAL. BHUBANESHWAR. COIMBATORE.
FARJDABAD. GHAZIABAD. GUWAHATI. HYDERABAD. JAIPUR. KANPUR.
LUCKNOW. PATNA. THIRUVANANTHAPURAM.
Printed at Paragon Enterprises, Delhi, India
|
11050_2.pdf
|
Ind/an Standard
RATING OF SOUND, INSULATION IN BUILDINGS -
AND OF BUILDING E.LEMENTS
PART 2 IMPACT SOUND INSULATION
m
( ISO Title :“Acoustics — Rating of Sound Insulation
in Buildings and of Building Elements —
Part 2: Impact Sound Insulation )
National Foreword
This Indian Standard (Part 2) which is identical with ISO 71~’2-1982 ‘ Acoustics — Rating
of sound insulation in buildings and of building elements — Part 2: Impact sound insulation ‘,
issued by the International Organization for Standardization (ISO), was adopted by the Indian
Standards Institution on the recommendation of Acoustics Sectional Committee and approved
by the Electronics and Telecommunication Division Council.
,-
In the adopted standard certain terminology and conventions are not identical with those
. used in Indian Standards, attention is especially drawn to the following :
u
Comma ( , ) has been used as a decimai marker while in Indian Standards the current
practice is to use a point ( . ) as the decimai marker.
C~O>s Reference
In this Indian Standard, the following International Standards are referred to, Please
read in their respective place the following Indian Standard :
u
International Standards Indian Standards
ISO 140 Acoutics — Measurement of sound iS :9901 Measurement of sound insulation in
insulation in buildings and of building buildings and of building elements :
elements :
Part 6: Laboratory measurements of impact Part 6 Laboratory measurements of impact
sound insulation of floors sound insulation of floors
(Technically equivalent) .
Part 7: Field measurements of impact sound Part 7 Field measurements of impact sound
insulation of floors insulation of floors
(Technically equivalent)
4
Part 8: Laboratory measurements of the Part 8 Laboratory measurements of the
reduction of transmitted impact noise by reduction of transmitted impact rtoise by
floor coverings on a standard floor floor coverings on a standard floor
(Technically equivalent)
/5’ --,
., . ,1 ?,,,,.
/ 4.
“’”\
J“ \
b $[’~’~’’c’(’+” +:’<
{’
~, ~\--oK ), -.
/’
..
-,
Adopted 15October ?984 @ April 1985, ISI Gr 4
I I
IN D!AN STANDARDS INSTITUTION
MANAK EiHAVAN, QE3A1-lAtrLalRSHAH ZAFAR MARG
NEW DELHI 110002is : 11050 (Part 2)-1984
ISO 717,2-1982
0 Iritroduction - for floor coverings from the results of measurements
carried out in one-third octave bands according to
Methods of measurement of impact sound insulation in ISO 140/8, and ,
buildings and of building elements have been standardized in
ISO 140/6, 1S0 14U/7 and ISO 140/8. These methods give – for bare concrete floors according to their performance
values for the impact sound insulation which are frequency in combination with soft floor coverings
dependent.
are described in annexes A and B.
The purpose of this part of ISO 717 isto standardize a method
Annexes A and B do not form an integral part of this part of
whereby the frequency dependent values of impact sound in- 1s0717.
sulation can be converted into a single number characterizing
the acoustical performance.
2 References
ISO 140, Acoustics – Measurement of sound insulation in
1 Scope and field of application
buildings and of building elements
This part of ISO 717
Part 6: Laboratory measurements of impact souncr in-
sulation of floors.
– defines single-number quantities for the impact sound
insulation in buildings and of floors, and Part 7: Field measurements of impact sound insulation
of ftoors.
‘?-
1 – gives rules for determining these quantities from the Part 8: Laboratory measurements of the raduction of
results of measurements carried out in one-third octave
transmitted impact noise by floor coverings on a stan-
bands according to ISO 140/6 and ISO 140/7.
dard floor.
The single-number quantities according to this part of ISO 717
3 Definitions
are intended for rating the impact sound insulation and for
simplifying the formulation of acoustical requirements in
building codes. The required numerical values of the single- S.1 single-number quantity of impact sound insulation
number quantities can be specified according to varying needs. rating :The value, indecibels, of the refer-ence curve at 500 Hz
after shifting it according to the method laid down in this part
Methods for obtaining single-number quantities of 1s0717.
2,, ,, ,. ,. . r1 -
‘
1$ : 11050 (Part 2) -1984, \
1S0717/2- 1982 ,
... .1
Terms and symbols for the single-number quantity used de- 4.2 Referenca values
1“
pend on the type of measurement. They are listed intable 1for
impact sound insulation properties of building elements and in The set of reference values used for comparison with measure-
table 2for impact sound insulation between rooms in buildings. ment results isspecified in table 3 and shown in the figure.
NOTE – In order to distinguish clearly between values with and
without flanking transmission, primed symbols (for example L+} are 4.3 Method of comparison
us8d to denote values obtained with flanking transmission. ,- ,
To evaluate the results of a measurement of J2n,J5~or JL.;Tin I
3.2 margin : The shifting of the reference curve, necessary one-third octave bands (preferably given to one decimal piece),
in order to satisfy the deviation requirement laid down in this the reference curve is shifted in steps of 1dB towards the
.,1
part of ISO 717. The margin is expressed in decibels and is measured curve until the mean unfavorable deviation,
positive when the reference curve ;Ias to be shifted in the calculated by dividing the sum of the unfavourable -deviations “
favorable direction and negative if it has to be shifted in the by the total number (i.e. 16) of measurement frequencies, isas
unfavorable direction. large as possible but not more than 2,0 dB, An unfevourable
deviation at a particular frequency occurs when the result of
The impact sound protection margin is denoted .by Mi or measurements exceeds the reference value. Only the un-
M;. favorable deviations are taken into account.
NOTE – The following relations exist between the single-number
The value, in decibels, of the reference curve at 500 Hz, after
quantities listedintable 1andthe margins :
shifting it according to this procedure, is Ln,w, L.~,wor J!,nT,W,
Mi = W dB _ Ln,w respectively.
or
In addition, the maximum urtfavourable deviation at any fre-
M; = 60 dB – L~,w quency shall be recorded, if it exceeds 8,0 dB.
4 Procedure for evaluating single-number
5 Statement of results
quantities
t
The appropriate single-number quantity and/or the correspon-
4.1 General ding margin shall be giiren with refecence to this part of
ISO 717. Also, the maximum unfavorable deviation shall be
The values obtained according to ISO 140/6 and ISO 140/7 are reported, if it exceeds 8,0 dB. \
compared with reference values (see 4.2) at the frequencies of
measurement witb;n the range of 100 to 3 150 Hz. The results of m~asurements shall also begiven inthe form of a
diagram asspecified in ISO“140/6 and ISO 140/7, and shall in-
l The comparison iscarried out according to 4,3, elude the shifted reference curve exemplified in the figure.
Table 1 – Single-number quantities of impact sound insulation
properties of floors
Derived from one-third octave
band values
defined in
Single-number quantity Symbol name symbol 1s0 140
part formula
Weighted normalized L n,w normalized Ln 6 (2)
impact sound impact sound 6 (2)
L;,w ‘ L;
pressurelevel pressurelevel 7 [21
‘ Formerly known as “impact sound index, Ii”.
Table 2 – Single-number quantities of impact sound insulation
between rooms in buildings
Derived from one-th;-d octave
band values
defined in
Single-number quantity Symbol name symbol 1s0 140
part formula
Weighted standard- standardized
ized impact sound L’nT,w impact sound L; T 7’ (3)
pressure level pressure level
3IS : 11050 (Part 2)-1984
ISO 717/2 -1982
Table 3 – Reference values for impact soundll
\
Frequency
Reference vatue
Hz
dB
1(XJ
62
125
62
16(I
62
200
62
;,. 250
62
315
62
w
,’. 61
500
60
;,, 630
59
600
‘, 56 1’1
1000
57
12!XI
54
1600
51
1 ,,! 2000 46
25C$J
45
3150
42
‘i
\
Figure – Curve of reference values for impact sound
1) These reference values are 5 dB lower than the corresponding reference values given inlSO/R 717. In this part ‘ofISO 717, the evaluation of the
single-number quantity for impact sound insulation hasbeen restricted toone-third octave bend measurements. AS a consequence, the adjustment to
octave band levels (by adding 5 dB) has been dropped.
In this way the impact sound protection margin M, according to this part of ISO 717 and the impact protection margin Mi according to iSO/R 717
halvethe same numerical value. However, the numerical value for L;,w
will be 5 dB less than the impact sound index { previously used inlSO/R 717.
4.
I
IS : 11050 (Part 3-)-1984
ISO 717& 1982 ““
Annex A
Recommended procedure for evaluating the weighted impact sound
improvement index of floor coverings ~ ‘
(This annex does not form part of the standard. )
A.1 Definition
weighted impact sound improvement index :DITTerence of the weighted normalized impact sound pressure levels of a reference
floor without and with a floor covering obtained according to the method laid down in this part of ISO 717. This quantity isdenoted
by ALW.
\
A.2 General
TPe reduction of impact sound pressure level (improvement Ofimpact sound insulation) AL. of floor coverings when tested on a
homogeneous concrete slab floor isindependent of the normalized impact sound pressure level of the bare floor JLn,o.However, the
weighted impact sound improvement index ALW depends to some extent on Ln ~. In order to obtain similar values for ALWbdtween
laboratories it is therefore necessary to relate the measured values of M. to a ~eference floor.
A.3 Reference floor
The reference floor isdefined by the values for the normalized impact sound pressure level Ln,r,o in table 4,
Table 4 :‘ Normalized impact sound pressure level
of the reference floor
Frequency L
n,r,O
Hz dB
lar 67
125 67;5
160 66
200 66,5
250 69
315 69,5
400 70
m 70,5
630 71
6W 71,5
1000 72
1250 72
1(WU 72
2000 72
2500 72
3150 ’72
The weighted normalized impact sound pressure level of the reference floor f.n,w,r,o~~valuated according to clause 4, is78 dB.
NOTE – In ISO 140/8, astandard floor isdescribed, on which thetest floor covering isinstalled. It consists of ahomogeneous reinforced concrete
slab of thickness 120 t 20 mm. The values given intable 4represent astraight-line idealisation ofthe normalized impact sound pressure level of such
a standarcl floor, Ievelling off, as in the practical case, at frequencies about 1000 Hz.
i
5
-i[.. -
~
‘IS : 11050 ( Part 2 ) -1984
j
ISO 717/2 -1982 d
‘j
j
A.4 Calculation
1
The weighted impact sound improvement index ALWiscalculated according to the following formulae : i
!
[
Ln,r = L.n,r,O – AL
ji,
ALW = Ln,w,r,o - Ln,w,r [, ,
I
= 78 dB - Ln,w,r
where
\
AL is the reduction of impact sound pressure level measured according to ISO 140/8; {
i
Ln,r,O k the defined normalized impact sound pressure level of the reference floor (see table 4); \
*
L“,, isthe calculated normalized impact sound pressure level of the reference floor with the floor covering under test;
I
L.,w,r isthe calculated weighted normalized impact sound pressure level of the reference flo~r with the floor covering under test.
.Ln,.Wr,isobtained from Ln,, according to 4.3,
A.5 Statement of results
“Seeclause 5.
\
/’
6/1
IS : q1050 ( Part 2) -4984 !
ISO 717/2 -1982 \
;t
Annex B
I
,1
Recommended procedure for evaluating the equivalent weighted
normalized impact sound pressure level of bare concrete floors
(This annex does not form part of the standard. )
6.1 Definition
equivalent weighted normalized impact sound pressure level of a here concrete floor : Sum of the weighted normalized im-
pact sound pressure level of the bare floor under test with the reference floor covering and the weighted impact sound improvement
index of the reference floor covering obt-ainad according to the method laid down in this part of ISO 717. This quanfity isdenoted by
L
n,w, eq,O.
B.2 General
For the rating of impact sound properties of floors in general the weighted normalized impact sound pressure level Ln,W or L.~,Wis
used. However, abare concrete floor isseldom used without afloor covering. In view of this amore realistic rating of the bare floor is
obtained by taking into account the influence of a reference floor covering, The equivalent weighted normalized impact sound
pressure level of the bare floor f.”,W,@,othus determined can be used to calculate the weighted normalized impact sound pressure
level Ln,W of this bare floor with a flom covering with known AL.W:
L n,w = Ln,w,eq,O - ALW
Conversely, when using this bare floor the required weighted impact sound improvement ir?dexALWof afloor coveripg, necessary for
meeting a given specification for the finished floor, can be determined.
B.3 Reference floor covering r
The reference floor covering isdefined by the values for the reduction of impact sound pressure level (improvement of impact sound
insulation) AL; in table 5.
Table 5 – Reduction of impact sound pressura
level of the reference floor covering
Frequency AL,
Hz dB
7(XI o
125 0
160 0
200 2
2FA 6
315 10
400 t4
600 18
630 22
600 26
tooo 30
125U 30
Im 30
2000 -_-5--J
2S30
3 IEO
The weighted sound improvement index of the reference floor covering ALw, evaluated according to annex A, is 19 dB.
NOTE – The values givenintable 5represent astraight-line idealisation of the general shape of the improvement ofimpact sound insulation ofafloor
covering, with a slope of 12 dB per octave.
7IS : 11050 (Part 2)-1984
ISO 717/2-1982
B,4 Calculation \
\ ,.
The equivalent weighted normalized impact sound pressure level of bare concrete floors Ln,w, eq,o is calculated according to the
following formulae :
Ln,l = L“,. - AL,
L L
n,w, eq,O = n,w,l + ALw, r (
=L “,w,l + 19 dB
where I
!
Ln,l {sthe calculated normalized impact sound pressure level of the floor under test with the reference floor covering; 1,
f.n,o isthe normalized impact sound pressure level of the bare floor under test measured according to ISO 140/6;
(
Af.r isthe defined reduction of impact sound pressure level of the reference floor covering (see table 5); 1
i
L isthe calculated weighted normalized impact sound pressure level of the floor under test with the reference floor covering.
n,w, 1
)
Ln,w,l is obtained from L“ll according to 4.3. 1
~
B.5 Statement of results 1
See clause 5.
\
“1
I.
8
printed atSlmco Printing Press, Delhi, India
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12023.pdf
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1s : 12023 - 1M7
Indian Standard
CODE OF PRACTICE FOR
FIELD MONITORING OF MOVEMENT OF
STRUCTURES USING TAPE EXTENSOMETER
Foundation Engineering Sectional Committee, BDC 43
Chairman Representing
MAJ GEN OMBIR SINQH Ministry of Defence
Members
COL K. P. ANAND ( Alternate to
Maj Gen Ombir Sing11 )
ADDITIONAL DIRECTOR (GE ) Ministry of Railways, RDSO
ADDITIONAL DIRECTOR (s) ( Alternate )
SHRI K. K. AQ~AXWAL Posts and Telegraph Department, New Delhi
SHRI B. ANJIAH A. P. Engmeering Research Laboratories,
Hvderabad
SHRI A~JUN RIJHSINQHA~I Cemedt Corporation of India, New Delhi
SHRI 0. S. SRIVAST~IV,I ( Alternate )
DR R. K. BHANDARI Cent;AorF;zding Research Institute ( CSIR ),
SHRI CHANDRA PRAI~X~+II ( Alternate )
SHRI M~HARIR~BIDASARIA Ferro-Concrete Consultants Pvt Ltd, Indore
SHRI ASHOK BIDASAI~IA ( Alternate )
SHRI S. P. CIIAIiRABArlTI Ministry of Transport ( Roads Wing ), New Delhi
SIIRI P. K. DATTA ( Alternate )
SHRI A. K. CAATTERJRE Gammon India Ltd, Bombay
SHRI A. C. ROY ( Alternate )
CHIEF ENOINRER Calcutta Port Trust, Calcutta
Smtr S. GIJITA ( Alternate )
SIIRI R. K. DAS GUPTA Simplczx Concrete Piles ( I ) Pvt Ltd, Calcutta
SKRI H. GIJI~A BISWAS ( Alternate )
SHRI A. G. DASTI~AR In personal Capacity ( 5 Hungerford Court,
121, Hungerford Street, Calcutta )
SERI V. C. DBSHPANDE Pressure Piling Co (I) Pvt Ltd, Bombay
DIRECTOR ( CSMRS ) Central Soil and Materials Research Station,
New Delhi
CHIEF RESEARCH 0 1po r I c P R
( CSMRS ) ( Alternate )
( Coutinwd on page 2 )
0 Copyright 1987
BUREAU OF INDIAN STANDARDS
This publication is protected under the Indian Coprright Act ( XIV of 1957 ) and
reproduction in whole or in part by any means except with written permission of the
publisher shall be deemed to be an infringement of copyright under the said Act.IS : 12023- 1987
Re#resenting
Sr<~xrA . H. 'JIVANJI Asia Foundations and Construction Private
Limited, Bombay
Srrnr A. N. JANGLE ( Alternate )
SHIEI A. GHOSHAL Stup Consultants Limited, Bombay
Dft GOPAL RANJAN University of Roorkee, Roorkee
SHRI N. JAQANNATII Steel Authority of India Ltd, Durgapur
SHRI A. K. MITRA (Alternate )
Snnr AS~~OK K. .JAIN G. S. Jain & Associates, New Delhi
SRRI VIJAY KIX~R JAIN (Alternate )
JOINT DII+ECTOR( DI~SIQN ) National Buildings Organization, New Delhi
Sart~ SUNIL BEI~Y I Alternate 1
DIL R. K. KATTI Indian Institute of Technology, Bombay
SHRI S. R. KULKARNI M. N. Dastur & Company Pvt Ltd, Calcutta
SHRI S. ROY ( Alternate )
SHRI A. P. MATHUR Central Warehousing Corporation, New Delhi
SHRI V. B. MATHUR Mckenzies Ltd. Bombav
SHRI S. MUKHERJEE In personal ‘capacity’ ( E-104 A, Simla House,
,Vepean Sea Road, Bombay )
SIII~I T. K D. MUNSI Engineers India Limited. New Delhi
SHRI M. IYEV~AR ( Alternate )
SHRI A. V. S. R. MUI~TY Indian Grotrchnical Society, New Delhi
SHARIB . K. PANTI+AKY Hindustan Construction Co Ltd, Bombay
SHRI V. M. MAD~E ( Alternate )
SHI~I M. R. PUNJA Cemindia Company Ltd, Bombay
SHRI 0. J. XETR~R ( Alternate )
Dn V. V. S. RAO Nagadi Consultants Private Limited, New Delhi
Dlt A. SARQWNAN College of Engineering, Guindy, Madras
SHRI S. BOMMINATHAN ( Alternate )
SUPERINTENI~INQ E N Q I N E E n Central Public Works Department, New Delhi
( DESIGNS )
EXECUTIVE ENQINEER
( DE~IQNS V ) ( Alternate )
Dn A. VARADAXA.JAN Indian Institute of Technology, New Delhi
DR R. KANIRAJ (Alternate)
SRRI G. RAMAN, Director General, BIS ( Exo~cicio Member )
Director ( Civ Engg )
Secretary
SERI K. M. MATHUR
Joint Director (Civ Engg ), BIS
( Continued on page 11 )
2IS:12023 -1987
Indian Standard
CODE OF PRACTICE FOR
FIELD MONITORING OF MOVEMENT OF
STRUCTURES USING TAPE EXTENSOMETER
0. FOREWORD
0.1 This Indian Standard was adopted by the Indian Standards Institu-
tion on 22 January 1987, after the draft finalized by the Foundation
Engineering Sectional Committee had been approved by the Civil Engi-
neering Division Council.
0.2 One of the instruments which is used for the measurement of move-
ment of structure is tape extensometer. The tape extensometer is capable of
measuring changes in distance between two points and, therefore, is utilised
for the measurement of movements/deformations/displacements for different
structures like slope surface, tunnels, underground power houses, bridges and
buildings. This standard has been formulated to give guidance in regard
to the field monitoring of various movements of such structures with the
help of this instrument including its maintenance.
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 covers the detaik of the installation and monitoring by
tape extensometer for observing slope surface.movement, radial movement
of lining oftunnels, deformations of excavation, and displacement of vari-
ous structures.
NOTE - This instrument is not suitable for continuous recording and monitor-
ing.
*Rules for rounding off numerical values ( revised ).
3IS:12023-1987
2. GENERAL
2.1 The ~measurements should be made with the help of steel tape which
has precision punched holes at regular intervals of 5 cm. The measure-
ment can be made in any direction - vertical, horizontal or inclined. The
comparison of the current reading with initial reading should give the
measurement of movement. The displacement is measured between pair of
identical ball reference studs or hooks grouted into shallow holes in the
structure.
2.2 The free end ~of the tape should be attached to a spring loaded
connector which rotates on a ball reference stud/hook. The fixed end of
the tape should be fitted to the tape reel fixed in the body which has a ball
location assembly/hook identical to that on free end of the steel tape.
2.3 The tape tensioning should be achieved by rotating the knurled section
of the instrument after engaging and looking the location pin into appro-
priate tape hole. The correct tape tension is indicated when the index
mark on spring plunger concides with the index mark in the window.
3; EQUIPMENT
3.1 Tape Extensometer ( see Fig. 1 )
3.1.1 The measuring range of the instrument shall be between 1 to 30 m
in any direction and the accuracy shall be f 0.1 mm.
3.1.2 It shall be robust and strong against- mechanical damage under
field conditions.
3.1.3 The reading time shall be between 2 to 3 minutes.
3.1.4 It shall consist of the following:
a) Tape extensometer unit ( see Fig. 1A ),
b) Portable calibration frame ( see Fig. 1B ),
c) Replaceable steel tape ( see Fig. 1C ),
d) Replaceable dial gauge ( see Fig. 1D ), and
e) Tape adopter hook ( see Fig. 1E & 1F ).
3.2 Permanent Reference Studs/Hooks - It shall consist of the
following:
a) Permanent reference Stud Hook ( see Fig. 2A ), and
b) Protective plug/cap ( see Fig. 2B and 2C ).
4I8 t12023.1989
TENSI
GR
I L
DIAL E~UGE
1A lAPE EXTENSOMETER UNIT
1100
18 PORTABLE CALIBRATION FRAME
~rz--zz+
1ooo j +
j._
1C REPLACEMENT STEEL TAPE
59
10 DIAL GAUGE b -I
1F TAPE ADAPTOR
(HOOK)
1E TAPE ADAPTOR
(STUD)
All dimensions in mirlimetres.
FIG. 1 TAPE EXTENSOMETER
5IS : 12023 - 1987
FOR HOOK
13512601560
FOR STUD
2A PERMANENT REFERENCE STUD/
HOOK ANCHOR
28 PROTECTIVE PLUG
All dimensions in millimetres.
FIG. 2 PERMANENT REFERENCE STUDS - Contd
6IS: X2023 - 1987
2c PROTECTIVE CAP
All dimensions in millimetres.
FIG. 2 PERMANENTR EFERENCES TUDS
3.3 Installation Equipment - It shall consist of the following:
a) Resin/cement,
b) Installation spanner, and
c) Fixing key.
4. CALIBRATION
4.1 The instrument should be calibrated before and after every set of
reading to ensure accurate and reliable results with the help of portable
calibration frame ( see Fig. 1B ).
5, INSTALLATION
5.1 The reference studs/hooks should be stalled in pre-determined patterns,
that is, radially or in a triangular grid for monitoring convergence of the
lining ( see Fig. 3 ).
5.2 The anchor length should be selected to suit the nature of the material
in which they should be stalled, that is, longer length should be required
for monitoring of lining of tunnel shafts while shorter lengths should be
required for bridge piers, etc.
5.3 The anchor should be installed in drill holes of diameters not less
than 25 mm and should be fixed with the help of cement or resin grout.
5.4 The protective plug should be fitted’to the anchor before installation
to prevent grout entering the threads.
5.5 In order to take readings the plug should be removed using a special
key and is replaced by the reference stud.
6. OPERATION
6.1 The operation of tape extensometer should be done as under.
6.1.1 Engage the thrust bearing assembly on to the reference stud/
hook.
7IS: 12023 - 1987
6.1.2 Stretch the free end of the steel tape to the second reference stud/
hook.
6.1.3 Engage and lock the pin into the appropriate tape hole.
6.1.4 Achieve the required tension by rotating knurled handle till the
index mark on the spring plunger lines up on the window of spring housing.
6.1.5 The reading should be taken by noting the visible pin hole po~i-
tion from the tape at the instrument nose followed by the reading shown
in the dial gauge ( see Fig. 1 ).
7. RECORD OF OBSERVATIONS
7.1 The observations should be recorded in the proforma given in Appen-
dix A.
8. SOURCES OF ERROR
8.1 The sources of error like loose connections of reference studs/hooks
and anchor rods, the perfect alignment of tape and instrument from lack
of proper matching of points and reference holes, loose tensioning spring,
etc, shall be guarded ( see Fig. 4 ).
TAPE EXTENSOMETER
REFERENCE STUD/HOOK
r
FIG. 3 PATTERN OF RADIAL GRID FOR MONITORINO
CONVERGENCE OF LINING
8fS : 12023 - 1987
9. MAINTENANCE
9.1 The instrument should be kept clean. The tape should be lightly oiled,
However, the spring plunger or tension screw should not be oiled as other-
wise dirt would adhere to the instrument. The tension spring should be
checked in the calibration frame ( see Fig. 1B ) for the fatigue which may
occur in Course of use. When the instrument is required to be dismantled
for cleaning, its length should be checked with the help of portable calibra-
tion frame before dismantling and after reassembly so as to prevent
alteration in its length.
INDEX MARKS
NOT ALIGNED
IF INDEX MARKS WHEN INDEX MARKS
CROSS OVER JUST ALIGN
NOT ALIGNED
FIG. 4 ALIGNMENT PATTERN OF TAPE EXTENSOMETER
9APPENDIX A 3
..
( Clause 7.1 )
;3
Q
PROFORMA FOR RECORD OF OBSERVATIONS OF TAPE EXTENSOMETER
( CONVERGENCE READINGS )
INSTRUMENT NO . . . . . . . -..I,. . . . . . . . . . . . . PROJECT _. -... . . . . . . -- ._........ s. . . . .- . . . . _
CORRECTION FACTOR k _.. . . . . __ . . . . . .
LOCATION _ . . . . . . _ . . . . . . . - . . . . . - . . . . . . . . -.
( Calibration result )
DATE OF INITIAL OBSERVATION...
DATE OF FINAL OBSERVATION . . . . . . . .
OBSERVATIONS BY . . . . _ . . . . . . . . _..I .._. OBSERVATIONS BY . . . . . . . . . * .. . . . . . . . s. . . . . s.
- - -
’
Sl Jvo. Al Cl As AI - Cl A, - G (-4-G) - (A,-G: Semarks
_-
Initial Initial Final Final Initial Final Relative conver-
dial dial tape dial distance distance gence or movement
reading gauge reading guage between between between two refe-
reading reading two two rence studs under
reference reference observation
studs studs
- -IS:12023-1 987
( Continued from page 2 1
Foundation Instrumentation Subcommittee, BDC 43 : 7
Convener RePresenting
DRR.K. BHANDARI Centrabartlding Research Institute ( CSIR ),
Mdmbars
SERI K. N. BARTAR Pie Roorkee ( India ), Roorkee
SHRI M. II'ENCIAR Engineers India Ltd, New Delhi
DR R. K. M. BHANDARI ( Alternate )
SHRI 2. M. KARACHIWALA Vasi Shums & Co Pvt Ltd, Bombay
DR B. V. K. LAVANIA University of Roorkee, Roorkee
SERI P. K. NAGAREAR Mahga;tra Engineering Research Institute,
SHRI M. K. KULKARNI ( Alternate )
SHRI M. D. NAIR Assxiated Instrument Manufacturers (I) Pvt Ltd,
New Delhi
SHRS A. V. SHASTRI ( Alternate )
DR N. V. NAYAK Asia Foundations & Constructions Ltd, Bombay
SHRI N. K. OZA Ministry of Railways. RDSO
SERI V. M. SEARMA Central Soil and Materials Research Station,
New Delhi
PROP N. SOY Jadavpur University, Calcutta
11INfERNAtlO)NAL SvSfEM OF UNITS ( SI lJklTta$ )
Base Units
Quantity Unit Symbol
Length metre m
Mass kilogram kg
Time second S
Electric current ampere A
Thermodynamic kelvin K
temperature
Luminous intensity candela Cd
Amount of substance mole mot
Supplementary Units
Quantity Unit Symbol
Plane angle radian rad
Solid angle steradian sr
Derived Units
Quantity Unit Symbol Definition
Force newton N 1 N = 1 kg.m/s*
Energy joule J 1 J = 1 N.m
Power watt W 1 W = 1 J/s
Flux weber Wb 1 Wb = 1 V.s
Flux density tesla T 1 T = 1 Wb/m’
Frequency hertz Hz 1 Hz = 1 c/s (s-1)
Electric conductance siemens S 1 S=l A/V
Electromotive force volt V 1 V = 1 W/A
Pressure, stress Pascal Pa 1 Pa = 1 N/ma
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6043.pdf
|
IS: 6043.1970
Indian Standard
SPECIFICATION FOR
COPPER PHOSPHATE - ZINC PHOSPHATE
DENTAL CEMENT
Dental Materials Sectional Committee, CDC 52
Chairman Representing
COL N. N. BERY Ministry of Health, Family Planning, Works,
Housing & Urban Development
Members
DR N. K. AGRAWAL In p;;er;;L )capacity ( Dental College d Hospital,
DR P. K. B~su Dr Ahmed Dental College & Hospital, Calcutta
SHRI D. A. BOND Dental Products of India Ltd, Bombay
SHRI DESMOND DE BEYNAC
SHEEN ( Alternate )
DR ( MRS ) T. M. S. GINWALLA Nair Hospital & Dental College, Bombay
DR P. R. GUPTA Directorate General of Technical Development,
New Delhi
DR G. N. KOTHARE Unichem Laboratories Ltd, Bombay
SHRI P. G. VYAS ( Alternate)
SHRI BHUPENDRA B. PATEL . Dental Corporation of India, Bombay
SHRI NARENDRA M. PATEL ( Alternate )
DR G. B. SHANKWALKAR Government Dental College and Hospital, Bombay
BRIG WARDEV SINGH Directorate General Armed Forces, Medical Services
( Ministry of Defence ), New Delhi
SHRI D. DAS GUPTA, Director General, IS1 ( Ex-o&o Member)
Director ( Chem )
. Secretary
DR G. M. SAXENA
Deputy Director ( Chem ), IS1
Filling Material Subcommittee, CDC 52 : 1
Convener
DR S. RAMACHANDRA Department of Health, Government of Mysore,
Bangalore
Members
DR N. K. A~RAWAL In personal capacity (Dental College @ Hospital,
Lucknow )
DR P. K. BASU Dr Ahmed Dental College & Hospital, Calcutta
SHRI D. A. BOND Dental Products of India Ltd, Bombay
SHRI S. R. SETHNA ( Alternate )
DR G. N. KOTHARE Unichem Laboratories Ltd, Bombay
SHRI P. G. VYAS ( Alternate )
INDIAN STANDARDS INSTITUTION
MANAK BHAVAN, 9 BAHADUR SHAH ZAFAR MARG
NEW DELHI 1IS : 6043 - 1970
SPECIFICATION FOR
COPPER PHOSPHATE - ZINC PHOSPHATE
DENTAL CEMENT
0. FOREWORD
0.1 This Indian Standard was adopted by the Indian Standards Institu-
tion on 7 December 1970, after the draft finalized by the Dental
Materials Sectional Committee had been approved by the Chemical Divi-
sion Council.
0.2 In the preparation of this standard, assistance has been obtained from
US Federal Specification U-C-198 a ‘ Copper and zinc phosphate dental
cement ‘, of 1957, published by the General Services Administration,
USA.
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, shaIl be rounded off in accordance
with IS : 2-1960*. The number of significant places retained in the
rounded off value should be the same as that of the specified value in this
standard.
1. SCOPE
1.1 This standard prescribes the requirements and the methods of
sampling and test for copper phosphate - zinc phosphate dental cement.
2. REQUIREMENTS
2.1 Description - The material shall consist essentially of a powder and
liquid which, when mixed as directed, shall possess the working qualities
specified in 2.4.2.
2.2 Liquid Component - The liquid shall be essentially a phosphoric
acid solution and shall be free from cloudiness, precipitates, deposits, or
sediments. The liquid shah be furnished in bottIes in an amount 20 per-
cent in excess of that necessary to combine with the total amount of
powder in a bottle of full portion size, when mixed to standard testing
consistency.
*Rules for rounding off numerical values ( reuised ) .
2IS : 6043 - 1970
2.3 Powder- The powder shall be composed basically of zinc oxide, to
which has been added not less than 25 parts of cuprous oxide, and shall be
free from lumps or granules. Unless otherwise specified, the powder shall
be furnished in bottles, each containing 25 g.
2.4 Cement
2.4.1 The cement shall not be irritating to oral tissues or cause objec-
tionable discoloration of tooth structure.
2.4.2 The cement, when mixed as directed and spatulated in the usual
dental manner, shall:
a) harden or set to a condition satisfactory for dental use,
b) be free from poisonous and foreign materials,
c) not form lumps or granules, and
d) not evolve gas.
2.4.3 Time of Setting - The time of setting shall be not less than
4 minutes, nor more than 10 minutes, when tested as prescribed in A-3.
2.4.4 Ultimate Compressive Strength - It shall be not less than 1 000 kg/cm2
for specimens crushed 7 days after mixing, when tested as prescribed
in A-4.
2.4.5 Film Thickness- The film thickness, tested as prescribed in A-S,
shall be not more than 0.04 mm.
2.4;6 Disintegration - The disintegration of the cement shall not exceed
0.20 percent by weight after immersion for 7 days in distilled water when
tested as prescribed in A-5.
2.4.7 Arsenic -The cement shal! contain not more than 2 parts per
million of arsenic when tested as prescribed in A-6.
2.5 Instructions for Use - Adequate and accurate instructions for
proportioning and manipulating the material shall accompany each
package of the material. These instructions shall include the powder-
liquid ratio, the temperature of the mixing slab, the rate of powder
incorporation, and the time of mixing.
3. PACKING AND MARKING
3 . 1 P a c k i n g
3.1.1 The solid and the liquid component shall be individually packed
in well made glass bottles, which shall be securely stoppered with a screw
cap properly cushioned and having an impervious liner. Each bottle
shall be further sealed by a gel or similar viscous cap covering the stopper
externally and extending well down the neck of the bottle,
3
-
I - - - - -It - -IS : 6043 - 1970
3.1.2 Unit Package - This shall consist of one bottle each of powder and
liquid; one measuring pipette made of good quality glass, fitted with a
rubber bulb, and suitable in style and design for dispensing the liquid drop
by drop; and instructions for use (see 2.5 ), contained in a cardboard
box, or as agreed to between the purchaser and the supplier.
3.2 Marking
3.2.1 Each individual bottle shall carry a label indicating the name of
the material, quantity contained, the manufacturer’s name and recognized
trade-mark, if any, and the lot number.
3.2.2 Each unit package and bulk package shall be suitably marked
with the name of the material, quantity of contents and name of the manu-
facturer.
3.2.3 The bulk package and unit package 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. 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 IS1 and operated
by the producer, has the further safeguard that the products as actually marketed are
continuously checked by IS1 for conformity to the standard. Details of conditions, under
which a licence for the use of the IS1 Certification Mark may be granted to manufac-
turers or processors, may be obtained from the Indian Standards Institution.
4. SAMPLING
4.1 The method 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.
APPENDIX A
METHODS OF TEST FOR COPPER PHOSPHATE - ZINC
PHOSPHATE DENTAL CEMENT
A-l. DETERMINATION OF TESTING CONSISTENCY
A-l.1 Apparatus -The type of apparatus shall be essentially that
shown in Fig. 1. This apparatus consists of two flat glass plates, a weight,
a gauge plug and a glass tube of inside diameter approximately 6.5 mm
which will deliver 0.50 f 0.02 ml of mixed cement. The combined
weight of the top plate and the weight shall be 120 g.
4IS : 6643 - 1970
r
-GLASS RUBBER PLUG
TUBE
IPLUNGER \ /O*5 ml MARK
THIN PLASTICS DISC’ BR.~%P;UG
/2Og GLASS PLATE
THIN
PLAS MEN
GLASS PLATE
FIQ. 1 APPARATUS FOR MEASURING CONSISTENCY
A-l.2 Procedure - Mix trial amounts of the powder with 0.50 ml of the
liquid. Then deliver from the glass tube 0.50 f 0.02 ml of each mix on to
a flat glass plate. Three minutes after the mixing is started, carefully lower
the top glass plate weighing approximately 20 g and the necessary
additional weight required to total 120 g on to the soft cement. Make
trials until the average of the major and minor diameters of the slumped
mass of cement is 30 f 1 mm ten minutes after starting the mix. Carry
out 3 such determinations.
A-l.3 The average weight of powder used in three determinations, to the
nearest 0.05 g, shall be taken as the standard testing consistency.
A-2. PREPARATION OF TEST SPECIMENS
A-2.1 Conduct the preparation of test specimens at 27 & 2°C and at a
relative humidity between 55 and 75 percent.
A-2.2 The powder/liquid ratio shall be determined by the consistency
test ( A-l ).
A-2.3 The mixing technique employed shall be according to manu-
facturer’s instructions ( 2,5 ). All apparatus and instruments shall be
clean, dry and free from particles of hardened cement.
A-3. DETERMINATION OF TIME OF SETTING
A-3.1 Apparatus - The type of apparatus required is shown in Fig. 2.
5IS : 6043 - 1970
THERMOMETER
K3sEs
-WAT E R
L
LTHERMOSTAT
HEATING
ELEMENT
L&LOT LIGHT I POWER SWITCH
FIG. 2 APPARATUS FOR DETERMINATION OF SETTING TIME AT
CONTROLLED TEMPERATURE AND HUMIDITY
A-3.1.1 Metal Ring - cylindrical, 5 mm high and 10 mm inside
diameter.
A-3.1.2 Gillmore .Needle - weighing 450 f 5 g and having an end
I.06 mm in.diameter.
A-3.2 Procedure -Place the metal ring on a flat plate and fill it with
the cement of standard consistency ( A-l ). Three minutes after starting
the mix, transfer the specimen to an atmosphere of 100 percent relative
humidity at 37°C. Three and a half minutes after starting the mix, lower
the Gillmore needle vertically on to the test specimen until the surface of
the cement is touched. Repeat this at 30 second intervals.
6IS t 6043 - 1970
A-3.2.1 The time of setting shall be the number of minutes elapsed
from the starting of the mix to the time when the needle fails to make a
perceptible circle on the surface of the specimen. Report the result to the
nearest minute.
A-4. DETERMINATION OF ULTIMATE COMPRESSIVE
STRENGTH
A-4.1 Preparation of Test Specimens -The test specimen shall be
cylinders 12 mm in height and 6 mm in diameter. The ends of the speci-
men should be flat, smooth, parallel to each other and at right angles to
the long axis of the cylinder. An apparatus found convenient for forming
these test cylinders is shown in Fig. 3. Place a cylindrical mould ( made
of hard rubber, glass, stainless steel or any other substance which will not
react with cement ), 12 mm high and 6 mm in diameter on a flat glass plate
and slightly overfill with cement of standard consistency within three
minutes after commencing the mixing. Press on top of the mould a second
flat glass plate. Hold the mould and the plates firmly together with a
small G-clamp. All apparatus should be at room temperature. The
moulds may be coated with a 3 percent solution of a microcrystalline wax
( melting point 91 to 86°C ) in benzene. Three minutes after starting the
mix, transfer the mould and clamp to an atmosphere of 100 percent
relative humidity at 37°C. Thirty minutes later, remove the specimens
from the, conditioned atmosphere and immerse them in distilled water at
room temperature. Surface the ends of the cylinder plane at right angles
to the axis, by drawing the moulds containing the specimens back and
forth across a glass plate coated with an abrasive such as 75 micron silicon
carbide powder and water. Rotate them about one-fourth turn every few
strokes. Keep the test specimens wet during the grinding. After surfacing,
remove the specimens from the mould by a screw jack ( see Fig. 3 ) and
immerse in distilled water till taken up for test. Test after 7 days.
A-4.2 Procedure - Insert the specimen, prepared according to A-4.1,
between the platens of the testing machine with a small piece of wet blot-
ting paper approximately 0.5 mm thick at each end, Operate the machine
at a speed which will move the crushing head 0.25 mm per minute.
A-4.3 Expression of Results -- Report the value for compressive
strength as the average of three or more from a lot of five specimens and
round off to the nearest 10 kg/ems. If the values for individual specimens
fall more than 15 percent below the average of the five, discard them and
report the average of the remaining specimens. If more than two of the
specimens are discarded, repeat the test.
A-5; DETERMINATION OF FILM THICKNESS
A-5.1 Procedure-Place a portion of a mix of standard consistency
( see A-l ) between two flat square or round glass plates of uniform thickness.
7IS : 6043 - 1970
Mould in Clamp Specimen Mould
Screw Jack for Ejecting Specimen from Moulds
FIG. 3 APPARATUS USED IN FORMINQ ULTIMATE COMPRESSIVE
STRENGTH SPECIMENS
The surface areas of the plates between which the cement is spread shall
be approximately 2 square centimetres. Three minutes after the mix is
started apply a load of 15 kg vertically on the top plate. Ten minutes
after the mix is started, determine the thickness of the two plates with
the cement film between them.
A-5.2 Record the difference in thickness of the plates with and without the
cement film as the film thickness. Calculate and report the average of three
tests to the nearest 5 microns.
A-6. TEST FOR DISINTEGRATION
A-6.1 Preparation of Test Specimens - Place O-5 ml of cement of
standard testing consistency (see A-l ) in a split stainless steel ring, 20 mm
8IS: 6043-1970
inside diameter and 1.5 mm thick, which is placed on a flat plate and
separated from it by a thin polyethylene sheet. Use another flat plate
faced with a sheet of thin polyethylene to press the cement into the ring.
Place a tared piece of fine platinum or corrosion-resistant wire in the soft
cement as the specimens are formed to provide a convenient means of
holding the specimens. Three minutes after the mix is started, place the
plates and cement for one hour in an atmosphere having a relative humi-
dity of 100 percent at 37°C. Two such specimens shall be used for each
determination.
A-6.2 Procedure - Place two specimens, prepared and conditioned in
accordance with A-6.1, in each of two tared weighing bottles and weigh
( see Fig. 4 ). Take the combined weight of the specimen and the weighing
bottle, less the weight of weighing bottle and the platinum wire, as the
weight of the specimens of cement. Immediately submerge the specimens
by pouring 50 ml of distilled water into the weighing bottle which shall be
stored for 7 days at 37°C. Then remove the specimens from the water.
There shall be no evidence of crystal growth on the surface of the speci-
mens. Evaporate the water from the weighing bottle at a temperature
just below lOO”C, and then dry the bottle at 150°C. Cool to room
temperature in a desiccator containing thoroughly dry anhydrous calcium
sulphate ( CaSO, ) or silica gel, freshly dried at 130°C. Weigh the
weighing bottle and contents with a precision of 0.2 mg. Repeat this
cycle of heating the weighing bottle to 15O”C, cooling over a desiccant and
reweighing until the weight loss of each bottle is not more than 0.5 mg.
A-6.3 Expression of Results-Record difference between the final
weight of the weighing bottle and its initial weight as the amount of
disintegration. Divide the gain in weight by the weight of the specimens,
times 100, to obtain the percentage of disintegration. Calculate and report
the average of the two tests to the nearest 0.1 percent.
A-7. DETERMINATION OF ARSENIC
A-7.1 Apparatus - A suitable apparatus is shown in Fig. 5. The
generator consists of a 50 ml capacity wide-mouth bottle C which is fitted
with a perforated rubber bung. Through the perforation is inserted a
vertical exit tube about 12 cm in overall length, about 1 cm in diameter
on its upper portion and constricted at its lower extremity to a tube about
4 cm in length and about 5 mm in diameter. The small portion of the
tube shall extend to just slightly below the bung. This tube shall be packed
with glass wool as shown at B. Into the upper end of this tube shall be
placed a second glass tube 12 cm in length with an internal diameter of
2.5 to 3-O mm, by means of a rubber bung.
A-7.2 Reagents - The reagents shall be of recognized analytical rea ent
quality and shall be free from arsenic impurities. Distilled water shal!! be
used throughout.
9IS:6043-1970
L(DISTILLE0 WATER
FIG. 4 WEIGHING BOTTLE CONTAINING SOLUBILITY SPECIMENS
A-7.2.1 Standard Arsenic Solution - Dissolve 0,132 of arsenic
trioxide ( As,O, ) in 10 ml of 10 percent sodium hydroxide solution.
Neutralize the alkaline arsenic solution with dilute sulphuric acid (one
volume of concentrated acid plus nine volumes of distilled water ). Add
10 ml more of the diluted acid and dilute with water to 1 litre. One
millilitre of the solution contains O-1 mg of arsenic. To 10 ml of this
solution add 10 ml of dilute sulphuric acid and add water to make 1 litre
of solution. This final solution contains O*OOl mg of arsenic per millilitre.
A-7.2.2 Potassium Iodide Solution- Dissolve 10 g of potassium iodide in
water and dilute to 100 ml.
A-7.2.3 Stannous Chloride Solution -Dissolve 40 g of stannous chloride
dihydrate in concentrated hydrochloric acid and dilute to 100 ml with
concentrated hydrochloric acid.
10IS : 6043 - 1970
/GENERATOR(C)
.J
FIG. 5 APPARATUS FOR ARSENIC DETERMINATION
A-7.2.4 Concentrated Sulphuric Acid
A-7.2.5 Granulated zinc - arsenic-free.
A-7.2.6 Lead Acetate Solution -- Dissolve 10 g of lead acetate in water
and add enough acetic acid to clear the solution. Dilute with water to
100 ml.
A-7.2.7 Mercuric Bromide Paper Strips - Use filter paper strips which are
2.5 mm wide and cut to a length of 12 cm. Soak the strips in mercuric
bromide solution ( 5 percent) for one hour and dry in air. Prepare the
mercuric bromide solution by dissolving 5 g of mercuric bromide in 95
percent ethanol and diluting with ethanol to 100 ml.IS : 6043 - 1970
A-7.3 Preparation of Test Specimen-Powder 1 g of hardened
cement, obtained from specimen 24-hour old, that has been stored in a dry
air-tight container, to pass a 75-micron sieve. Digest the powdered sample
in 50 ml of distilled water on a steam-bath for one hour. Use the filtrate
in the test for arsenic.
A-7.4 Procedure- Transfer the filtrate, prepared in A-7.3, to the wide
mouth bottle ( Fig. 5 ). For the comparison standard place in a bottle of
a second generator ( Fig. 5 ) 48 ml of water and 2-O ml of standard arsenic
solution. Add to each bottle 5 ml of concentrated sulphuric acid, 7.5 ml
of potassium iodide solution and O-20 ml of stannous chloride solution.
Mix and allow the bottle to stand for 20 minutes in a water-bath at
27.0 f 2.O”C. During this 20-minute period moisten the glass wool in lower
tube B with 10 percent lead acetate’ solution ( Note), and carefully centre
a dry mercuric bromide paper strip in the top tube A. Crimp the upper
end of the paper strip so that 10 cm will be in position in the tube. At the
end of the 20-minute period add 5 g of granulated zinc to the solution in
each generator bottle, and put tubes A and B in place as shown in Fig. 5.
Return both generators to the water-bath for one and one-half hours
before comparing the stains. Remove the strips and average the length of
the stains on both sides of the strip.
NOTE - The character of the stain is affected by the amount of lead acetate solution
used to moisten the glass wool. If the wool is too wet, the stain, which appears on the
mercuric bromide paper soon after the zinc is added, will be partly washed out at the
end of the one and one-half hours. For this reason, all tubes in a set of generators shall
be charged with equal amounts of lead acetate, and any excess shall be drawn off by
suction.
A-7.4.1 Expression of Results - If the yellow-to-brown stain is shorter
for the sample than for the’standard, the amount of water-soluble arsenic
in the cement is less than the prescribed limit.
A P P E N D I X B
( Clause 4.1 )
SAMPLING OF COPPER PHOSPHATE - ZINC PHOSPHATE
CEMENT
B-l. GENERAL REQUIREMENTS OF SAMPLING
B-1.0 In drawing, preparing, storing and handling test samples, the
following precautions and directions shall be observed.
B-l.1 Samples shall not be taken in an exposed place.
B-l.2 The sampling instrument shall be clean and dry.
12IS : 6043 - 1970
B-l.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-l.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-l.5 The samples shall be placed in clean, dry, air-tight glass or other
suitable containers.
B-l.6 The sample containers shall be of such size that they are almost
completely filled by the sample.
B-l.7 Each sample cantainer 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
consignment is declared or known to consist of different batches of manu-
facture, 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 confor-
mity 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 1, 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 provide sufficient material shall be taken out.
TABLE 1 NUMBER OF CONTAINERS TO BE SELECTED FOR SAMPLING
LOT SIZE NUMBER OF CONTAINERS
TO BE SELECTED
(8) (n)
(1) (2)
3 to 50 3
51 ,, 200 4
201 )) 400 5
401 ,, 650 6
651 ,, 1000 7
13IS : 6043 - 1970
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 containers
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 Comfionent - Empty the contents of all the sample contain-
ers 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 sample 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 a 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.
B-5. CRITERIA FOR CONFORMITY
B-5.1 A, lot shall be declared as conforming to this specification if the
composite sampleTatisfies 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 the
specification.
1 4
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ISO14050.pdf
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IS/IS0 14050 : 1998
Indian Standard
ENVIRONMENTAL MANAGEMENT -VOCABULARY
ICS 13.020
0 BIS 1999
BUREAU OF INDIAN STANDARDS
MANAK BHAVAN, 9 BAHADUR SHAH ZAFAR MARG
NEW DELHI 110002
January 1999 Price Group 2Water Environmental Protection Sectional Committee, CHD 12
NATIONAL FOREWORD
This Indian Standard which is identical with IS0 14050 : 1998 ‘Environmental management -
Vocabulary issued by the International Organization for Standardization (ISO) was adopted by the
Bureau of Indian Standards on the recommendations of the Water Environmental Protection Sectional
Committee (CHD 12) and approval of the Chemical Division Council.
This International Standard has been prepared by Technical Committee lSO/TC 207 ‘Environmental
Management’. The text of the IS0 Standard has been approved as suitable for publication as Indian
Standard without deviations. However, attention is particularly drawn that wherever the words ‘Interna-
tional Standard’ appear referring to this standard they should be read as ‘Indian Standard’.I!3IS014050:1998
Introduction
This International Standard contains concepts and their definition as used
in the IS0 14000 series of standards and related to environmental man-
agement.
Communication is important in the implementation and operation of Envi-
ronmental Management Systems. This communication will be most effec-
tive if there is a common understanding of the terms used.
Many environmental terms and definitions are the result of recently devel-
oped concepts. The gradual evolution of these environmental concepts in-
evitably means that environmental terminology will continue to develop.
The purpose of this document is to convey understanding of the terms
used in the published standards in the IS0 14000 series.
The terms and definitions in this International Standard are derived from
the following International Standards on environmental management.
IS0 14001 :I 996, Environmental management systems - Specification
with guidance for use
IS0 14004: 1996, Environmental management systems - Genera/ guide-
lines on principles, systems and supporting techniques
IS0 14010:1996, Guidelines for environmental auditing - General princi-
ples
IS0 14011:1996, Guidelines for environmental auditing - Audit pro-
cedures - Auditing of environmental management systems
IS0 14012:1996, Guidelines for environmental auditing - Qualification cri-
teria for environmental auditors
Because of the ongoing work on the development of environmental man-
agement standards within lSO/lC 207 including the publication of addi-
tional and revised International Standards, this International Standard will
be reviewed, and as appropriate revised or amended*
Other concepts which may be encountered in the environmental man-
agement field are not defined in this international Standard. However, to
aid users of the IS0 14000 standards on environmental management,
some of these additional concepts are included with bibliographic refer-
&nces in an informative annex.
Users should be aware that the application and description of these con-
cepts vary throughout the international environmental community. Their
presence in Annex A is not intended to promote or endorse the use of
these concepts.Is/IS0 14666: 1968
Indian Standard
ENVIRONMENTAL MANAGEM-ENT -VOCABULARY
standards,g uideliness, pecifiedo rganizationarl equirements
scope
and legislativeo r regulatory requirements.
This International, Standard contains definitions
of fundamental concepts related to environmental 1.3
audit evidence
management, published in the IS0 14000 series
of standards.
verifiile information,r ecords or statements of fact
NOTE 1 Audite vidence which can be qualitatlveo r quanti-
Normative reference
tative, is used by the auditor to determine whether audit
criteria (1.2) are met.
The following standard contains provisions which,
through reference in this text, constitute provisions NOTE 2 Audit evidence is typically based on interviews.
examinationo f documents,o bservationo f acttvltiesa nd con-
‘of this International Standard. At the time of
ditions,e xistingr esultso f measurementsa nd tests or other
publication, the edition indicated was valid. All means within the scope of the audit.
standards are subject to revision, and parties to
agreements based on this International Standard 1.4
are encouraged to investigate the possibility of audit finding
applying the most recent ediiion of the standard
result of the evaluation of the collected -audit
indicated below. Members of IEC and IS0
evidence (1.3) compared against the agreed
maintain registers of currently valid International
audit criteria (1.2)
Standards.
NOTE The findings provide the basis for the audit
IS0 10241 : 1992, international terminology report.
standards - Preparation and @wt.
1.5
1 Terms and definitions audit team
group of auditors, or a single auditor, designated
In accordance with IS0 10241, in some situations
to perform a given audit
in this International Standard, the special usage
of a concept in a particular context is indicated by
NOTE 1 The audit team may also include technical experts
the qualifkMon given in angle brackets before the and auditors-in-training.
definition.
NOTE 2 One of the auditors on the audii team performs the
functiono f lead auditor.
1.1
audit conclusion 1.6
auditee
professional judgement or opinion expressed by organization (1.23) to be audited
an audiior about the subjectm attw(l.25) of the
audit, based on and limited to reasoning the 1.7
auditor has applied to audit findings (1.4) client
organization (1.23) commissioning the audit
1.2
NOTE The client may be the auditw (1.6) or any other
audit criteria
organizationw hich has the regulatory or contractual right to
commissiona n audit.
policies, practices, procedures or requirements
against which the auditor compares collected
1.8
audit evidence (1.3) about the subject matter
continual improvement
(1.25)
process of enhancing the environmental
NOTE Requirements may include, but are not limited to,
management system (1.14) to achieve improve-
1MS0 14050 : 1996
ments in overall environmental performance activities, responsibilities, practices, procedures,
(1.18) in line with the organization’s (1.23) processes and resources for developing,
environmental policy (1.19) implementing, achieving, reviewing and main-
taining the environmental policy (1.19)
NOTE The process need not take place in all areas of activity
simultaneously.
1.15
1.9 environmental management system audlt
envirclnment
systematic and documented verification process
surroundings in which an organization (1.23) of objectively obtaining and evaluating audit
operates, including air, water, land, natural evidence (1.3) to determine whether an organl-
resources, flora, fauna, humans, and their zation’s (1.23) environmental management
interrelations system (1.14) conforms with the environmental
management system audit criteria, and
NOTE Surroundings in this context extend from within an
communicating the results of this process to the
organizationt o the global system.
client
1.10
environmental aspect 1.16
environmental management system audit
element of an organization’s (1.23) activities,
products or services that can interact with the (internal) systematic and documented verification
environment (1.9) process of objectively obtaining and evaluating
evidence to determine whether anorganlzatlop’s
NOTE A significante nvironmentala spect is an environmental
(1.23) environmental management system
aspect that has or can have a significant environmental
impact (1.13). (1.14) conforms to the environmental manage-
ment system audit criteria set by the organization,
1.11 and for communication of the results of this
environmental audit process to management
systematic, documented verification process of
objectively obtaining and evaluating audit 1.17
evidence (1.3) to determine whether specified environmental objective
environmental activities, events, conditions,
overall -environmental goal, arising from the
management~systems, or information about these
environmental policy (1.19) that an organl-
matters conform with audit criteria (1.2), and
zatlon (1.23) sets itself to achieve, and which is
communicating the resufts of this process to the
quantified where practicable
client
1.16
1.12
environmental performance
environmental auditor
(environmental management system) measurable
person qualified to perform envlronmental audits
results of the environmental management
(1.11)
system (1.14) related to an organization’s (1.23)
control of its environmental aspects (1.10)
1.13
based on its envirorrmental policy (1.19),
environmental Impact
objectives (1.17) and targets (1.20)
any change to the environment (1.9), whether
adverse or beneficial, wholly or partially resulting 1.19
from an organization’s (1.23) activities, products envhnmental policy
or services
statement by the organization (1.23) of its
intentions and principles in relation to its overall
1.14
environmental management system environmental performance (1~.1 8) which
provides a framework for action and for the setting
-part of the overall management system that of its environmental objectives (1.17) and
includes organizational structure, planning targets (1.20)
2lS/lSd 14050 : 1098
1.20 NOTE For organizationsw ith more than one operating unit, a
single operating unit may be defined as an
enyironmental target
organization.
detailed performance requirement, quantified where
1.24
practicable, applicable to the organization (1.23)
prevention of pollution
or parts thereof, that arii from the environmental
objectives (1 .I 7) and that needs to be set and met
us8 of processes, practices, materials or products
in order to achieve those objectives
that avoid, reduce or control pollution. which may
in&d8 recycling, treatment, process changes.
1.21 Control mechanisms, efficient us8 of resources
interested party
and material substitution
(environmental performance) individual or group NOTET hep otential benefits of preventiono f pollutioni nclude
concerned with or affected by the environmental the reductiono f adverse envhnmontal Impacts (1.13), im-
performance (1.18) of an organization (1,23) provede fficiency and reduced costs.
1.25
1.22
subject matter
lead environmental auditor
(audit) specified environmental activity, event,
person qualified to manage and perform
condition, management system, and/or
environmental audits (1 .l 1)
information about these matters
1.23
1.25
organization
technical expert
company, corporation, firm, enterprise, authority
(audii) person who provides specific knowledge
or institution, or part or combination thereof,
whether incorporated or not, public or private, that or expertise to the audit team (1.5), but who does
has its own functions and administration not participate as an auditor
Annex A
(iriformative)
Additional Concepts Encountered in the international
Environmental Community
A.1 General 1996) concerning integrated Pollution Preven-
tion and Control, Article 2(1 I).
The public’s present concern related to protection
PI OECD Council Recommendation, May 1972,
of the environment from adverse impacts resulting
Environment and Economics. Guiding Princi-
from an organization’s activities, processes,
ples concerning international economic as-
products and services gives rise to the need for a
pects of environmental policies.
common understanding of generic environmental
concepts. 131 Convention on the Protection of the
Marine Environment of the North East
The following widely used concepts and terms are
Atlantic. Paris, 22 September 1992, Article 2,
listed to aid to a common understanding.
clause3 (b) and amendment No 1.
Reference iS giV8n below to documents Wh8r8
descriptions or definitions can be found.
A.3 Critical load
A.2 Best Available Technique (BAT) [I] Dowing, R.J. Hettelingh., J.-P and de Smet,
P.A.M., 1993. Calculation and Mapping
[I] EU Directive 96/61/EEC (September 24, Critical Loads in Europe. Status Report 1993.
3A.4 Precautionary principle A.6 Pollution
[I] IS0 14664 : 1896, Environment&/ manage- [I] EU Directive 96/6l/EEC (September 24,
ment systems - General guidelines on prin- 1996) concerning Integrated Pollutioh Preven-
ciples, systems and supporting techniques. tion and Control, Article 2(11).
Annex A, principle 15. [2] IMO/UNESCO/WMOIIAEAAJNIUNEP Joint
[2] The Ri Declaration on Environment and De- Group of experts on the Scientific Aspects of
velopment, principle 15. Marine Pollution (GESAMP).
131.C onvention on the Protection of the [3] Convention on the Protection of the
Marine Environment of the North East Marine Environment in the North East
-Atlantic. Paris, 22 September 1992. Atlantic. Paris, 22 September 1992.
Article 2. clause 2 (a). Article I, clause (d).
[4] The Ministerial Conference in Bergen. 16 May [4] Convention on the Protection of the
1990. Agenda 21, Chapter 19. Marine Environment of the Baltic Sea Area,
1992 (Helsinki Convention), Article 2,
A.5 “Pollluter pays” principle clause 1.
[I] IS0 14064:1996, Environmental manage- A.7 Sustainable development
ment systems - General guidelines on prin-
#/es, systems and swrting techniques, [I] “Our Common Future”: Report published by
Annex A, -principle 16. the World Commission on Environment and
[2] The Rio Declaration on Environment and the Development (the Brundtland Report).
Development, principle 16 [2] The President’s Council on Sustainable
[3] Convention on the Protection of the Development, February 1996.
Marine Environment of the North East [3] Towards Sustainability: A European Pro-
Atlantic. Paris, 22 September 1992. gramme of Policy and Action in relation to the
Article 2, clause 2 (b). Environment and Sustainable Development.
[4] The Polluter Pays Principle, OECD 1975. EU Vol. II 27 March 1992.
4Bureau of Indian Standards
BIS is a statutory institution established under the Bureau of Indian Stan&z& Act, 1986 to promote
harmonious development of the activities of standardization, marking and quality certification of goods and
attending to connected matters in the country.
Copyright
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without the prior permission in writing of BIS. This does not preclude the free use, in the course of
implementing the standard, of necessary details, such as symbols and sizes, type or grade designations.
Enquiries relating to copyright be addressed to the Director (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 Addilions’
This Indian Standard has been developed from Dot: No. CHD 12 (888).
Amendments Issued Since Publication
Amend No. Date of Issue Text Affected
BUREAU OF INDIAN STANDARDS
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Printeda t SimcoPr inting Prga, Delhi India
|
3004.pdf
|
IS : 3004 - 1979
(
Reaffirmed 1995 )
J Indian Standard
SPECIFICATION FOR
PLUG COCKS FOR WATER SUPPLY PURPOSES
( First Revision )
Second Reprint MARCH 1997
ULX 621.646.6 : 628.i46.6
BUREAU OF 1NDlAN STANDARDS
MANAK BIiAVAN. 0 HAI~AI~IIR SI1Atl ZAFAR MARC;
NI:W DI~l.Hl 110002
Gr 3 ./u/v 1979IS : 3004 - 1979
Indian Standard
SPECIFICATION FOR
PLUG COCKS FOR WATER SUPPLY PURPOSES
( First Revisiolz )
*
Sanitary Appliances and Water Fittings Sectional Committee, BDC 3
Chairman
SHIH V. D. DESAI
Members
ADVISER Ccntrrtl Public Iic~altlr & Environmental Engi-
neering Organization ( Ministry of Works &
I-Ioasihg )
SJtar B. B. Rau (Alternate)
SHIII H. R. Bauya~ Indian Iroll & Slc<,l Co I,ttl, Calctltta
SHI~I K. D. BISWAS ( Alternate )
S~iur M. K. B.IYU Ccntval Glass & Ceramic Research Institute
( CSIR ,. <:alclltta
SHICI D. S. CI~.~IIAL Dircctoratr: (;encral of Tcchrlical Devclopnlcnt,
iNcw Delhi
SII ,LI s. K. SlInlcx\ ( rlllcmale )
CllIEP ENOIN&EI~ l’uhlic IIwltll En:inwrillg Department, Govern-
ment 0T Kcr.lla, ‘l‘rivandrum
SIIRI K. R.\~,I~\CIIANUI~A(N ,4 flcmn(e )
CHIEF ENQINEEI~ Tamil Nadu Water Supply & Drainage Board,
Madras
CHIEF ENQINIZIZ~ U. I’. Jai Nigam, Ll~cknow
SUPE~~INTENDINOE NGINII<R ( Alternate )
C&F ENGINEER ( W~*raa ) Municipal Corporation of Delhi, Delhi
DRAINAGE ENGINEEI~ ( Alternate )
SHRI L. M. CHOUUIIA~~Y Public Health Engineering Department, Govern-
ment of Haryana, Chandigarh
SHRI I. CHANDRA ( Alternntt )
CITY ENGINEER Municipal Corporation of Greater Bombay,
Bombay
HYDRAULIC ENGINEEI~ ( flllerriale )
( Continued on Page 2 )
@ Copyright 197Y
BUREAU OF INDIAN STANDARDS
This publication is protected under the Indian Copyright Acf (XIV of 1957) and
reproductiomin 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:3004- 1979
( Continuedf rom+age 1 )
Mem hers Representing
SIIRI H. N. DALLAS Indian Institute of Architects, Bombay
SuItI G. C. DAS National Test House, Calcutta
SJIILI T. R. DK Institution of Engineers ( India ), Calcutta
DII~K~XYJ~ Bombay Potteries gi Tiles Ltd, Bombay
SIIILI A. M. I<RRIBIIAVI ( ~~ler?iaIc j
SIII~I B. R. N. GUPTA Engineer-in-Chief’s Branch, Army Headquarters
SII~I I<. V. I<I~ISIINAI\IURT~Y ( .4118rrzalc )
s111:1 M. T. K\NSR Directorate General of Supplies & Disposals, New
Del hi
Sun1 S. R. I(SIlII~SAoAR National Environmental Engineering Research
Institute ( CSIR ), Nagpur
SIIX~ R. C. R~r,uu ( Altcrnnle )
S,,,l, 1;. I,A~SIIBIlNARA,-,ZNAN IIindustan Shipyard J>td, Visakhapatnam
SllltI 11. SltAlllI’F ( /~&ernole )
SIII:L I’. S. ~tAJVANSlI1 Public Health Engineering Department, Govern-
ment of Rajasthan, Jai:>ur
Slllrl I<AN.TiT SIXGII Railway Board ( Ministry of Railways )
Du A. V. II. Rno National Buildings Organization, New Delhi
SIII~I I’. JA(:;\NATJI R,\o E. I. D.-Parry Ltd, Madras
S~rur M. Moos.\ Sur,arar.\x ( Allertinle)
Sun1 1~. K. SOPlANY Hindustan Sanitaryware & Industries Ltd,
Bahndurgarh. Haryana
SUPI’IA~. I N’L.ENI~I~\ SUItVKl-OX or Crntral Public Works Department, New Delhi
WOI:KS ( ND% )
S~~ICVKYOIC OF WOaKS I ( ND% )
( ‘4l/er,,a/e )
SIII:I D. AJI’I.IIA S~nrrr~, Director General, BIS ( Ex-oficio Member )
Director ( Civ Engg )
S&cretary
slII<I s. p. b’lAGC2U
Assistant Director ( Civ Engg ),BIS
Domestic and Municipal Water Fittings Subcommittee, BDC 3 : 2
Bombay hlunicipal Corporation, Bombay
Suur T. K. Sa~roKn ( Altcmate to
Shri Ii. 1). Mulekar)
SllnI Y.\S!C 1~A.J A(:o.Alt\VAL M/s Govcrdhan Das I’. ;I., Calcutta
SlluI Yoclsor~lc. I<AJ i\GGAItw&L ( Afternnfe )
CIIII$F ExnIN1:i:ll Bangalore Water Supply & Sewerage Board,
Bangalore
CIrrKs I:,xCrNl?I:Il U. I’. Jai Nigam, Lucknow
SIJPI:I(IN,~~.:NI)INGI EN~I~;KKR ( &crnnte )
CllIKF E,no,Nnmr TamihlII$u Water Supply & Drainage Board,
( Continued 4n page 11 )
2IS : 3004 - 1979
Indian Standard
SPECIFICATION FOR
PLUG COCKS FOR Vi7ATER SUPPLY PURPOSES
( First Revision )
0. FOREWORD
0.1 This Indian Standard ( First Revision ) was adopted by the Indian
Standards Institution on 28 February 1979, after the draft finalized by
the Sanitary Appliances and Water Fittirrgs Sectional Committee had been
approved by the Civil Engineering Division Council.
0.2 This standard was first published in 1964. In this revision dimensions
have been modified to keep the area of flow through the plug port same
as that of the body. The maximum working pressure for which plug cocks
are suitable has also been incorporated as 1 MPa.
0.3 For the purpose of deciding whether a particular requirement of this
standard is complied with, the final value, observed or calculated, exprcss-
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 plug cocks of 15 mm, 20 mm and 25 mm nominal
size with a key head for use underground for water supply purposes upto
1 MPa working pressure.
2. TERMINOLOGY
2.0 For the purpose of this standard, the following definitions shall abply.
2.1 Plug Cock - It is a shut-off device comprising a body having a
taper seating into which is fitted a plug which can be turned to move its
port relative to the body ports to control the flow of water. The plug
is retained in the body by means of a washer, screw and nut at its
smaller end.
*Rules for rounding off numerical values ( revised).
3IS : 3004 - 1979
3. TYPES OF END
3.1 Plug cocks shall have each body end suitable for one of the following
types of joints:
a) Plain cads for lead ( wiped ) joint,
b) Socket end for capillary solder joint,
c) Union and tail piece for lead ( wiped ) joint,
d) Union and tail pipe for capillary solder joint, and
e) Union for copper tube compression joint.
3.1.1 Ends for (I,), (d) and (e) shall be as agreed to between the
manufacturer and the purchaser.
3.1.2 When ends are required to be suitable for mild steel tubing com-
plying with IS: 1239 ( Part I )-1973*, the purchaser shall provide the
supplier the &tails of his requirements.
4. NOMINAL SIZE
4.1 Plug cocks shall be of the following sizes:
15 mm, 20 mm and 25 mm.
4.1.1 The nominal size of the plug cock shall be denoted by the
nominal bores of the end ports in the body.
5. MATERIALS
5.1 The component parts of the plug cocks shall be of brass or leaded tin
bronze conforming to the following Indian Standards:
a) Cast brass for bodies and Grade 3 of IS : 292-1961t
components
b) Leaded tin bronze for Grade 2 of IS: 31%1962$
bodies and components
c) Brass rods for washers, plug IS : 319-19745
nuts, union nuts and tail
pipes
*Specification for mild steel tubes anl tubulars and other wrought steel fittings:
Part I Mild steel tuba (third re~~i.~iw).
tspecitication for brays ingots and castings ( revised ).
SSpecification for lcadcld tin bronnc ingots and castings (revised).
§Spccification for free crltting I~r:lssI ,nrs, rods and sections ( fhird revision ),
4IS : 3004 - 1979
6. MANUFACTURE AND WORKMANSHIP
6.1 Castings shall in all respects be sound, free from laps, blow holes and
pitting; and both the external and internal surfaces shall hc clean, smooth
and free from sand and burrs. They shall be neatly dressed and no
casting shnll bc burned, plugged, stopped or patched.
6.2 All components shall be sound and solid without laminations and
shall be smooth and well finished, aud parts not machined shall be within
the specified limits of size.
6.3 The bodies, plugs and other components shall be machine finished as
given in 6.3.1 and 6.3.2.
6.3.1 The taper of the body and of the plug shall be fine machine
finished or precision ground and the plug and body shall be lapped
together to give full area contact surfaces. The contact surfaces of the
body and washer and nut shall be fine machined or precision ground, flat
and square to the axis of the plug.
6.3.2 The circular spigot on the plug to which the washer is fitted shall
be machined with one flat ‘ D ’ and the screwed projection to the plug
shall be such that the washer bears on the body contact surface by means
of the nut to give any desired tightness to the plug, with due provision for
wear.
7. CONSTRUCTION AND DIMENSIONS
7.1 Waterway
7.1.1 The area of the body ports and throat shall be not less than the
area of a circle of a diameter equal to the nominal bore (see Table 1 ) and
adjacent to the plug the waterway of the body port shall coincide
with the plug port.
7.1.2 The dimensions of the plug ports shall be those specified in
Table 1 read with Fig.. 1.
7.1.3 Inside faces of the plug port shall be finished smooth, for easy
flow of water and to reduce frictional losses in the ports.
7.2 Minimum Thickness -No undimensioned parts of the body of the
plug cock shall be less in thickness than the following:
Mominal Size Minimum Thickness
15 mm 3mm
20 mm 3mm
25 mm 4mm
5-4 K b-
-A---r-f
PLUG
PORT-
TAPER
I: 15
“+-I+
SECTION YY
PLUG
SECTION XX
BODY
WASHER
NUT
FIG. 1 PLUG COCK AND COMPONENTP ARTS
7.2.1 The plug shall be solid except for the port.
7.3 Taper - The taper of the side of the plug and body shall be 1 in 15
( 1 in 7.5 included angle ).
7.4 Plug Cocks - The dimensions of the plug cocks shall be as given in
Table 1 read with Fig. 1 and these dimensions shall be subject to the usual
commercial tolerances for machined parts.
7.4.1 The larger end of the plug taper shall project 6 f l-5 mm from
the body.
7.5 Screw Thread - The thread on the projection at the smaller end of
the plug, dimension P in Table 1, shall conform to the basic profile of
IS0 metric screw thread given in IS : 4218 (Part I )-1976*.
7.6 Washer - The dimensio.n s of the washer shall be as given in Table 1.
*IS0 metric screw tlwends: Part I Basic and design profile (,first revision),
6TABLE 1 DIMENSIONS OF COMPONENT PARTS OF PLUG COCKS
(Clauses 7.1.1, 7.1.2, 7.4, 7.5 and 7.6 and Fig. 1 )
( AI1 dimensions in millimetres )
r\;o)IINAL A* BCDE FG H J K L M M P Q R sl-
SIZE (F on Lx~n ) ( see Note 1 ) ( seeN ote 2 )
15 72 50 18 12 12 7.5 24 35 20 10 22 27 5 Ml2 x 1.5 20 Ml2 x 1.5 5 10
20 75 68 22 20 20 Il.0 29 40 25 10 25 33 5 Ml2 x 1.5 22 Ml2 x 1.5 6 12
4
25 80 80 25 22 22 145 35 45 28 10 27 40 5 Ml6 x 1.5 25 Ml6 x 1.5 7 14
N‘OTE 1 -Screw thread P-nut dimensions with tolerances of medium class as given in IS : 4218 ( Part VI )-1967
‘IS0 metric screw threads: Part VI Limits of sizes for commercial bolts and nuts ( diameter range 1 to 39 mm )_’
NOTE 2 -Screw thread R-bolt dimensions with tolerance of medium class as given in IS : 4218 ( Part VI )-1967.
*This Iength may be adjusted to suit other types of end.IS : 3004 - 1979
8. FINISH OF BODY ENDS
8.1 The body ends of plug cocks when intended for direct plumbing to
lead pipe shall be suitably finished by machining or grinding. The ends
of all plug cocks shall have squared up faces to facilitate testing under
pressure.
8.1.1 When the outlet has a union for lead, the nut and tail pipe shall
comply with the requirements given in ‘Table 2 read with Fig. 2. Unions
of the cone type shall have the cone end machined or ground to a water-
tight fit without the use of grummets, washers, plastic material or other
jointing.
9. ASSEMBLY
9.1 All parts shall be effectively cleaned and the minimum quantity of a
lubricant shall be applied to the seating surfaces of the body and plug to
ensure smooth working.
10. HYDRAULIC TEST
10.1 Every plug cock complete with its component parts shall be tested
for body and seat tests under internal hydraulic pressure of at least 2 Ml’s
and 1 MPa respectively. The test pressure shall be maintained for a
period of at least two minutes during which period it shall neither leak
nor sweat.
11. MARKING
11.1 Every plu, a cock shall be legibly marked with the following
information:
a) Manufacturer’s name or trade-mark, and
b) Nominal size.
11.2 BIS Certification Marking
The product may also be marked with Standard Mark.
11.2.1 The use of the Standard Mark is governed by the provisions of
Bureau of Indian Standards Act, 1986 and the Rules and Regulations made
thereunder_ ’ The details of conditions under which the licence for the use of
Standard Mark may be granted to manufacturers or producers may be obtained
from the Bureau of Indian Standards.
8FIG. 2 STANDARD END, TAIL PIPEA ND NUT
9TABLE 2 DIMENSIONS FOR STANDARD TAIL PIPES AND NUTS
. .
( Clause 8.1.1 and Fig. 2 )
ow
SL PARTICULAXS DIMENSIOXS FOR NOMINAL SIZE OF PLUG COCK 0
NO. ------------ h__-,______-_~ I,Q
15 mm 20 mm 25 mm
c--- he- ~ C--_h_-_~ r___-h-_~ G
Max Min Max Min Max Min 2
(1) (2) (3) (4) (5) (6) (7) (8)
mm mm mm mm ;m
1. Collar diameter, A 24 23 30 29 38.5
2. Collar axial length, B - 2.5 - 3 - 3.5
3. Pipe bore, hot pressed and cast, C - 13 - 20 - 25
4. Pipe length from under collar to end, D 54 - 58 - 60
5. Thickness of wall, hot pressed, E - 1.5 - 1.8 2
6. Thickness of wall, cast, F - 2 - 2.2 2.4
7. Cone, large end diameter, cone taper 9” 19 26 - -
‘; ( included angle 13’ ), G
a. Cone axial length, H - a - a - 9.5
9. Cone ( gap ) face of collar to face of end, 3 3 - 3 4
10. Conical bore. Diameter of mouth in end of plug - 18 25 36
cock, X
11. Coupling nuts, clearance over outside dia of 0.8 0.8 0.9
pipe, L
12. Coupling nuts, thickness of flange, M - 3 - 3.5 - 4
13. Coupling nuts, axial length, N la - 20 - 22
14. Coupling nuts, size over flats of hexagon, P - 31 - 38 - 46
15. End of plug cock: Thread, Axial length Q 9.5 - 13 13
Variation on thickness of tail pipe due to 0.2 - 0.3 - 0.4 -
eccentricity
NOTE - Standard tail pipes and nuts specified above are suitable for parallel pipe threads of nominal size 2, 1
and I& mm respectively conforming to IS : 2643 ( Part I )-1975 ‘ Dimensions of pipe threads for fastening purposes:
Part I Basic profile and dimensions (first reuision ) ‘.IS : 3004- 19’19
( Continuedfrom page 2 )
Members Representing
CHIEF ENGINEER ( WATER ) Municipal Corporation of Delhi
SHRI S. A. SWAMY ( Alternate )
DIRECTOR Mah;ar;tra Engineering Research Institute,
RESEARCH OFFICER ( Alternate)
SHRI B. R. N. GUPTA Engineer-in-Chief’s Branch, Army Headquarters
SHRI K. V. KRISHNAMURT~Y ( Alternate )
SURI M. K. JAIN Hind Trading & Manufacturing Co Ltd, Delhi
SHRI K. K. JAIN (Alternate)
SHRI M. T. KANSE Directorate General of Supplies and Disposals,
New Delhi
&RI S. R. KSHIRSA~AR National Environmental Engineering Research
Institute ( CSIR ), Nagpur
Snnr B. V. S. GU~UNATHRAO ( Alternate )
SIIRI G. A. LUHAR Bombay Metal and Alloy Manufacturing Co
Private Ltd. Bombay
SHRI K. RAM..CEAND~~N Public Health Engineering Department, Govern-
ment of Kcrala, Trivandrum
SERI RANJIT SINGE Research, Designs and Standards Organization
( Ministry of Railways )
SHRI D. K. SEHGAL Leader Engineering Works, Jullundur
SHRI 0. P. WADHWA ( Alternate )
SH~I R. K. SOMANY Hindustan Sanitaryware & Industries Ltd,
Bahadurgarh, Haryana
11BUREAU OF INDIAN STANDARDS
Headquarters:
Manak Bhavan, 9 Bahadur Shah Zafar Marg, NEW DELHI 110002
Telephones: 323 0131, 323 3375, 323 9402
Fax :91113234062, 91113239399, 91113239382
Telegrams : Manaksanstha
(Common to all Offices)
Central Laboratory: Telephone
Plot No. 2019, Site IV, Sahibabad Industrial Area, SAHIBABAD 201010 8-77 00 32
Regional Offices:
Central : Manak Bhavan, 9 Bahadur Shah Zafar Marg, NEW DELHI 110002 323 76 17
‘Eastern : l/l4 CIT Scheme VII M, V.I.P. Road, Maniktola, CALCUTTA700054 337 86 62
Northern : SC0 335336, Sector 34-A, CHANDIGARH 160022 60 38 43
Southern : C.I.T. Campus, IV Cross Road, CHENNAI 600113 235 23 15
TWestern : Manakalaya, E9 Behind Marol Telephone Exchange, Andheri (East), 832 92 95
MUMBAI 400093
Branch Offices:
‘Pushpak’, Nurmohamed Shaikh Marg, Khanpur, AHMEDABAD 380001 550 13 48
SPeenya Industrial Area, 1st Stage, Bangalore - Tumkur Road, 839 49 55
BANGALORE 560058
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Plot No. 62-63, Unit VI, Ganga Nagar, BHUBANESHWAR 751001 40 36 27
Kafaikathir Buildings, 670 Avinashi Road, COIMBATORE 641037 21 01 41
Plot No. 43, Sector 16 A, Mathura Road, FARIDABAD 121001 8-28 88 01
Savitri Complex, 116 G. T Road, GHAZIABAD 201001 8-71 19 96
5315 Ward No. 29, R. G. Barua Road, 5th By-lane, GUWAHATI 781003 54 11 37
5-8-58C, L. N. Gupta Marg, Nampally Station Road, HYDERABAD 500001 20 10 83
E-52, Chitaranjan Marg. C-Scheme, JAIPUR 302001 37 29 25
1171418 B, Sarvodaya Nagar, KANPUR 208005 21 68 76
Seth Bhawan. 2nd Floor, Behind Leela Cinema, Naval Kishore Road, 23 89 23
LUCKNOW 226001
Patliputra Industrial Estate, PATNA 800013 26 23 05
T. C. No. 14/1421, University P. 0. Palayam, 6 21 17
THIRUVANANTHAPURAM 695034
NIT Building, Second Floor, Gokulpat Market, NAGPUR 440010 52 51 71
Institution of Engineers ( India ) Building, 1332 Shivaji Nagar, PUNE 411005 32 36 35
‘Sales Office is at 5 Chowringhee Approach, P 0. Princep Street,
CALCUTTA 700072 27 10 85
TSales Office is at Novelty Chambers, Grant Road, MUMBAI 400007 309 65 28
*Sales Office is at ‘F’ Block, Unity Building, Narashimaraja Square, 222 39 71
BANGALORE 560002
Printed at New India Printing Press, Khurja. India
|
12972.pdf
|
1s
12972 : 1990
IS0 7707 : 1996
Indian Standard
0
COMMERCIAL ROAD VEHICLES -
CONNE~CTIONS FOR REAR-MOUNTED
POWER TAKE-OFFS ( PTO )
UDC 629*11*013 : 629.114.4 - 494 : 006.78
0
3
Q BIS 1990
BUREAU OF INDIAN STANDARDS
MANAK BHAVAN, 9 -BAHADUR SHAH ZAFAR MARG
NEW DELHI 110002
December 1990
Price Group 3
.IS 12972 : 1990
IS0 7707 : 1988
Indian Standard
COMM~ERCIAL ROAD VEHICLES -
CONNECTIONS FOR REAR-MOUNTED
POWER TAKE-OFFS ( PTO )
l
NATIONAL FOREWORD
This standard which is identical with IS0 7707: 1986 ‘Commercial road vehicles - Connections for
rear-mounted power take-offs (PTO)’ was adopted by the Bureau of Indian Standards on 17 March
1990, after the draft finalized 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 ‘International Standard’ appear, referring to this standard, they should be
read as #Indian Standard’.
b) Comma (,)h as been used as a decimal marker while in Indian Standards, the current
practice is to use point (.) as the decimal marker.
CROSS REFERENCES
In this Indian Standard, the following International Standard is referred to. Read in its place the
following :
International Standard Corresponding Indian Standard Degree of
Correspondence
IS0 7706 : 1986 Road vehicles - IS 12971 : 1990 Road vehicles - Identical
Commercial vehicles -Clearance Commercial vehicles - Clearance
envelope for power take-offs envelope for power take-offs
(PTO) (PTO)As in the Original Standard, this Page is Intentionally Left BlankIS 12972 : 1990
IS0 7707 : 1986
1 Scope and field of application - Type A
This international Standard specifies the essential dimensions - Type S
of connections for rear-mounted power take-offs (PTO). These
specifications are applicable to all installations of power take- - TvwE
offs at the back of transmission gearboxes of commercial
vehicles.
Type A is, however, recommended if the design of the
transmission permits. Type E may be used for-stepped PTOs.
2 Reference
.
IS0 7706, Road vehicles - Commercial vehicles - Clearance
4 Designation
envelope for power take-offs (PTOI.
Example for the designation of a type A connection for a rear-
mounted PTO :
3 Specifications
This International Standard defines three connection types for PTO rear connection IS0 7707-A
rear-mounted PTOs :Dimensions in millimetres
Connections for rear-mounted PTO
Connectbn face
Connection face
Surface
bearing
Spline data
No. of teeth : 12
Standard module : 3.?5
Pressure angle : 206
TIP diameter : 44.4 hll
Reference diameter : 39,O
Reference diameter : 36.0
Form diameter : 38.85
Form diameter : 35.35
Span bver two teeth : :i;$
Span over two teeth : $$
8OJS13
c 4
NOTE - The length of bolts is specified by the manufacturer.Bureau of Indian Standard8
BIS is a statutory institution established under the Bureau of Zndim Standard Act, 1986 to promote
harmonious development of the activities of standardization, marking and quality certscation 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
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 in BIS giving the
following reference :
Dot : No. TED 3 ( 5242 )
Amendments Issued Since Publication
Amend No. Date of Issue Text Affected
-
BUREAU OF INDIAN STANDARDS
Headquarters :
Manak Bhavan, 9 Bahadur Shah Zafar Marg, New Delhi 110002 Telegrams : Manaksanstha
Telephone : 33101 31,331 13 75 (Common to all Offices)
Regional ~Officse : Telephone ‘L
Central : Manak Bhavan, 9 Bahadur Shah Zafar Marg 331 01 31
NEW DELHI 110001 331 13 75
Eastern : I/14, C.I.T. Scheme VII M, V.I.P. Road, Maniktola, 37 86 62
CALCUTTA 700054
Northern : SC0 445-446, Sector 35-C, CHANDIGARH 160036 2 18
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Western : Manakalaya, E9 MIDC, Marol, Andheri ( East ) 6 32 92 95
BOMBAY 400093
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Printed at the Ccnaal Electric Press, Delhi, India
|
7995.pdf
|
IS 7995 : 1994
Indian Standard
PNEUMATICCONCRETEBREAKER
SHANKS- DIMENSIONS
(
First Revision )
UDC 621e926.2 - 85 : 621.9 - 229.211 : 666.972
@ BIS 1994
BUREAU OF INDIAN STANDARDS
MANAK BHAVAN, 9 BAHADUR SHAH ZAFAR MAR0
NEW DELHI 110002
December 1994 Price Group 1Pneumatic Tools Sectional Committee, PE 08
FOREWORD
This Indian Standard (First Revision ) was adopted by the Bureau of Indian Standards, after
the draft finalized bv the Pneumatic Tools Sectional Committee had been approved by the
Production Engineering Division Council.
This standard was first published in 1976. In this revision, various dimensions and tolerances
have been aligned with IS0 1180 : 1983 ‘Shanks for pneumatic tools and fitting dimensions of
chuck bushings, issued by the International Organization for Standardization ( IS0 ).
For the purpose of deciding whether a particular requirement of this standard is complied with,
the final value, observed or calculated, expressing the result of a test, shall be rounded off in
accordance with IS 2 : 1960 ‘Rules for rounding off the 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 7995 : 1994
Indian Standard
PNEUMATICCONCRETEBREAKER
SHANKS- DIMENSIONS
( First Revision )
1 SCOPE
This standard covers the dimensions of concrete breaker shanks for use with pneumatic concrete
breakers.
2 DIMENSIONS
I I
SHANK
BUSHING
All Dimensions in millimetres.
Shanks Chuck-Bushings
NOTE - The cutting edge, if any, of the tool shall be perpendicular to one of the hexagon sides.
3 DESIGNATION
A concrete breaker shank of nominal size 28 mm shall be designated as:
Concrete Breaker Shank IS 7995 28
1Bureau of Indian Standards
BIS is a statutory institution established under the Bureau of Indian Standards Act, 1986 to
promote harmoious development of the activities of standardization, marking and quality
certification of ~goods and attending to connected matters in the country.
Copyright
BIS has the copyright of all its publications. No part of these publications may be reproduced
in any form without the prior permission in writing of BIS. This does not preclude the free use,
in the course of implementing the standard, of necessary details, such as symbols and sizes, type
or grade designations. Enquiries relating to copyright be addressed to the Director
( Publications ), BIS.
Revision of Indian Standards
Amendments are issued to standards as the need arises on the basis of comments. Standards
are also reviewed periodically; a standard along with amendments is reaffirmed when such review
indicates that no changes are needed; if the review indicates that changes are needed, it is taken
up for revision. Users of Indian Standards should ascertain that they are in possession of the
latest amendments or edition by referring to the latest issue of ‘BIS Handbook’ and ‘Standards
Monthly Addition’.
This Indian Standard has been developed from Dot : No. PE 08 ( 0088 ).
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 l10002
Telephones : 331 01 31, 331 13 75 Telegrams : Manaksanstha
( Common to all Offices _)
RtgionalO5ces : Telephone
Central : ManakjBhavan, 9 Bahadur Shah Zafar Marg 331 01 31
NEW DELHI 110002 { 331 13 75
Eastern : l/14 C. I. T. Scheme VIII M, V. I. P. Road, Maniktola f37 84 99, 37 85 61
CALCUTTA 700054 1. 37 86 26, 37 86 62
f60 3843,
Northern : SC0 335-336, Sector 34-A, CHANDIGARH 160022
160 20 25,
f235 02 16, 235 04 42
Southern : C. I. T. Campus, IV Cross Road, MADRAS 600113 4
~235 15 19, 235 23 15
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BOMBAY 40009 3 1632 78 91, 632 78 92
Branch : AHMADABAD. BANGALORE. BHOPAL. BHUBANESHWAR. COIMBATORE.
FARIDABAD. GHAZIABAD, GUWAHATI. HYDERABAD. JAIPUR. KANPUR
LUCKNOW. PATNA. THIRUVANANTHPURAM.
-7
Printed at Printwell Printers. Ahsarh. India
|
1570_2.pdf
|
IS : 1570( Part n ) - 1979
Indian Standard
SCHEDULES FOR WROUGHT STEELS
PART It CARBON STEELS (UNALLOYED STEELS)
( First Revision)
Alloy Steels and Special Steels Sectional Committee, SMDC 19
Chairman Repmenling
Ds G. MUKHERJEE Steel Authority of India Ltd (Alloy Steels Plant ),
Durgapur
Members
SHEI A. N. BISWAS Guest, Keen, Williams Ltd, Howrah
S~lrr S. K. Basn ( Alfentate )
SHIZI B. C. BISWAS National Test House, Calcutta
SHRI A. M. BISWAS (A&em& )
SHBI P. K. CEIAKRAVARTY The Tata Iron & Steel Co Ltd, Jamshedpur
DR T. MUKRERJEE ( Akmat~ )
.CERI P. K. CZ~ATTERJEE Ministry of Defence ( DGI )
SHRI Y. K. C;ANOOP~DRYAY ( Al:ernatr )
5 :RLK. M. CEAUDUKJRY Nationa! Metallurgical Laboratory (CSIR ),
Jamshrdpur
SI I D.+SARATIIA The Visvesvaraya Iron & Steel Ltd, Bhadravati
Senr B. C. B.LS~VA~AJ ( Bflcrnnte)
Sar I S. V. DATIR Ahmedabad Advance Mills Ltd, Navsari
SEBI M. K. Gnosn ( Altmafe)
SHW A. D. DIAS The Indian Tool Manufacturers Ltd, Bombay
SHBI M. K. DATTA Steel Authority of India Ltd ( Alloy Steels Plant ),
Durgapur
S IR~$..,J,“A ( Alternate )
Sam . Directorate General of Supplies & Disposals
( Inspection Wing ), New Delhi
SIIRI P. I;. GYXE ( Alfcrm~e j
JOTNT CiRECTOR (hfET),RlXE~RCli Ministry of Railways
DESIOHS AXD.STA~-DARDS
ORGAhItATlON
DEPUTY DIRECTOIL( MET-II,),
RDSO ( Alternate )
( Confinued on page 2 )
@ Cojprighf 1979
INCIXTT STASDARDS INSTiTUTION
This publication is protected under the Indim Copyrighf Act ( XIV of 1957) and
reproduction in whole or in part by any means except with written permission of the
publisher shall be deemed to be an infringement of copyright under the said Act.1s : 1570( Part n ) - 1979
( Continued from page 1 )
Members Reprcsentin~
SERI S. R. KIIARE Indian Register of Shipping, Bombay
SH~I V. N. PAl?DAY ( Alternate )
SRRI R. S. KOTRAWALE Bharat Forge Co Ltd, Mundhwa, Pune
SHRI S. S. LAXXUNDI ( Alfcraufc )
DE D. P. LAHIRI Ministry of Defence ( R & D )
SRRI I. N. BHATIA ( Altemurr)
SHRX K. N. MEHRA Heavy Engineering Corporation Ltd, Ranchi
SHRI D. K. DAS ( Afternafc)
SHBI L. MISEXA Directorate General of Technical Development,
New Delhi
Snnr M. K. BANERJEE ( Ahmate )
Snn~ A. PA~MANABEAN Ashok Leyland Ltd, Madras
SHlrI 1. M. PA1 Firth India Steel Co Ltd, Thane
SHILI B. M. PAX ( ALnate )
Dn R. V. PATHY Mahindra Ugine Steel Co Ltd. Bombay; and Alloy
Steel Producers’ Associatron of Indra, Bombay
Sunr R. NARAYANA ( Alternate ) Mahindra Ugine Steel Co Ltd, Bombay
SHRI M. K. PRAXANIK Iron St Steel Control, Calcutta
SARI S. S. SAHA ( Akrnate)
DR V. R~XASWAMY Research & Development Centre for Iron and
Steel I HSL J. Ranchi
SI~RI S. R. MEDIRATTA ( Ahmate) ’ ”
SRRI M. RANGASHAI Hindustan Machine Tools Ltd, Bangalore
SRRI SANJIT SEN ( Aftnnatc I )
S~rnr P. RAMA PIZASAD( Altcrnatc II )
SHRI A. K. ROY The Tata Engineering and Locomotive Co Ltd,
Jamshedpur
DR S. K. MONDAL (Alternate)
SHRI D. SI~IXITAS~N Steel Furnace Association of India, Calcutta
Ds S. K. CHATTERJEE( Alternafc)
SHRI Y. C. SUBRARUANYA Ministry of Defence ( DGOF )
SHRI K. S. VA~DYANATHAN M. N. Dastur & Cc Pvt Ltd, Calcutta
SHRI C. J. DAVE ( Altrmatc )
Saw C. R. RAMA RAO, Director General, IS1 ( Ex-o&30 Member )
Director ( Strut 8t Met )
Secretary
SIIRI VIJAY KIJMAR
Assistant Director ( Metals ), IS1
St&committee for the Revision of Schedule for Wrought Steel for
General Engineering Purposes, SMDC 19 : 5
convener
SERI P. K. CEAKRAVARTY The Tata Iron & Steel Cc Ltd, Jamshedpur
nilembers
SHEI S. K. BASU Guest, Keen, Williams Ltd, Howrah
SHRI I'. K. CRATTEI~JEE Ministry of Defence (DGI )
SUIII M. I;. SXN (Alternate )
( Continued on page 18 )
2IS x 1570 ( Part II ) - 1979
Indian Standard
SCHEDULES FOR WROUGHT STEELS
PART I1 CARBON STEELS,( UNALLOYED STEELS)
First Revision)
(
0. FOREWORD
0.1 This Indian Standard ( Part II ) (First Revision ) was adopted by
the Indian Standards Institution on 5 March 1979, aster the draft finaii-
zed by the Alloy Steels and Special Steels Sectional Committee had been
approved by the Structural and Metals Division Council.
0.2 Schedules for wrought steels for general engineering purposes ( IS :
1570-1961 ) was first published in 1961. On the basis of the experience
gained in the production and use of steels, the Sectional Committee has
decided to revise the standard and issue it in parts. The other parts of
the standard are as follows:
Part I Steels specified by tensile and/or yield properties
Part III Carbon and carbon manganese free cutting steels
Part IV Alloy steels ( excluding stainless and heat-resisting steels )
Part V Stainless and heat-resisting steels*
Part VI Tool steels
0.3 The following major modifications have been made in this revision:
4 Steel designations have been modified in accordance with
IS : 1762 ( Part I )-1974t. However, for the sake of easy
identification old designations are also given within brackets.
b) New grades 2C2, 5OC8,6OC6 have been added.
4 Manganese content of grades CO5 ( 5C4 ), C55 ( 55C4 ), and
C60 ( 6OC4 ) h ave been modified.
4 Mechanical properties for cold-drawn bars given in Table 3 have
been modilied on the basis of experience gained.
*Already published as IS : 1570 ( Part V )-1972.
t&de for designation of steels: Part I Based on letter symbols.
3IS : 1570 ( Part II ) - 1979
0.4 This schedule does not give limits for sulphur and phosphorus. These
have to be specified in the detailed specifications. The standard ranges
for sulphur and phosphorus and the method for designating steel according
to its sulphur and phosphorus content, steel making practice and method
of deoxidation is detailed in Appendix ’ A ’ for information.
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 schedule ( Part II ) is applicable to standards for carbon steels
when it is necessary for the steel to be supplied to a composition within
reasonably defined limits. This schedule is not intended to be used as a
standard.
1.1.1 This schedule may be used for ordering steels provided no detailed
specification is available for the particular steel.
2. GENERAL
2.1 While preparing Indian Standards, or revising existing standards,
steels listed in this schedule shall be selected. The specification of mecha-
nica! properties different from those, given in this schedule should not
be made unless special conditions of service render this essential. In that
event, full reasons for the proposed departure from the steels specified in
this schedule shall be submitted to the Alloy Steels and Special Steels
Sectional Committee, SMDC 19, and its approval obtained.
2.2 In addition to specified mechanical properties, ranges for carbon and
manganese are, laid down in the schedule ( SLYT able 1 ), but as in many
cases, the steels of lower carbon content are required as rimming, semi-
killed or killed steel depending on the subsequent manipulation and condi-
tions of service, the silicon content has not been specified. Where necessary,
the silicon content or the type cf steel, for example, killed, semi-killed,
etc, should be included in the standard. Since different levels of sulphur
and phosphorus are required according to the severity of the conditions
in service, limits for these elements are also not included in the schedule
but should be specified in a specification at levels appropriate to the
method of steel production, conditions of service, etc.
‘Rules for rounding off numerical values (rtuised).
4IS : 1570 (Part II) - 1979
TABLE 1 SPECIFIED CARBON AND MANGANESE LIMITS
FOR THE STANDARD STEELS
( CIause 2.2 )
STEEL DEEWNATIOX C Mn REFERENCETO
[SCCI S:1762( PABT I)-19741 hRCENT PEBCENT RELEVANT
,_----_-~ INDIANSTANDABD
NW Old
(1) (2) (3) (4) (5)
2c2 0.05 Max 0*4OMax
4C2 (‘cO4’, WO8 Max 0.40 Max
SC4 (CO51 O-10 Max 0.50 Max Is:4882,4397
7C4 (07) 0.12 Max 0.50 Max -
lOC4 (ClOj 0.15 Max 0*30-0.60 IS : 1812, 2879, 4432.
14C6 (Cl41 0~10-0~18 0’40-0*70 IS:1 875, 2004, 4432,
5489
15c!4 (Cl5) 0.20 Max 0.30-O-60 1s:1 812
15c8 (C15Mn75) 0~10-0~20 0~60_0%l IS:2100, 6967, 1875,
2004,4432
2oc8 (C20) 0*15-0*25 0~60-0*90 IS : 1875,2004
25C1 (C25) 0.20-0.30 0*30-0*60 -
25Ca ( C25MnE ) 0*20-0.30 W60-0.90 IS: 1875, 2004, 3930,
5517, 6967
3oc8 (C30) 0.25-0.35 0.60-090 IS: 1875, 2004, 3930,
5517,6967
-
35c4 ( C35 j 0.30~040 O-30-0.60
3568 ( C35Mn75- ) @30-0.40 0.60-090 IS : 1;;772 004, 3930,
4oc8 (C4Oj 0.35-0.45 0*60-090 Is : 5517, 7226, 7283
45C8 (C45) ~40-0*50 o%O-0.90 IS : 1875, 2004, 2507,
3930, 3261,5517
-
5064 (C50) p45-0.55 0.3~0.60
5oca 0.45-0.55 o%O-O%l IS : 5517
5OC12 ( CkOM:I ) 0.45-0.55 1~10-140
5x4 (C55) @50-0.60 0.30-0.60 IS : 2507, 3885, 3930
7226, 8054,8055
55ca ( C55Mn7j) 0.50-0.60 0*60-0.90 IS : 1875, 3445, 5517,
7494
6Oc4 (GO) 0*55-O+l5 0.30-0.60
6OC6 c-j 0.55-0.65 o-50-0.80
65C6 (C65) 0.60-0.70 @50-0.80 IS : 1875, 2004,2507
4072
iOC6 (C7Oj 0.65-0.75 0.50-0.80 IS : 2507, 4072, 7226
75C6 (C75) 0~70-0~80 0.50-0.80 IS : 2507, 3885
8OC6 ( C80 j O*i5-0.85 0.50-0.80 IS : 2507.4072
85C6 (C85j 0.80-0.90 O.EO-0.80 IS : 2507, 7226
08C6 (C98) 090-1.05 0~5o-o~ao Is: 2507, 3195, 7226
113C6 (C113) 1.05-1.20 0.50-0.80 IS : 3195IS : 1570 ( Part II) - 1979
2.3 This schedule includes specified tensile properties applicable to the
different conditions, for example, Table 2 gives values for the hot-rolled or
normalized conditions. These values are based on ruling sections up to
150 mm and for larger sizes some adjustment of the specified tensile range
for a particular range of composition, or conversely, of the specified com-
position for a particular range of tensile strength, may be necessary.
Mechanical properties for cold-drawn bars and for hardened and tempered
bars and forgings, together with the sizes to which these properties are
applicable are given in Tables 3 and 4. Table 5 gives the properties for
case-hardening steels, that is, the properties obtainable in the core of case-
hardened parts after refining and quenching. Some of the steels are used
in the form of sheet and strip and tubes and the tensile properties of these
are given in Tables 6, 7 and 8. For some purposes, a minimum yield
stress is regarded as specification requirement and minimum yield stress
values are, therefore, given for some of the physical conditions for inclusion
in specifications, if required. Information on the assessment of the ruling
section of bars, forgings and parts is given in Tables 9 and 10.
2.4 In addition, values for the specified minimum percentage elongation
corresponding to the specified tensile ranges are included. Different types
of test pieces are used for the tensile test depending on the form of the
material; for example, flat test pieces for thin plates, sections and flat bars;
unmachined round test pieces for smali size round bars; and machined
round test pieces for thicker plates, for larger size round bars and for square
bars, and forgings. Since the percentage elongation depends on the relation
between the gauge length and the cross-sectional area of the test piece,
specified minimum values for the percentage elongation for the different
types of test pieces are included in the schedule. These elongation values
given are based on a gauge length of 5*65Jrwhich is now intemathn-
ally accepted. If test pieces of other than 5.65Jxgauge length are
used, elongation conversion may be obtained from IS : 3803-1974’.
2.5 For tensile tests on tubes, the specified percentage elongation should
bc based on the recently adopted formulae of either 950 divided by the
actual tensile strength in kgf /mm* when using a gauge length equivalent
to 5.65Jxor of 1 100 divided by the actual tensile strength in kgf/mms
when using a gauge length equivalent to 4,/x
2.6 The notch toughness of steels after hardening and tempering is some-
times assessed by an impact test and values for incorporation in specific+
tions; if required, are given in the relevant tables of the schedule.
*Method for elongation conversions for steel ( first reuirion ).
6
.
.~
.._r._rw-..-IS : 1570 ( Part 11 ) - 1979
TABLE 2 SPECJFIED TENSILE LIMITS FOR PLATES, SECTIONS, BARS,
BILLETS AND FORGINGS IN THE HOT-ROLLED OR NORMALIZED
CONDITION
( Clause 2.3)
1
DE~~IQNATIoN TEPSILIP. ELONGATIONP EBCENT, Min
f---------t SYCEENQT~
New Old
(1) (2) (3) (41
MPa*
7c4 (CO7) 320400 27 I
I
lOC4 (ClO) 340-420 26
14C6 (Cl4) 370-450 26
15c4 (Cl5 ) 370-490 25
15c8 ( C15MnL_ ) 420-508 25
2OC8 (CZO) - 440-520 24 !
,
25C4 ( c25 ) 440-540 23
25C8 (C25Mnz 470-570 22
3OC8 (C38) 500-600 21
3x4 ( C35 ) 520-620 20
20 ji
35C8 (C35Mn75 550-650
4OC8, ww- 580-680 18
454x (C45) 630-710 15
5oc4 ( C50 1 660-780 13 .
5oc13 ( C50Mnl) 720 Min I1
55c8 ( C55Mn75 1 720 Min 13
6OC4 (m)-- 750 Min 11
65C6 (t=) 750 Min 10
NOTE - Minimum values for the yield stress may be required in certain specifi- I
cations and in such cases a minimum yield stress of 55 percent of the minimum
tensile strength should be satisfactory. I
/
*IMPa = lN/mme = 8 102 0 kgf/mma.
2.7 The specified mechanical properties are applicable to test samples
taken from a standard location which should be included in the
specification.
2.8 Any tests, for example, bend test, flattening tests on tube, etc,
additional to the tests given in this schedule should also be specified in the
standard as appropriate.
7E
..
t:
0”
h
F
TABLE 3 SPECIFIED TENSILE LIMITS FOR COLD-DRAWN BARS :!
[ Ciuures 0.3(d) and 2.3 ] tl
Y
DESIGNATION UP To 20 mm OvrR 20 mm OVER 40 mm OVER 63 mm ’
---l--h.- __ 7 ~_--~~-~---~ Up TO 40 mm UP TO 63 mm C_--_h-----y G
New Old Tensile Elongation r-----h---y r__-_----~ Tensile Elongation 3
Strength Percent, Min Tensile Elongation Tensile Elongation Strength Percent, Min
Min Strength Percent, Min Strength Percent, Min Min
Min Min
(1) (2) (3) (4) (5) (6) (7) (8) (9) (10)
De
MPa* MPa+ MPa* MPa*
lOC4 (ClO) 490 11 450 13 410 15 360 18
15C8 (Cl5Mn3) 540 11 510 13 470 15 430 18
2OC8 (C20) 540’ 10 510 12 470 15 430 18
3OC8 (C30) 610 9 570 10 530 12 490 15
4cJc8 (C40) 640 8 610 9 570 10 540 12
5oc4 (C40) 670 7 630 8 610 9 590 10
55C8 (C55Mn72) 730 7 690 8 670 9 630 10
*lMPa = lN/mma = 0.102 0 kgf/mms.
--IS : 1570 ( Part II ) - 1979
TABLE 4 SPECIFIED MECHANICAL PROPERTIES FOR BARS AND
FORGINGS IN THE HARDENED AND TEMPERED CONDITION
( Clause 2.3 )
TeW3Icz YIELD ELONGATION, IZOl> LKWTINO
_____A--, STKENQTH STRESS PERCENT, IMPACT RULING
’ New Old Min 1 Man VALUE, SECTION
(IX SPEOIFIED) Min
(IB SPECIFIED)
(1) (2) (3) (4) (5) (6) (7)
MPa* MPa* Joules mm
3OC8 ( C30 ) 600-750 400 18 55 30
35c8 ( C35Mn75) 600-750 400 18 55 63
600-750 380 18 41 100
4OocB fC@)
700-850 480 17 35 30
45cfI (C45) 600-750 380 17 41 100
700-850 480 15 35 30
700-850 460
(C50) 800-950 540 fZ -- 6330
460 15 63
55c8 ( C55Mnz ) {~$:~$, 540 13 - 30
*IMPa = IN/mm3 = 0.102 0 kgf/mm%
TABLE 5 SPECIFIED MECHANICAL PROPERTIES FOR CASE-HARDENING
STEELS IN THE REFINED AND QUENCHED CONDITION
( CORE PROPERTIES )
( Clause 2.3 )
DESIQNATIOV TEXSILE ELONQATION, 120~ I~+IPACT LIMITING
r-- -----y STRENGTH, PERCENT, Min VALVE, A& RULIKG
New Old Min (IF SPECIFIED) SECTION
(1) (2) (3) (4) (5) (6)
MPa* Joules mm
lOC4 ( Cl0 ) 500 17 55 15
14C6 (Cl4) 500 17 55 Over 15
up to 30
15C8 (C15Mn75) 500 17 55 30
2OC8 (C2O) 500 16 55 30
*IMP3 = lN/mmz = 0.1020 kgf/mmt.
9IS : 1570 ( Part II ) - 1979
TABLE 6 SPECIFIED TENSILE LIMITS FOR MILD STEEL SHEET liND
STRIP IN THE COLD-ROLLED AND ANNEALED CONDITION
( Clause2 .3 )
DKYIIXATI~N TENSILE ELONGATIONP, ERCENT,
c-----h--- ST~EN~T~ Min, TEST PIECE,
New Old Min WIDTH 12.5 mm,
GAu~~mYH
(1) (2) (3) (4)
MPa*
7c4 ( CO7 ) 300-380 28
lOC4 (ClO) 320-400 28
15c4 (C15) 320-440 25
2oc8 (C20) 390-510 25
ll MPa, = IN/mm2 = @lo2 0 kgf/mm%
TABLE 7 SPECIFIED TENSILE LIMITS FOR MILD STEEL SHEET AND
STRIP IN THE COLD-ROLLED CONDITION
( Clause2 .3 )
DESIGNATION CONDITION TENSILE
r---? STRENGTH
New Old
(1) (2) (3) (4)
MPa*
1 $y;FL;ard 390-470
15c4 ( Cl5 ) 470-570
1 Hard 570 Min
*lMPa = lN/mmz = 0.102 0 kgf/mm%IS : 1570 ( Part II ) - 1979
TABLE 8 SPECIFIED TENSILE LIMITS FOR TUBES IN THE
COLD-DRAWN AND ANNEALED CONDITION AND IN IKE COLD-DRAWN
OR COLD-DRAWN AND TEMPERED CONDITION
Clause 2.3 )
DESICJNATI~N COLD-DRAWN COLD-DRAWN OR EL~NGATIox
AND ANNEALED COLD-DRAWN PEIICENT,
x-F-%? ----1 ATDTEMPERED Min
Tensile Yield r---I
Strength, Stress, Tensile Yield
Min Min Strength, Stress,
Min Min
(1) (2) (3) (4) (5) (6)
MPa* MPa* MPae MPa*
14C6
I xx 170 440 38 1
I 950
15C8 ( C15Mn75 ) j on gauge length
520 42 1 23
220
= 5*65&-
250 560 46 i Or
280 580 47 ! _! loo on gauge length
I TS
700 60 i = 44/n
J
*IMPa = li%/mms = 0.102 0 kgf/mms.
TABLE 9 CONVERSION OF RECTANGULAR AND SQUARE SECTIONS
INTO EQUIVALENT RULING SECTIONS, OIL QUENCHING
( Clause 2.3 )
TunczrrEss 0F SECTIGX
-------h-_-----~____~
IO 20 30 40 50 GO 80 100 120 140
mm mm mm mm mm mm mm mm mm mm
DIAMETEX OF EQUIVALENT ROUNDS
(1) (2) (3) (4) (5) (6) (7) (8) (9) (IO) (11)
mm mm mm mm mm mm mm mm mm mm mm
10 - - - -. - -
:i 14 21 - - - - - -
30 Iii 26 32 - - - - - -
4 50 0 17 :; 3 47 0 43 54 - - - - - - -
60 1’: 32 43 :: 59 65 - - - -
Iii 17 46 57 66 74 87 - -
17 3332 60 108 -
120 33 :: 62 9: :: 1:; 117 130
140 I: 33 48 63 76 88 108 125 140 1%
160 17 33 48 63 77 9J 112 131 148 X
180 17 33 48 G3 77 !I1 115 136 154 X
200 17 33 48 (i3 92 117 140 X X
225 17 ::3 48 63 58” 119 143 X X
250 17 33 48 78 :: I”0 145 X X
300 17 33 48 z 121 148 % X
350 and over 18 33 49 63 :s8 121 150 X X
X Greater than 160 mm.
11IS : 1570 ( Part II ) - 1979
TABLE 10 CONVERSION OF RECTANGULAR AND SQUARE SECTIONS
INTO EQUIVALENT RULING SECTIONS, AIR COOLING
( Clause 2.3 )
WIDTH OF THICKNESS OF SECTION
SECTION r- ----_-----------,
10 20 30 40 50 60 80 100 120 140 .
mm mm mm mm mm mm mm mm mm mm
I
DIAMETEB OF EQUIVALENT ROUNDS
(1) .(2) (3) (4) (5) (6) (7) (8) (9) (10) (11) 1
mm mm mm mm mm mm mm mm mm mm mm
10 10 - - - - - - - -
20 13 20 - - - - - - - -
30 15 24 30 - i - - - .-
40 16 27 34 40 - - - - -
50 16 29 38 45 51 - - - - -
60 :7 30 41 49 55 61 - - - -
80 17 32 45 54 62 70 81 - - -
100 17 33 47 58 68 76 90 102 - ‘-
120 17 34 49 62 72 82 98 111 122 -
140 17 34 50 64 76 86 104 119 132 142
160 17 34 51 66 79 90 109 126 140 152
180 18 35 51 67 81 93 114 132 148 x
200 18 35 52 68 83 95 117 137 154 x
225 18 35 52 69 85 98 121 142 x x
250 18 36 53 70 86 100 125 147 x x
300 18 37 54 71 88 104 131 155 x x
350 and over 20 39 59 78 97 115 152 x x x
x Greater than 160 mm.IS : 1570 ( Part II ) 0 1979
APPENDIX A
( Clause 0.4 )
NEW SYSTEM OF DESIGNATION OF STEELS
A-1. GENERAL
A-l.1 The new system of designation of steel is based on the draft IS0
proposal submitted by India to ISO/TC 17 ‘ Steel ’ for formulation of an
international standard. Details of the new designation system are given
in IS : 1762 ( Part I )-1974’.
A-2. STEELS DESIGNATED ON THE BASIS OF CHEMICAL
COMPOSITION
A-2.1 Unalloyed Steels ( as Defiacd in IS : 7598-1974t ) - The code
designation shall consist of the foilowing in the order given:
a) Figure indicating 100 times the average percentage of carbon
content,
b) Letter ‘ C ‘, and
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 : 2-1960:.
dj If necessary, symbois indicating special characteristics as follows:
1) MethoJ of designation -Depending on whether the steel is
kiiled, semi-killed or rimming variety, the following symbols
shall be used to indicate the steel making practice:
i) R = rimming steel, and
ii) IC= killed steel.
hT0l.E - Pfno symbol is used, it shall mean that the steel is of semi-killed type.
2) Steel qualify -The following symbols shah be used to indicate
steel quality:
Ql = non-ageing quality,
Q2 = freedom fro-m flakes,
Q3 = grain size controlled,
Q4 = inclusion controlled, and
Q5 = internal homogeneity guaranteed.
*Code for designation of steels: Part I Based on letter symbols.
*Classification of steels.
$Ruies for rounding off numerical vahles ( mixed).
13
ils:1570( PartxI)-1979
3) Degree of purity - The sulphur and phosphorus levels ( ladle
analysis ) shall be expressed as follows:
Symbol Maximum Content in Percent
r-A------
Phosphorus Sulphur
P25 0.025 0.025
P35 0.035 0.035
P50 0.050 0.050
P70 0.070 0.070
No symbol will mean 0.055 0.055
The above symbols use the letter ‘P ’ followed by 1 000 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:
a) 100 times the maximum sulphur rounded off * to the nearest
integer.
b) 100 times the maximum phosphorus rounded off * to the nearest
integer.
Example:
Maximum sulphur 8: O-045 percent
Maximum phosphorus = O-035 percent
Designation: SP 44.
4) Weldability guarantee - Guaranteed weldability of steel as deter-
mined by tests mutually agreed between the supplier and the
manufacturer shall be indicated by the following symbols:
W = fusion weldable, and
‘I
WI = weldable by resistance welding but not fusion weldable.
5) Resistance to brittle fracture - Symbol 6 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 (revised ).
14
i. 3= -- - _IS : 1570 ( Part II ) - 1979
Steels B, BO, B2 and B4 are characterized by an average V-notch
Charpy impact value according to the following table:
Steels Specified UTS Range
r---- _~h-_,_---__--,--~
370 to 520 MPa* 500 to 700 MPa*
r-m-7 c-------~
Energy Tempe- Energy Tempe-
rature rature
(1) (2) (3) (4) (5)
J “C J “C
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
6) Surface condilion -The following symbols shall be used to
indicate surface condition:
Sl = deseemed or scarfed;
s2 - descaIed;
S3 E pickled ( including washing and neutralizing );
S4 = shot, grit or sand blasted;
s5 = peeled ( skinned );
S6 = bright drawn or cold rolled; and
57 = ground.
NATE - If no symbol is used, it shall mean that the surface is in as-rolled or as-
forged condition.
7) Formability ( applicable to sheet only ) - The following symbols
shali be used to indicate drawability:
Dl - drawing quality,
D2 = deep drawing quality, and
D3 = extra deep drawing quality.
XOTE -If no symbol is used, it shall mean that the steel is of commercial
quality.
+lMPa = lN/mmz = 0.102 0 ligf /mm2.
15IS t 1570 ( Part II ) - 1979
10) EZ5pufed tern
8) Surface jnish ( ajplicable to sheet or@) - The f01 )wing symbols elevated te
shall be used to indicate the surface finish: Y ,wever,
?r.
Fl = general purpose finish, pL operties
Ii
shall be in
F2 = full finish,
turer.
F3 = exposed,
F4 = unexposed, 11) Cryogenic qu
properties?
F5 = matt finish,
room tern1
F6 = bright finish, tion.
F7 = plating finish, ~xam~1e.C
F8 = unpolished finish,
23iC5EO f
F9 = polished finish, z
FlO = polished and coloured blue, t
F 11 = polished and coloured yellow, 45c:ow !
1
F12 = mirror finish,
F13 = vitreous enamel finish, and
F14 = direct annealed finish.
9) Treatment -The following symbols shall be used to indicate
the treatment given to the steel:
Tl = shot-peened,
T2 = hard-drawn,
T3 = normalized*,
T4 = controlled rolled,
T5 = annealed,
T6 = patented,
T7 = solution-treated,
T8 = solution-treated and aged,
T9 = controlled cooled,
TlO = bright annealed,
Tll = spherodized,
T12 = stress-relieved,
T13 = case-hardened*, and
T14 = hardened and tempered.
NOTI:- If no symbol is used, it means that the steel is hot-rolled.
*Includes tcmpcring, if done.
16KS : 1570 ( Part n ) - 1979
Elspated temperature properties -For guarantee with regard to
elevated temperature properties, the letter ‘ H ’ shall be used.
I-’ jwever, in the designation only the room temperature
pJ operties shall be shown. Elevated temperature properties
shall be intimated to the purchaser separately by the manufac-
turer.
Cryogenic quality- For guarantee with regard to low temperature
properties, the letter ‘ L ’ shall he used. However, only the
room temperature properties shall. be indicated in the designa-
tion.
Examples:
2X3X Semni-lciiled steei with nverzge 0.25 percent carbon
and 0.5 percent manganese content and resistance to
brittle fracture grade BO.
45C:OW Steel with average 0.45 percent carbon, 1 percent
manganese and guaranteed fusion weldable.
17IS : 1570 ( Part II ) - 1979
( Confinwd from fige 2 )
Members Reprtsenf~ng
SuRI M. I~. DUTT.4 Steel Authority of India Ltd ( Durgapur Steel
Plant ), Durgapur
&RX R. c. Jrra ( Akmatc )
J o I N T D I n E c T o R ( MET ), Ministry of Railways
RESEAROE DESIGNS &
STANDARDS ORQANIZATION
ASSISTART DIRECTOR ( MS ) ( Alfernatc )
DR N. KONDAL RAN Bhabha Atomic Research Centre, Trombay
SERI K. BALARAYAMOORTHY ( Alternate )
DB N. Moalw Bihar Alloy Steels Ltd, Ranchi
Dn R.V. PATHY' Alloy Steels Producers Association of India,
Bombay
SHRI M. K. PRA~XA~IE Iron & Steel Control, Calcutta
SIIRI R. C. PRASAD Heavy Engineering Corporation Ltd, Ranchi
Snrcr D. K. DAS ( Al~rmatc )
Srrnr A. K. ROY Association of Indian Automobile Manufacturers,
Bombay
SERI A. R. V. SE~RAE~ANIAN Mahindra Ugine Steel Co Ltd, Khopoli
DR G. VENKATARAAXAN Bharat Heavy Electricals Ltd. Tiruchchirappalli
lD r R. V. Paths Is also alternate to Shd A. E. V. Sobrnmnnlan represecting Mahindra U&e Steel
Co Lt,d, Khopoli.
18AMENDMENT NO. 1 DECEMBER 1989
TO
IS : 1570 ( Part 2 ) - 1979 SCHEDULES FOR
WROUGHT STEELS
PART 2 CARBON STEELS ( UNALLOYED STEELS )
/ First Revision )
( Cover page, Pages 1 and 3, title ) - Substitute the following for the
existing title:
’ Indiun Standard
I
SCHEDULES FOR WROUGHT STEELS
PART 2 CARBON STEELS ( UNALLOYED STEELS )
Section 1 Wrought Products ( Other Than Wires )
With Specified Chemical Composition and Related Properties’
( Cover page and all other pages, designation ) - Substitute the following
for the existing designation:
‘ IS : 1570 ( Part 2/Set 1 )-1979 ’
( SMDC 19 )
Printed at New India Printinn Press, Khuh India
|
3025_8.pdf
|
IS:3025(Part8)-1984
UDC 628’11’3 : 543’3 : 543’927 ( Third Reprint JULY 1998 )
1\ E. laaffinnd 1 QaE \
._I . . . . .._ . ___,
Indian Standard
METHODS OF SAMPLING AND TEST ( PHYSICAL AND
CHEMICAL ) FOR WATER AND WASTE WATER
PART 8 TASTE RATING
(First Revision )
1. scope- Prescribes a method for taste rating of water.
c
1.1 This method is applicable only to water and not to waste water.
2. Principle - Each panelist ( tester ) is presented with a list of nine statements about the water,
ranging from very favourable to very unfavourable. The tester selects a statement that best expresses
his opinion. The scored rating is the scale number of the statement selected. The panel rating is the
arithmetic mean of the scale numbers of all testers.
3. Apparatus
3.1 Tasting - Present each sample to the observer in a clean 50-ml beaker filled to the 30 ml level.
3.2 Temperature Control- Temperature of the samples shall be such that the observers find it
pleasant for drinking. Maintain this temperature by a water-bath. A temperature of 15°C is recom-
mended but in any case do not allow it to exceed 27°C.
4. Reagents - Taste and odour-free water and a 2 000 mg/l solution of sodium chloride prepared
with taste and odour-free water as reference sample.
5. Procedure
5.1 For test efficiency, a single rating session may contain up to 10 samples, including the reference
samples given in 4.1. Observers should work alone after receiving thorough instructions and trial or
orientation sessions followed by questions and discussion of procedures. Select panel members on
the basis of performance in trial sessions.
5.2 Rate the samples as follows:
a) Initially taste about half of the sample by taking the water into the mouth, holding it for
several seconds, and discharging it without swallowing;
b) Form an initial judgement on the rating scale;
c) Make a second tasting the same manner ae the first;
d) Make a final- rating for the sample and record the results on the appropriate data form;
e) Rinse the mouth with taste-and odour-free water; and
f) Rest for one minute before repeating steps (a) to (e) on the next sample.
5.3. Independently randomize sample order for each judge. Allow 30 minutes of rest between
repeated rating sessions. The observers should not know the composition or source of specific
samples. Use the scale given in 6 for rating and record ratings as integers ranging from one to nine,
with one given the highest quality rating.
8. Rating Scale
6.1 Action Tendency Scale
a) I would be very happy to accept this water as my everyday drinking water;
b) I would be happy to accept this water as my everyday drinkin.g water;
c) I am sure that I could accept this water as my everyday drinking water;
d) I could accept this water 2s my everyday drinking water;
e) May be I could accept this water as my everyday drinking water;
f) I do not think I could accept this water as my everyday drinking water;
g) I can not accept this water as my everyday drinking water;
h) tcould never drink this water: and
j) I can not stand this water in my mouth and I could never drink it.
Adopted 25 January 1984 .Q July 1985, Bts Gr 1
I I
BUREAU OF INDIAN STANDARDS
MANAK BHAVAN, 9 BAHADUR SHAH ZAFAR MARG
NEW DELHI 110002IS : 3025 ( Part 8 ) - 1984
7. Precautions
7.1 Make taste tests only on samples known to be safe for ingestion.
7.2 Do not use samples that may be contaminated with bacteria, virus, parasites or toxic chemicals
such as arsenic, dichlorinating agents or that derived from an unesthetic source.
7.3 Do not make taste tests on waste water or similar untreated effluents.
7.4 Observe all sanitary and esthetic precautions with regard to apparatus and containers containing
the sample. Practice hospital-level sanitation of these items.
7.5 Make analysis in a laboratory. free from interfering background odours. If possible, provide
carbon-filtered air at constant temperature and humidity because without such precautions the test
measures flavour and not taste.
8. Calculation - Calculate the mean and standard deviation of all rating given to each sample.
Report the temperature at which the sample is tested.
EXPLANATORY NOTE
When the purpose of the test is to estimate taste acceptability, the taste rating procedure should
be followed. The test may be used with water samples from public sources, in laboratory research and
consumer surveys in order to recommend standards governing mineral content in drinking water.
2
Reprography Unit, BIS, New Delhi, India
.
|
1491.pdf
|
IS:1491- 1959
Indian Standard
SPECIFICATION FOR METRIC SCALES FOR
ARCHITECTURAL PURPOSES
First Reprint FEBRUARY 1964
Second Reprint OCTOBER 1967
Optical and Mathemetical Instruments Sectional
Committee, EDC 36
Chairman
DR C. S. RAO Defence Research & Development Organization
( Ministry of Defence )
Members
ASSISTANT DIRECTOR STANDARD- Research, Design & Standardization Organization
IZATION ( CIVIL ) ( Ministry of Railways )
SHRI K. L. BAJAJ Directorate General of Ordnance Factories ( Minis-
try of Defence ), Calcutta
SHRI BALVIR SINQH Grab Udyog Sahaksri Samiti Ltd, Roorkee
SXIRI I. S. GHULATI Office of the Development Commissioner, Small
Scale Industries ( Ministry of Commerce $
Industry )
COL R. S. KALRA Survey of India, Dehra Dun
LT-COL S. K. S. M~DALIAR (Alternate )
SHRI N. M. MALKANI Central Public Works Department
SHRI PREM PRAKASB National Physical Laboratory ( CSIR ), New Delhi
SHRI P. HARIHARAN ( Alfernate )
SHRI S. RAGHAVACI~ARI Central Water & Power Commission, New Delhi
SHRI D. P. JETHWANI ( Alternate )
SHEI E. B. RAJDERKAR Raj-Der-Kar & Co, Bombay
SHRI E. N. NAIR ( Alternate )
CDR S. RAJENDRA Indian Navy
DR I. RAMAKRISHNA RAO Madras Institute of Technology, Madras
SHRI A. N. SIN National Instruments Ltd, Calcutta
SHRI R. R. CHAKRAVARTY ( Alfernafe )
PROF S. R. SINGR Roorkee University, Roorkee
SHRI P. V. SUBBA RAO Andhra Scientific Co Ltd. Masulipatam
SHRI M. M. VADI Development Wing, Ministry of Commerce $
Industry
DR S. P. VERMA ( Alternate )
SHRI K. SRINIVASA RAO ( Alternate)
( Continued on page 2 )
INDIAN STANDARDS INSTITUTION
MANAK BHAVAN, 9 BAHADUR SHAH ZAFAR MARG
NEW DELHI 1IS : 1491- 1959
(Continued from page 1)
Members
SRRIH . C. VERMA Associated Instruments Manufacturer ( India )
Ltd. New Delhi
DR LAL C!- VERMAN (E x-officio ) Director, IS1
Secretary
SERI M. V. PATANKAR Assistant Director ( Eng ), IS1
Drawing Instruments Subcommittee, EDC 36 : 1
Convener
SHRI S. K. RAJAQOPALAN Roads Organization, Ministry of Transport &
Communications
Members
SHRI R. M. APTE Machine Tool Prototype Factory, Ambarnath
SERI BALESFIWAR NATH Central Board of Irrigation & Power ( Ministry of
Irrigation 8.3P ower )
SHRI BALVIR SIN~R Grah Udvoe Sahakari Samiti Ltd. Roorkee
SHRI A. N. BHATTACHARYYA Defence -Research & Developm&t Organization
( Ministry of Defence ), Calcutta
SRRI S. S. DHARMAYYA ( Alternate )
SHRI R. R. CHAKRAVARTY National Instruments Ltd, Calcutta
SHRI R. N. DAS Directorate General of Ordnance Factories
( Ministry of Defence ), Calcutta
SHRI I. S. GHULATI Office of the Development Commissioner, Small
Scale Industries (Ministry of Commerce BE
Tnrhx&rv I
COL R. S. KALHA Surv- e-- y- --- o-- fa Indi‘.a , Dehra Dun
SHRI B. R. MANKHAND The Koh-i-Noor ( India ) Private Ltd. Banaras
SHRI PREM PRA~ASH National Physic&l Laboratory ( CSId), New Delhi
SHRX P. HARXHA.RAX ( Alternate )
SHRI D. M. SEN Indian Engineering Association, Calcutta
2IS : 1491- 1959
Indian Standard
SPECIFICATION FOR METRIC SCALES FOR
ARCHITECTURAL PURPOSES
0. FOREWORD
0.1 This Indian Standard was adopted by the Indian Standards Institu-
tion on 16 November 1959, after the draft finalized by the Optical and
Mathematical Instruments Sectional Committee had been approved by
the Engineering Division Council.
0.2 This standard is one of a series of Indian Standards on metric scales
being prepared by the Institution in connection with the changeover to
the metric system; the other standards in the series are:
IS : 1480-1960 METRIC SCALESF OR GENERAL PURPOSES
IS : 1481-1961 METRIC STEEL SCALESF OR ENGINEERS
IS : 1482-1960 METRIC SCALESF OR USE WITH DRAFTING MACHINES
0.3 Throughout this standard, the term ‘scale ’ has been used to denote
the ratio of enlargement or reduction to which the drawings are to be
made from these scales. The term ‘ Scale ’ ( with S in capital ) has been
used to indicate a strip of material of suitable cross-section with figured
divisions along the edge or edges so that dimensions may be read or
transferred to a drawing or map.
0.4 The scales specified in this standard are based on the reduction scales
recommended for general engineering purposes in *IS : 696-1955 Code
of Practice for General Engineering Drawings. In addition, scales of
1 : 500 and 1 : 1000, used mostly for preparation of drawings for cons-
truction of roads, bridges and railways, have been included. A set of
paper Scales will, therefore, comprise of six different pieces of Scales
with which architects, engineers and surveyors are mostly concerned.
0.5 For the purpose of deciding whether ~a particular requirement of
this standard is complied with, the final value, observed or calculated,
expressing the result of a test, shall be rounded off in accordance with
the latest version of *IS : 2-1949 Rules for Rounding Off Numerical
Values. The number of significant places -retained in the rounded off
value should be the same as that of the specified value in this standard.
*Since revised.
3IS:1491 - 1959
0.6 This standard is intended chiefly to cover the technical provisions
relating to metric Scales used for architectural purposes, and it does
not include all the necessary provisions of a contract.
1. SCOPE
1.1 This standard covers the requirements for metric Scales, made of
varnished cardboard or of plastic material, used by architects, engineers
and surveyors.
2. SCALE DESIGNATIONS
2.1 This standard recognizes six different scales, designated as A, B, C,
D, E and F, and marked with 12 different scales of reduction as given
below:
full size (1:l)
A
{ 50 cm to a metre (1:2)
40 cm ,,
B
{ 20 cm ,, i : : :*; )
C ( 1; c”E )) ; :&
,,
2cm ,, (LO)
D ( lcm ,, ( 1: 100)
E 5mm ,, ; ; : ;;“o ;
{ 2 mm ,,
1 mm ( 1 i 1 000 )
F
{ 0.5 mm 1: ( 1 : 2 000 )
3. MATERIALS
3.1 Paper Scales - Cardboard paper or paper-backed cardboard shall
be used for printing the Scales. A single composite white cardboard of
the type commonly known as duplex, triplex and mill-board shall be
preferred ( namely, Bristol Board ). The finish of the surface shall be
preferably glossy. The cardboard from which the blanks are cut shall
be smooth, and shall be free from any visible defects like decay, insect
attacks, etc. The material shall be able to stand atmospheric moisture
under normal conditions.
3.2 Plastic Scales - Rigid polyvinyl chloride or polyvinyl chloride
copolymer sheets shall be used for the purpose. The sheets shall be
smooth, even on all sides and free from blisters, porosity and other
defects.
41s : 1491 - 1959
4. DIMENSIONS AND GRADUATIONS
4.1 The leading dimensions of the Scales shall be as shown in Fig. 1.
4.2 Graduations - The Scales shall be divided and subdivided as shown
in Fig. 1. They shall be graduated on both the edges on one face only.
4.2.1 Graduations shall consist of fine, clear lines of uniform thick-
ness. The thickness of the finest lines for the subdivisions of the Scale
shall be 0.10 mm and that for the main division shall be 0.15 mm.
4.2.2 The length of the graduating lines shall be as follows:
mm
cm marirs 6
5-mm marks 4
mm marks other than 5-mm 2.5
0*5-mm marks 1.5
4.2.3 The figuring shall be done as shown in Fig. 1. The height of
the figures shall be between 2.0 and 2’5 mm.
5. ACCURACY
5.1 The maximum cumulative error over the entire length shall not
exceed f 0.25 mm, when the Scales are compared against a certified
metal Scale.
6. MARKING
6.1 The designations ( see 2.1) shall be marked at each end of the Scales
and shall be 4 mm in height.
6.2 The ratio of reduction ( see 2.1 ) shall be shown below the appro-
priate edge ( see Fig. 1 ).
6.3 The letters ‘ cm ’ and ‘ +ff ’ shall be marked at the end of the
Scales.
6.4 Each Scales shall be legibly and indelibly marked with the ~maker’s
name or his trade-mark. The year of manufacture shall be marked on
plastic Scales.
6.5 The Scales 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. 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 IS1 and operated by the producer, has the further safeguard that the
products as actually marketed are continuously checked by IS1 for conformity to
the standard. Details of conditions, under which a licence for the use of the IS1
Certification Mark may be granted to manufacturers or processors, may be obtain-
ed from the Indian Standards Institution.
5
.IS : 1491 - 1959
7. FINISH
7.1 The Scales, when made of paper, shall be given a protective coating
of overprinting varnish.
8. FLEXIBILITY TEST
8.1 The Scales shall be bent round in the form of a segment of a circle
till the two ends are brought to a distance of about 20 cm apart. The
Scales shall then be stretched and the operation repeated five times.
The Scales shall not show any sign of permanent set after the test.
8.2 The Scales shall be held at the two ends and given a twist of 30” and
then released. The Scales after this test shall not show any sign of
warpage.
9. PACKING
9.1 Six pieces of Scales shall comprise a set and shall be packed in a
suitably sized cardboard case bound in cloth. A table showing an index
to 12 different scales from A to F shall be pasted over the casing so as
to facilitate easy identification and selection.
6
|
1200_20.pdf
|
___~. .__ _. _-
IS t 1200 ( Part XX ) - 1981
Indian Standard
METHOD OF
MEASUREMENT OF BUILDING AND
CIVIL ENGINEERING WORKS
PART XX LAYING OF GAS AND OIL PIPE LINES
Third Revision )
(
Third Reprint SEPTEMBER 1993
UDC 69.003.12:696.2:621.644
@ Copyri,ht 1981
IJUKEAU OF INDIAN STANDARDS
MANAK BHAVAN, 9 BNIADUR SIINI ZAFAR MARC
NEW DELHI 110002
Gr2 jk’y 1981IS : 1200 ( Part XX ) - 1981
Indian Standard
METHOD OF
MEASUREMENT OF BUILDING AND
CIVIL ENGINEERING WORKS
PART XX LAYING OF GAS AND OIL PIPE LINES
( Third Revision )
Civil Works Measurement Sectional Committee, BDC 44
Chairman Reprssenting
SHRI S. R. NAIR Engineering Projects ( In&a ) Ltd, New Delhi
ADHISEUSI ABAYANTA ( PARSHI- Public Works Department, Lucknow
XSAN )
DEPUTY DIRECTOR (GAWESHAN) (Alfsmtc)
SHRI K. D. ARCOT Engineers India Ltd, New Delhi
SHR1T.V. SITARXY ( A~tCftUItc)
SHRI S. K. CHAKRABORTY Calcutta Port Trust, Calcutta
DIRECTOR,IRI,ROORKEE Irrigation Department, Government of Uttar Pradesh
DIRECTOR(RATESANDCOSTS) Central Water Commission, New Delhi
DEPUTY DIRECTOR (RATES
AND COSTS ) ( Altsfnafr )
SHRI P.N.GADI Institution of Surveyors, New Delhi
SHRI P.L. BHASIN ( Alternate )
SIXRIM. L. JA~N National Industrial Development Corporation Ctd,
New Delhi
JOINT DIRECTOR (D) National Buildings Organization, New Delhi
SHRI A. K. LAL ( Alternatr )
SRRIS. K. LAHA Institution of Engineers ( India ), Calcutta
SHRI V. D. LONDHE Concret? Association of India, Bombay
SIiRI N. c. DUQQAL ( &6rnat6 :1
SHRI K. K. MADHOX Build&rs’ Association of India, Bombay
SBRI DATTA S. MALIK Indian Institute of Architects, Bombay
PROB M. K. GODBOLE ( Altrrnatr )
SHRI B. S. MATHUR Ministry of Shipping and Transport (Roads
Wing ), New Delhi
SHRI A. D. NARAIN ( Altcrnatc)
( Continued on page 2
@ Co&right 1981
BUREAU OF INDIAN STANDARDS
This publication is protected under the Indian Copyright Act ( XIV of 1957 ) and
reproduction in whole or in part by any means except with written permission of the
publisher shall be deemed to be an infringement of copyright under the said Act.
I IIS : 1200 ( Part XX ) - 1981
( Continuedf rom pqc 1 )
Mem brrs Reprrrsnting
SIRI R. S. MU~TUY Gammon India Ltd, Bombay
SHRI H. D. MATANOE ( Altcrnafc )
SHXI C. B. PATEL M. N. Dastur & Co Ltd, Calcutta
SHRI U. C. PATEI, ( Alternate)
Satir V. G. PATWARDHAN Engineer-in-Chief’s Branch ( Ministry of Dcfcncc ),
New Delhi
SHRI G. G. KARMAREAR ( Alfcrnnrc )
SltRI T. S. RAWAM Bureau of Public Enterprises; New Delhi
SHRI P. S. HARI l<AO Hindustan Construction Co Ltd, Bombay
Sam N. M. DASTANE ( Alfcrnatc )
SBRI P. V . SA’rIie Public Works and Housing Department, Government
of Maharashtra, Bombay
Saw R. A. SUBRAMANIAM Hindustan Steelworks Construction Ltd, Calcutta
SUPERINTI~NI>INO ENQINEER Haryann Irrigation Department, Chandigarh
( MUNA~ CANAI, CIRC~Z )
SUPERINTENDING ENUINFXR
_ -( JLN-CIWXE 1 ) ( Alfarnafc )
SUPERINTENDING Susv~~on OB Central Public Works Department, New Delhi
WOI<ES ( AVI )
SURVEYOR q~? WORRS I ( AVI ) ( Alfernnfe )
SHRI K. .J. TARAPORIWAI.LA Bombay Port Trust, Bombay
SnnI J. C. VI~ZMA Bhakra Management Board, Irrigation Wing,
Nangal Township
EXECUTIVE ENOINEFX
( TOWNSHIP ) ( A#rrnatc )
SHRI G. RADIAN, Director General, ISI ( JZ.r-nJicio Member )
IXrcctor ( Civ Engg )
Snw K. M. MATHI~~
Deputy Director ( Civ Engg ), IS1
2IS : 1200 ( Part XX ) - 1981
Indian Standard
METHOD OF
MEASUREMENT OF BUILDING AND
CIVIL ENGINEERING WORKS
PART XX LAYING OF GAS AND OIL PIPE LINES
( Third Revision )
0. F 0 R Ii! W,O R D
0.1 This Indian Standard ( Part XX) (Third Revision ) was adopted by
the Indian Standards Institution on 27 February 1981, after the draft
finalized by the Civil Works Measurement Sectional Committee had
been approved by the Civil Engineering Division Council.
0.2 Measurement occupies a very important place in the planning and
execution of any civil engineering work, from the time of first estimates
to the final com.pletion and settlement of payments. The methods being
followed for measurement are not uniform, and considerable differences
exist between the practices followed by different construction agencies
and also by various central and state government departments. While
it is recognized that each system of measurement has to be specifically
related to the administrative and financial organization with the depart-
ments responsible for the work, a unification of the various systems
at the technical level has been accepted as very desirable, specially as it
permits a wider circle of operation for civil engineering contractors and
eliminates ambiguities and misunderstandings arising out of inadequate
understanding of the various systems followed.
0.3 Among the various civil engineering items, measurement of building
had been the first to be taken up for standardization and this standard
having provisions relating to building works, was first published in
1958 and was revised in 1964.
0.4 In the course of usage of this standard by various construction
agencies in the country, several clarifications and suggestions for modi-
fications were received and as a result of study, the technical committee
responsible for this standard decided that the scope of this standard
besides being applicable to building should be expanded so as to cover
method of measurement applicable to civil engineering works like in-
dustrial and river valley project works.
3IS : 1200 ( Part XX ) - 1981
0.5 Since measurement of one type of trade is not related to that of
another one, and also to facilitate the second revision of IS : LZOO-
1964*, the Sectional Committee decided that each type of trade as given
in IS : 1200-1964* be issued separately as different parts. This will also
be helpful to the specific users in various trades in using the standard.
This part covering the method of measurement of laying of gas and oil
pipelines, including appurtenant items applicable to bulding as well as
civil engineering works, was therefore, issued as the secdnd revision in
1969. The third revision has been done so as to keep the provisiol)rin
line with method of measurement now followed by majority of
organizations.
0.6 For the purpose of deciding whether a particular requirement of
this standard is complied with, the final value, observed or calculated,
expressing the result of a test or analysis, shall be rounded off in
accordance with IS : 2-1960t. Th e nu’mber 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 XX ), covers the method of measurement of
laying of gas and oil pipelines.
2. GENERAL RULES
2.1 Clubbing of Items - Items may be clubbed together, provided these
are on the basis of detailed description of items as stated in the standard.
2.2 Booking of Dimensions - In booking dimensions, the order shall
be consistent and generally in the sequence of length, breadth or width
and height or depth or thickness.
2.3 Description of Items - The description of each item shall, unless
otherwise stated, be held to include, where necessary, conveyance and
delivery, handling, loading, storing, fabrication, hoisting, all labour for
finishing to required shape and size, setting, fitting and fixing in position,
straight cutting and waste, return of packings and other incidental
operations.
2.4 Dimensions - All work shall be measured net as fixed to the
nearest 0-01 metre, unless otherwise stated hereinafter.
2.5 Bills of Quantities - Items of work shall fully describe the
materials and workmanship, and accurately represent the work to be
executed.
*Method of measurement of building and civil engineering works ( rruirrd).
tRules for rounding off numerical values ( rnirrd ).
4IS : 1200 ( Part XX ) - 1981
2.6 Work to be Measured Separately - Work executed in the
following conditions, shall be measured separately:
a) Work in or under water,
I
b) Work in liquid mud,
c) Work in or under foul positions, and
d) Work interrupted by tides.
2.6.1 The levels of high and low water tides, where occurring, shall
be stated.
2.6.2 Where special pumping due to causes other than rains and sub-
soil water is resorted to, the same shall be measured separately, unless
otherwise stated, in kilolitres of water ao;ainst a separate specific pro-
vision(s) made for this purpose [see 2.7 of IS : I200 ( Part I ) l974* 1.
2.7 Measurement in Stages - Work shall he measured under the
following categories in convenient stages stating the height or depth:
a) Below ground/datum line, and
b) Above ground/datum line.
NOTE - Tlrc=g round/datum line shall be sprcifird in each CHSC.
3. METHOD OF MEASUREMENT OF GAS AND OIL PIPELINES
3.1 Gas and oil pipelines shall be classified according to their diameter,
length of each pipe, kind of material, the quality of pipe and the method
of joining and shall be measured in running metres inclusive of all
joints. The measurement shall be taken along the central line of the
pipes and fittings or specials. All fittings or specials shall be enumerated
separately as ‘extra over’ the pipes. Cutting and jointing the pipes to
such fittings or specials shall be deemed to be included with the item of
fittings or specials.
3.1.1 Alternatively, gas and oil pipes shall be classified according to
their diameter, kind of material, quality of the pipe and shall be
measured in running metres. The measurement shall be taken along the
central line of the pipes and in between the fittings or specials. All
joints, fittings or specials shall be fully described and enumerated se-
parately. Cutting of pipes for jointing to such fittings or specials shall
be deemed to be included with the item of fitting or specials.
3.2 Components for supporting pipes, like hangers, chairs, pillars, etc,
shall be fully described and enumerated separately.
*Method of measurement of building and civil engineering works: Part I Earthwork
( third revision ) .
5IS : 1200 ( Part XX ) - 1981
3.3 Pipes laid or fixed in ducts, trenches and chases shall be so described
in each case.
3.4 Pipes embedded in floor screed shall be so described.
3.5 Excavation of Trenches - Method of measurement for excavation
of trenches for laying pipelines and other allied works and refilling the
trenches, etc, shall be as given in IS : 1200 ( Part I )-1974*.
3.6 Concrete beds, haunchings and coverings, including any formwork
required, shall be described and measured in running metres stating size
of the pipe, dimensions and mix of concrete.
3.7 Heat Treatment - Heat treatment shall be fully described .and
enumerated separately unless otherwise stated.
3.8 Tests - Hydrostatic tests and radiographic tests shall be separately
described and measured in running metrcs for hydrostatic tests and per
centimctre length for various sixes of pipes for radiographic tests.
3.9 Pigging, Pickling and Purging - Pigging, pickling and purging
with inlet gases shall be separately enumerated.
3.10 Insulation
3.10.1 All insulation to pipe work shall be fully described and measur-
ed inrunning metres, unless otherwise stated, stating the type and size
of the pipes. The measurement shall be taken along the central line of
the pipes and fittings or specials. No separate measurement shall be made
for bevelling of insulation at ends flanges, etc.
3.10.2 Insulation around valves, and other ancillaries and to pipe
fittings shall be fully described and enumerated separately, as ‘exfru
over’ the insulation to pipe work.
3.11 Miscellaneous Works ,
3.11.1 Miscellaneous works, such as crossing of railway lines and
culverts, cutting and reconditioning of pavements, deviation of piplines
and cables, dismantling and reconditioning of works, etc, shall be
measured as per relevant standard.
3.11.2 Connection to submains or other pipelines shall be fully des-
cribed and enumerated.
*Method of measurement of building and civil engineering works: Part I Earthwork
( third revision )-BUREAU OF INDIAN STANDARDS
Headquarters:
Manak Bhavan, 9 Bahadur Shah tafar Marg, NEW DELHI 110002
Telephones: 331 01 31, 331 13 75 Telegrams: Manaksanstha
( Common to all Offices)
Regional Offices: Telephone
Central : Manak Bhavan, 9 Bahadur Shah Zafar Marg, I 331 01 31
NEW DELHI 110002 331 1375
*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
1 41 2916
twestern : Manakalaya, E9 MIDC, Marol, Andheri ( East ), 6 32 92 95
BOMBAY 400093
Branch Offices:
‘Pushpak’, Nurmohamed Shaikh Marg, Khanpur, 2 63 48
AHMADABAD 380001
I 2 63 49
SPeenya Industrial Area 1st Stage, Bangalore Tumkur Road (38 49 55
BANGALORE 560058 238 49 56
Gangotri Complex, 5th Floor, Bhadbhada Road, T. T. Nagar, 667 16
BHCPAL 462003
Plot No. 82183. Lewis Road, BHUBANESHWAR 751002 5 36 27
531’5. Ward No. 29, R.G. Barua Road, 5th Byelane, 3 31 77
GUWAHATI 781003
5-8-56C L. N. Gupta Marg’ ( Nampally Station Road ), 23 1083
HYDERABAD 500001
6 34 71
R14 Yudhister Marg. C Scheme, JAIPUR 302005
{ 6 98 32
21 68 76
117/418 B Sarvodaya Nagar. KANPUR 208005
1 21 82 92
Patliputra Industrial Estate, PATNA 800013 6 23 05
T.C. No. 14/1421. University P.O.. Palayam 16 21 04
TRIVANDRUM 695035 16 21 17 ,
/nspectiocl Offices ( With Sale Point ):
Pushpanjali, First Floor, 205-A West High Court Roa& 2 51 71
Shankar Nagar Square, NAGPUR 440010
Institution of Engineers ( India ) Building, 1332 Shivaji Nagar, 5 24 35
PUNE 411005
--
*Sales Gtfice in Calcutta is at 5 Chowringhse Approach, P. 0. Princep 27 68 00
Street, Calcutta 700072
tSales Office in Bombay is at Novelty Chimbers, Grant Road, 89 65 28
Bombay 400007
$Sales Office% Bangalore is at Unity Building, Narasimharaja Square, 22 36 71
Bangalore 560002
rtieprography Unit, BIS, New Delhi, India
|
15058.pdf
|
IS 15058:2002
W?a%7mm
f%l$au%m-latiwi
dP-T+i@m-aqRQT*d@i
w MMh-FT
iwm-mlrk
Indian Standard
PVC WATER-STOPS AT TRANSVERSE
CONTRACTION JOINTS FOR USE IN MASONRY
AND CONCRETE DAMS — SPECIFICATION
ICS 23.040.45; 93.160
.. “
0 BIS 2002
BUREAU OF INDIAN STANDARDS
MANAK BHAVAN, 9 BAHADUR SHAH ZAFAR MARG
NEW DELHI 110002
June 2002 Price Group 3
1-+!
Dams and Reservoirs Sectional Committee, WRD 9
FOREWORD
This Indian Standard was adopted by the Bureau of Indian Standards, afler the draft finalized by the Dams and
Reservoirs Sectional Committee had been approved by the Water Resources Division Council.
The contraction joints in masonry and concrete dams provide passages through the dam which unless sealed,
would permit the leakage ofwater from thereservoir tothe downstream face.Tocheck this leakage, water-stops
are installed inthejoints adjacent to the upstream face. The recent advances inthe manufacturing ofPVC have
increased confidence in the use of this material for water-stops in dams. This standard has been formulated to
cover the complete specification for PVC water-stops used inthe masonry and concrete dams. The method of
use of such water-stops has been covered in IS 12200:2001 ‘Code of practice for provision of water-stops at
transverse contraction joints in masonry and concrete dams’.
There is no 1S0 standard on the subject. This standard has been prepared based on the data received from
indigenous manufacturers’ and also taking into consideration the practices prevalent in the field in India.
The Composition of the Committee responsible for the formulation of this standard isgiven inAnnex E.
For the purpose of deciding whether aparticular requirement of this standard iscomplied with, the final value,
observed or calculated, expressing the result of a test or analysis shall be rounded off in accordance with
IS 2: 1960 ‘Rules for rounding offnumerical values (revise~.’ Thenumber ofsignificant places retained inthe
rounded off value should be the same asthat ofthe specified value inthis standard..,
IS 15058:2002
Indian Standard
PVC WATER-STOPS AT TRANSVERSE
CONTRACTION JOINTS FOR USE IN MASONRY
AND CONCRETE DAMS — SPECIFICATION
I SCOPE IS No. Title
13360 Methods of testing plastics : Part 5
This standard covers therequirements forPVCwater-
(Part 5/See 11): Mechanical properties, Section 11
stops used in masonry and concrete dams to check
1992 Determination of indentation hard-
leakage ofwater.
ness of plastics by means of
durometer (Shore hardness)
2 REFERENCES
The Indian Standards listed below contain provisions
3PVC WATER-STOPS
which through reference in this text, constitute
provisions ofthis standard. Atthetime ofpublication, 3.1 Materials
the editions indicated were valid. All standards are
The water-stop should be fabricated from a plastic
subject to revision, and parties to agreements based
compound, thebasicresin ofwhich shallbepolyvinyl
on this standard are encouraged to investigate the
chloride. The compound shall contain additional
possibility of applying the most recent editions ofthe
resins, plasticizers, inhibitors or other materials such
standards given below:
that when the material is compounded, it shall meet
IS No. Title the requirements given in this standard.
1
8543 Methods of testing plastics :Part 4
(Part 4/See 1): Short term mechanical properties, 3.2 Test Requirements
1984 Section 1 Determination of tensile PVCwater-stops shallmeettherequirements specified
properties inTable 1.
9766:1992 Flexible PVC compounds
3.3 The colour ofwater-stops shall beblack orwhite.
Table 1Requirements for PVC Water-Stops
(Clause 3.2)
sl
Characteristic Requirements Method ofTest, Refto
No.
(1) (2) (3) (4)
O Tensilestrength,Min 13.8Mpa IS8543(Part4/See 1)
ii) Elongation,&fin 285% IS8543(Part4/See 1)
iii) Hardness(ShoreA),A&r 65 1S13360(Part5/See11)
iv) Waterabsorption,percentbymass,Max 0,6 AnnexAofthisstandard
v) Cold bend temperature at which samples -25°C AnnexGofIS9766
doesnotcrack,Min
vi) Acceleratedextractiontesti AnnexBofthk standard
a) Tensilestrength,Min 10.3Mpa
b) Elongation,Mitr 280%
vii) Stabilityineffectsofalkaliestest }
a) Weight increase at 7 days, pereent by 0.25 1-
mass,Max
b) Weight decrease at 7 days, pereent by 0.10
mass,Max
c) Changeinhardnessat7days(ShoreA) *5 AnnexCofthisstandard
d) Weightincreaseat28days,Max o.qo~o
e) Weightdecreaseat28days,MUX ().30’%0
t) Dimensionchange & 1“/0
1IS 15058:2002
4 SHAPE AND DIMENSIONS 7PACKING
4.1 The cross-section of PVC water-stops shall vary Thewater-stop shallbepacked incoilform, the inside
depending upon the water head and site conditions. diameter of which shall not be lessthan 300 mm.
However a typical cross-section of PVC water-stops
8 MARKING
isgiven in Fig. 1.
8.1Thewater-stops shallbemarked withthefollowing
NOTE— Thelengthshallbeasperuser’srequirementtoensure
minimumnomberofjoints. information:
4.1.1 Tolerances on Dimensions a) Size ofthe water-stops;
The permissible to tolerance on width and thickness b) Name ofmanufacturer ortrade-mark, ifany;
shall be as follows: and
c) Month and year of manufacture.
Width — + 10mm
+Zmm 8.2 BIS Certification Marking
Thickness — _ o
The PVC water-stops may also be marked with the
Standard Mark.
5WORKMANSHIP AND FINISH
8.2.1 The use of the Standard Mark is governed by
5.1 The surface of water-stop shall be ribbed. The
the provisions ofthe Bureau of Indian Standards Act,
outside edges shall be at the level ofthe central bulb.
1986andtheRules andRegulations made thereunder.
5.2 The water-stops shall be free from blisters, The details of conditions under which the licence for
pinholes, cracks and embedded foreign matters. the use of the Standard Mark may be granted to
manufacturers orproducers maybe obtained from the
6 SAMPLING AND CRITERIA FOR Bureau of Indian Standards.
CONFORMITY
The sampling procedure to be adopted and criteria
for conformity shall be as given inAnnex D.
15, 45 I
I
N ---
Alldimensionsinmillimetres.
FIG. 1TYPICAL CROSS-SECTION OFPVC WATER-STOIJ
2IS 15058:2002
ANNEX A
[Table 1,S2No. (iv), col 4]
TEST FOR WATER ABSORPTION
A-1 TEST SPECIMENS a container containing distilled water controlled
at 27 * 2°C.
Three specimens shall be tested. The specimen shall
be of size 50mm x 20 mm and of full thickness. The A-3.2Afterimmersion for24+ 1h,takethe specimens
specimen shallbetaken from the flatportion between out from water and remove all surface water with a
anytwo ribs of the water-stops. clean, dry cloth or with filter paper. Re-weigh the
specimens to the nearest 1mg within 1min of taking
A-2APPARATUS them out from water (m2).
A-2.1 Balance, with an accuracy of +1mg.
A-4RESULTS
A-2.2 Oven, capable ofbeing controlled at 50+2“C.
Calculate the water absorption for each specimen asa
A-2.3 Containers, containing distilled water, orwater percentage by mass of initial mass, by the following
ofequivalent purity. formula:
A-2.4 Desiccator
.—Dxloo
A-2.5 Vernier Caliper ml
where
A-3 PROCEDURE
A-3.1 Dry the specimens for 24 + lh in the oven m, = mass of dry specimen, and
controlled at 50 + 2“C, allow to cool to ambient mz = mass of specimen after immersion in
temperature inthedesiccator andweigh eachspecimen water.
to the nearest 1mg (ml). Then place the specimen in Take the average value of water absorption for three
specimens.
ANNEX B
[Table 1,S1No. (vi), col 4]
ACCELERATED EXTRACTION TEST
B-1 Conformance shall be detemnined onthe average beremoved daily, rinsed with water, surface
tensile strength andelongation values for5specimens dried, air dried for 10min and weighed, and
that have been subjected to the accelerated extraction then placed again in a fresh solution
treatment. maintained at 60-66°C temperature. The
daily treatment shall be continued either for
B-2The extraction treatment shallbedone asfollows:
theperiodnecessary fortheweight tobecome
a) The specirlens shall be weighed and then constant (constant weight shall be assumed
totally immersed, in a solution consisting of if the weight change in 3 consecutive days
5.0gCP(crystalline pure) sodium hydroxide does not exceed 0.05 percent of original
and 5.0 g CPpotassium hydroxide dissolved weight, or for a total period of 90 days
in a litre of distilled water. The solution, (inclusive offirst 14days), whichever period
which shall be renewed daily, shall be isshorter.
maintained at 60-66°C and shall have air b) After this treatment, tensile strength and
bubbled through it at the rate of elongation test shall be carried out as
approximately 380bubbles perminute. After described in IS 8543 (Part 4/See 1).
14days ofthistreatment, thespecimens shall
3IS 15058:2002
ANNEX C
[Table 1,S1No. (vii), COI 4]
STABILITY IN EFFECTS OF ALKALIES TEST
C-1 Conformance shall bedetermined from the result consisting of 5.0 g CP (crystalline pure) sodium
oftests on specimens each2.5+0.2mmthick, 20mm hydroxide and5.0gCPpotassiumhydroxide dissolved
wide and approximately 150 mm long. The number in one Iitre of distilled water. The solution shall be
of specimens shall be such that the total weight ofthe maintained at 21-24°C and shall be replaced every
specimen material is between 75 gm and 125gm. 7days with fresh solution at the same temperature.
At 7 and at 28 days the specimens shall be removed,
C-2 For the test the specimens shall be weighed
rinsed with water, surface dried, air dried for 10rein,
together, notsingly,tothenearestmilligram. Hardness
and then checked for changes in weight and
shall be measured in accordance with IS 13360
dimension. At 7days, itshall also be checked for any
(Part 5/See 11).
change inhardness. Weight changes shall berecorded
C-3 The alkali treatment shall be done as follows: as a percentage of the original weight and hardness
change in durometer units.
The specimens shall betotally immersed inasolution
ANNEX D
(Clause 6)
SAMPLING AND CRITERIA FOR CONFORMITY
D-1 SCALE OF SAMPLING D-1.2 Samples shall beselected and tested from each
lot separately for ascertaining its conformity or
D-1.l Lot
otherwise to the requirements of this sp.ecification.
Inaconsignment allthe PVC water-stops ofthe same
D-1.3 The number of PVC water-stops to be selected
sizeandcolour manufactured under essentially similar
at random from a lot for different tests shall depend
conditions ofproduction shall be grouped together to
upon the size of the lot and shall be in accordance
constitute a lot.
with CO11and 2 of Table 2.
Table 2 Scale of Sampling and Permissible Number of Defective
No. ofPVC Eor Dimensions, No. ofSamples, for Hardness, No. ofSamplea, for Accelerated
Water-Stops in Workmanship and Finish Tensile Strength, Elongation, Water Extraction Tests and Stability in
the Lot Absorption and Cold Bend Effect ofAlkali Tests
/ Sample A Permissible Y Temperature Tests
size No.of
N Defective
(1) (!) (3) (4) (5)
up to 100 5 0 3 1
101to 150 8 0 3 1
151t0300 13 0 3 1
301to500 20 0 3 1
501to 1000 32 1 5 2
1001 andabove 50 2 8 3
4r,
-* 6<
IS 15058:2002
D-1.3.1 The PVC water-stops to selected from the lot unsatisfactory according to D-2.1 all the PVC water-
shall be chosen at random. In order to ensure the stopsmay depending upon the agreement between the
randomness ofselection, random number tables shall purchaser and the supplier, be inspected for these
be followed. In case random number tables are not characteristics and the defective ones removed.
available, the PVC water-stops maybe selected from
D-2.2 The lot having been found satisfactory for
the lot in the following manner:
workmanship, finish and dimensions according
Starting ffom anyPVCwater-stops inthe lot,thePVC to D-2.1 shall then be examined for hardness, tensile
water-stops shall be counted as 1.2......,r and so on strength, elongation, water absorption and cold bend
inone order, where r isthe integral part ofN/n(Nand temperature tests. The number of samples to betaken
nbeingthelotsizeandsamplesizerespectively).Every for each of these characteristics is given in CO14 of
rth PVC water-stops thus counted shall bewithdrawn Table 2and they shall be selected from those already
to constitute the samples. selected under D-1.3 and if necessary, from the lot.
For each of the characteristics the various tests shall
D-2 NUMBER OF TESTS AND CRITERIA FOR> beconducted on independent testpieces. The lot shall
CONFORMITY be declared as satisfactory if it satisfies the relevant
requirements and none of the tests fails.
D-2.1 All the PVC water-stops selected according
to D-1.3 shall be examined for dimensions, D-2.3 The lot which has been found satisfactory
workmanship andfinish. AnyPVCwater-stops failing according to D-2.2 shall then be subjected to
in one or more of these characteristics shall be accelerated extraction tests and stability in effect of
considered as defective. If the number of defective alkali tests. The number of samples for each of the
found ,in the sample is less than or equal to the characteristics is given in CO15 of Table 2 and they
corresponding permissible number ofdef~tives given shall be selected from those which have been tested
in CO13 of Table 2, the lot shall be declared as and found satishctory under D-2.2. The lot shall be
conforming to these requirements, otherwise not, declared satisfactory with respect to accelerated
extraction tests and stability in effect“ofalkali tests if
D-2.1.1 Inthecaseofthoselotswhichhavebeenfound
none ofthe test fails.
..
t--IS 15058:2002
ANNEX E
(Foreword)
COMMITTEE COMPOSITION
Dams and Reservoirs Sectional Committee, WRD 9
Organization Representative(s)
CentralWaterCommission,NewDelhi DRB. K.MITI’AL(Chairman)
BhakraBerrsManagementBoard,Chandigarh CmF ENGSNES(RBHAKMDAM)
DIRECTOR(DESIGN)B&BDESIGNDrRECrORATE(Alfernafe)
CentralBoardofImigation&Power,NewDelhi f$HRSI.p.K.AUSHISH
SrrruT.S.MURTHY(Afterna(e)
CentralSoil&MaterialResearchStation,NewDelKl DIRECTOR
SmoA,K.DHAVAN(Alternafe)
CentralWater&PowerResearchStation,Pune SHRIR.M.KHATSUIOA
SFUUP.B.DEOLALIKAR(Alternate)
CentralWaterCommission,NewDelhi DIRECTOR(CMDD-N W&S)
DLRECTOIR&sERvorajOPMWI’IONDireCtOrate (Alternate)
ConsultingEngineeringServices(I)PvtLtd,14ewDelhi SHRIM.K.NARASIMHAIYA
SrrsuS.S.NARANG(Alternate)
GammonIndia,Mumbai SHSUM.S.BISAIUA
SHMR.D.VARANGAONKA(ARlternate)
GeologicalSurveyoflndia, Lucknow SmuG.K.KALSTHA
SHIUR.N.SINGH(Mterrrate)
IndianInstituteofTechnology,NewDelKI HEAoeFmrECrvtLEwrrmasGmDEPAKTMSSW
Irrigation&WaterwaysDtrector@e,GovemmentofWestBengal,Kolkata SrauA. DASGUPTA
SW Ii.P.Crrmwwm(Altenrak)
IrrigationDqmrhm@ GovemmentofAM#raPradmlLHyderabad CtirmErwrwmr(I&cAD)
SWMWWNGENGSNSSR(DAMS)(Afkmzte)
IrrigationDepartment,Govemmwntofklary~ Chrmcligdt r3rtmENcaNEsR(PRorEcTs)
Duw30R(EN @03zFUNG)(Alterrrute)
IrrigationDep@ment,Gover?mentofWkash&g Nasik SummmNDINGENGINEER (MD)
ExmmvE ENGJNF(EMRD+ (Alternate)
Irrigation&partment, GovewwnentofPtmjab,Chan&gsrh CHSEFEN~ (RSDD)
DIRECTODRAMS(RSDD)(Alternate)
IrrigationKkpartment,GovernmentofUttarPradesh,Roorkee Cm ENGINEER(DADMESIGN)
smSmmNLSrNEGNGINEER(DDAFMSIGCNIRCLS1)(Alternate)
JaiprakashIndustriesLtd,NewDelhi SHRID.G.K.ADRADE
SHTUNARSNDRASINGH(Ahernate)
SW P,R.MALTKIASJUNA
SW S.M.CrrsrsBI(Alternate)
KeralaStateElectricityBoard,Thiruvananthapurarn %Ur.kORGSCHEXIYAN
Narmada & Water Resources Department, Government of Gujarat, CmEFENGINESR(MEDIUM&MINOR)ANDAODL SECRETARY
Gwdirinagar SUPERINTENINDGENGINEER(CDO) (Alternate)
NationalHydroelectricPowerCorporationLtd,Faridabad SHMK.S.NAGARAJA
NationalInstituteofHydrology,Roorkee DRS. M.SETH
DRP.K.MAHAPATU(Alternate)
NorthEasternElectricPowerCorporationL@NewIMlhi SrnoUmALBORA
PublicWorksDepartment,GovernmentofTmsiJNadu,Chennai ENGINEER-UWHIEF
CHEFENGINEER(Alternate)
TeWlHydroDevelopmentCorporation,Noida SHRSL.K.BANSAL
WatrxResourcesDepartmnt, GovernmentofMadhyaPradesh,Bhopal SW A.K.RISHI
DIRECTOR(DAMS)(Alternate)
BISDirectorateGenerrd SmuS.S.SETHSD,irector&Head(WRD)
[RepresentingDirectorGeneral(Iik-oflcio )]
Member-Secretary
SW R.S.JUNEJA
JointDirector(WRD),BIS
6Bureau of Indian Standards
BIS is a statutory institution established under the Bureau of Indian Standards Act, 1986 to promote
harmonious development of the activities of standardization, marking and quality certification of goods
and attending to connected matters in the country.
Copyright
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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 asthe need arises on the basis of comments. Standards are also reviewed
periodically; a standard along with amendments isreaffirmed when such review indicates that no changes are
needed; if the review indicates that changes are needed, it istaken up for revision. Users of Indian Standards
should ascertain that they are inpossession ofthe latestamendments or edition by referring tothe latest issue of
‘BIS Catalogue’ and ‘Standards: Monthly Additions’.
This Indian Standard has been developed from Doc :No. WRD 9 (287).
Amendments Issued Since Publication
Amend No. Date of Issue TextAffected
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10790_1.pdf
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I!3 : 10790 ( Part 1) - 1984
Indian Standard
METHODS OF SAMPLING OF STEEL FOR
PRESTRESSED AND RElNFORCED CONCRETE
PART 1 PRESTRESSING STEEL
Building Materials and Components Sampling Sectional
Committee, BDC 31
Chairman Representing
DR MOHAN RAI Cent;;cf;ctding Research Institute ( CSIR ),
-Members
SHRI S. K. GOSWAMI ( Alternafe to
Dr Mohan Rai )
SHRI s. K. BANERJEE National Test House, Calcutta
SHRI BIMLE~H KUMAR Export inspection Council of India, New Delhi
SHRI J. P. MAIKHURI ( Alternate )
SHRI Y. C. GoKIUm Ccnt~rati~oad Research Institute ( CSIR ), New
SHRI P. S. GOPINATH Central Public Works Department, New Delhi
SURVEYOR OF WORKS ( NZ ) ( Aiternate 1
SHRI S. C. KUMAR Small Industries Service Institute, Trichur
SHRI K. V. K. RAJU ( Alternate )
SHRI M. V. LAKSHMANASWAMY Indian Statistical Iqstitute, Bombay
DR A. G. MADHAVA RAO StrUC~%U;IIgmeermg Research Centre ( CSIR ),
SHRI D. S. RAMACHANDRAM URTHY
( Alternate )
SHRI S. M. MI~AL Railw&vhiBoard ( Ministry of Railways ), New
DEPUTY DIRECTOR RESEARCH
(B & S )-I ( Alternate )
SHRI S. S. RAJPUT Forest Research Institute and Colleges, Debra
Dun
SHRI K. S. SRINIVASAN National Buildings Organization, New Delhi
SHRI T. R. BHATIA ( Alternate )
DR V. V. SUBBA RAo Cement Research Institute of India, New Delhi
Smu K. H. BABU ( Alternate )
SHRI G. VBNKATESULU Ministry of Shipping and Transport, New Delhi
SHN PRAFULLA KUMAR ( Alternate )
SHRI D. S. AHLUWALIA, Director General, IS1 ( Ex-ojicio Member )
Director ( Statistics )
Secretary
SHRI A. K. TALWAR
Deputy Director ( Statistics ), IS1
( Continued on page 2 )
@ Copyright 1984
INDIAN STANDARDS INSTITUTION
This publication is protected under the Indian Copyright Act (XIV of 1957) and
reproduction in whole or in part by any means except with written permission of the
publisher shall be deemed to be an infringement of copyright under the said Act. IIS : 10790( Part 1) - 1984
( Continued from page 1)
Building Steels and Steel Products Sampling Subcommittee,
BDC31: 1
Members Representing
SHRI M. G. BElADE The Tata Iron and Steel Co Ltd, Jamshedpur
Smu S. A. HAQUE ( Alternate )
SHRI M. R. DOCTOR Special Steels Ltd, Bombay
SHRI S. G. JOSHI ( Alternate )
SHRI S. K. G~~WAMI Cent;~or~;~lding Research Institute ( CSIR ),
SHRI G. K. MAJUMDAR Hindustan Prefab Ltd, New Delhi
SHRI M. KUNDU ( Alternate )
SEW P. R. NATARAJAN Struc;;iiangineering Research Centre ( CSIR ),
SHRI N. JAYARAM( Alternate )
DR N. RAGHVENDRA Cement Research Institute of India, New Delhi
SHRI H. K. JULKA ( Alternate )
SHRI H. N. SUBHA RAO Hindustan Steel Works Construction Ltd,
Calcutta
SH~l J. GHATAK ( Alternate )
2Iis : 10790( Part 1) - 1984
Indian Standard
METHODS OF SAMPLING OF STEEL FOR
PRESTRESSED AND REINFORCED CONCRETE
PART 1 PRESTRESSING STEEL
0. FOREWORD
0.1 This Indian Standard ( Part 1 ) was adopted by the Indian Standards
Institution on 19 March 1984, after the draft finalized by the Building
Materials and Components Sampling Sectional Committee had been
approved by the Civil Engineermg Division Council.
0.2 This Indian Standard has been prepared with a view to unifying the
quality control and sampling provisions applicable to all types of
prestressing steel used in prestressed concrete. Some broad guidelines
regarding the provisions for process control have also been indicated
besides giving an objective sampling procedure helpful in large scale
transactions.
0.3 Such process control and sampling procedures will help in the
development of adequate quality assurance system in the manufacture
and also in assuring adequate protection to the users against poor quality.
Further, proper quality control during the process of manufacture would
substantially reduce quality fluctuations of the various characteristics and
thus, ensure supply of uniform quality of prestressing steels. For effective
process control, the use of statistical quality control techniques is
imperative, for which helpful guidance may be obtained from IS : 397
( Part 1 )-1972*, IS : 397 ( Part 2 )- 1975* and IS : 397 ( Part 3 )-1980*.
The purchasing organizations need guidance in economic and effective
sampling inspection of the lots of materials being received by them
to evaluate their quality before their actual use. The sampling procedures
recommended in this standard, therefore, include provisions both for
process control and lot inspection. c
0.4 The reinforcing steel used in reinforced concrete is separately covered
in Part 2 of this standard.
0.5 In reporting. the results of test or analysis, if the final value, .‘observed
&r ,ca.lculated,A.i s to be rounded o@,.it+shall.be done in accordance \?tith
.IS.:,,%1!$6i3.$. . . . . _, . s . ,_ ,
” .*. *Mith&i fbF$’staf ti$ical cjuali’tye ontrcl dliring prodnctioni . .-.
” .&-I’1 Cc&cl charts foi &iable$ (hr$i vepisian) . .’ ; ” .
Part 2 Ccrittol charts for attribiites and c6unf af defects (first revision ):
Patt3SpeCiblcontrolchilits: :: . . ...i.. . I~.
tkules for rounding OE numerical values ( revised).
3IS : 10790 ( Part 1) - 1984
1. SCOPE
1.1 This standard ( Part 1 ) prescribes the methods for sampling, sample
sizes and the crrterla for conformity for prestressing steel used in prestres-
sed concrete. Broad outlines with regard to the controls to be exercised
during the manufacturing proces.s have also been indicated.
2. ‘IXRMINOLOGY
2.0 For the purpose of this standard, the following definitions shall
apply.
2.1 Acceptance Number - The maximum allowable number of defectives
in the sample for acceptance of the lot.
2.2 Coil - One continuous length in the form of a coil.
2.3 Bar - A rolled rod or bar of steel of circular cross section.
2.4 Item - A coil or a bar on which inspection will be performed.
2.5 Lot - The quantity of material of the same grade and nominal size
manufactured from steel fully tested in respect of physical, chemical and
surface characteristics and processed under similar conditions shall
constitute a lot.
2.6 Lot Size - The number of items in a lot.
2.7 Mean (2) - The sum of test results divided by the number of test
results.
2.8 Range (R) - The difference between the maximum and minimum
values of test results in the sample.
2.9 Sample - Collection of coils or bars of prestressed steel selected for
&pectiOll and testing from a lot.
2.10 Sample Size - Number of items in the sample.
2.11 Acceptable Quality Level ( AQL ) - The maximum percent defective
that, for the purpose of sampling inspection, can be considered satisfactory
as a process average. %.
3. PROCESS INSPECTION
3.1 The object of inspection by the purchaser is to ensure conformity of
the material offered to him to the specification requirements, whereas the
inspection done by the manufacturer during the production is not only
to ensure th& conformity' to relevant specifications, but also ’ to ntaihtain
overall uniform quality, For ptcicesl; control, the manufacturer should
test representative samples of the.~+teridl at regular intqvals. during
manufacture to control the quality vab,at$n ,at various manufacturing
i
stages. .The ins@ction 1eWiS. gibkn in Table, may serve as a guide for
routine control over tht manufacturing firoceis: b ’ i,,,
,, ,... :_, ,. ,I, .4 ,.,s.‘,,l ,...
4IS:1079o(Partl)- 1984
TABLE 1 PJtUCESS INSPECTION LEVELS
( Clause 3.1 )
SL No. STAGE RECOMMENDEDF REQUENCYO F
~WSPECTIONA ND TESTING
(1) (2) (3)
9 Raw material One coil from every heat/cast received t0 be
tested for chemical, physical and metallurgical
characteristics
ii) After patenting Two coils to be tested for every patenting batch/lot
iii) Before final pass in Dimensional check every four hours
drawing
iv) After final pass in Dimensional check and UTS for each coil
drawing
V) After stress relieving Every fifth coil for dimensions, proof stress, UTS
elongation ductility and indentation. One coii
every month for relaxation and susceptibility to
stress corrosion
3.2 The manufacturer should maintain control of various chsracteristics of
the prestressing ste:l on the basis of the following considerations.
3.2.1 Following an unsatisfactory test reS.Uh?, the manufacturer should
take all necessary steps to rectify the deficiencies and shortcomings in the
process. Products which do not satisfy the requirements are to be
segregated.
3.2.2R esults of the inspection and testing should be recorded and
evaluated statistically. The records may be preserved for adequate period
of time say 2 to 3 years so that they can be referred to in case of
difficulties and complaints.
3.2.2.T1h e scrutiny of the test results may be carried out with the aid
of statistical methods adopting the variables or attributes approach as
appropriate. The variables approach shall normally be applied for proof
stress, tensile strength, elongation, weight, dimensions, rolling and cutting
tolerances and chemical requirements. The attributes approach might be
applied in respect of bendin, u test and visual characteristics. For this
purpose, reference may be made to IS : 7200 ( Part 1 j-1974*, IS : 7200
( Part 2 J-19751-,I S : 6200 ( Part 1 )-1977$, IS : 6200 ( Part 2 )-1977's,
1s : 7300-1974a1n1d IS : 7600-19758.
3.3 On the basis of the process inspection data, the manufacturer may
issue relevant test dertiti&e, to pr6t;e the conformity of a lot,,,fot t,$y
reqdir&n&its of any Spkciijc&tion.
I’ ,,1 ‘I , ”
*Preset&ion of-statistical data: Pati 1 Tabulation and,summarization.
tP&sentatitm of statistical d&a: Part 2 I%awatnmati6 representation af data:
$St$jstibal Jelts 6f sigtiifi@@%: Part 1 f-, Normal and F-tests (first retjsion ).
_§St&tistical tests-of SigtIifictiii&: krt 2 &test (first revision ).
[(Methods of rb&e&iod and tirrelation.
qAnaly$iso f variant%.
5IS : 10790 ( Part 1) - 1984
3.3.1 When such test certificate cannot be made available to the
purchaser or when the purchaser so desires, the procedure laid down
in 4 shall be followed for judging the conformity or ~otherwise of a lot to
the requirements of r&XaIIt SpeCifiCatiOnS.
4. LOT INSPECTION
4.1 Lot - The quantity of material of the same grade and nominal size
manufactured from steel fully tested in respect of physical, chemical and
surface characteristics and processed under similar conditions shall
constitute a lot.
4.2 The samples shall be selected and examined for each lot separately
for ascertaining their conformity to the requirements of the relevant
specifications.
4.3 Scale of Sampling and Criteria for Conformity
4.3.1 Visual, Dimensional-and Weight Characteristics
4.3.1.1 The number of items to be selected for visual, dimensional
and weight characteristics as mentioned in the respective Indian
standard specification depend upon the size of the lot and shall be in
accordance with Table 2. These items shall be selected from the lot at
random. In order to ensure the randomness of selection, procedures given
in IS : 4905-1968* may be followed.
TABLE 2 SCALE OF SAMPING AND ACCEPTANCE NUMBER FOR
VISUAL, DIMENSIONAL AND WEIGHT CHARACTERISTICS
(CIauses4.3.1.1,4.3.1.2and4.3.1.3 )
LOT SIZE FORVNJALCHARACTERISTICS FOR DIMENSIONAL AND WEIGHT
c_ ----_-h_--_-~ CHRARACTERISTICS
Sample Acceptance (------___-_____~
Size Number Sample Acceptance
Size Number *
(1) (2) (3) (4) (5)
up to 25
26 to 50 1: : 8’ R
51 to 100 20
101 tb 150 32 :. :i: :
151 to300.
361 to.500 2: ‘. %? $<I . # I_ i ,.js . ; .1.
501 and above 125 :
NOTE - The above sampling plan h&d &I asshciakd ‘.RQc-%f, 25*$e&!nt:.:Thjs
Valui of AQL will hold gbod @iet&lljl,iy daSe OYt ar&PWS:‘“, _ _, - - -I,~
I .”
~-
.,,
a
*tiethcjd$ for random sampling. ’
.+.v.*~I.i ‘,, ~. .‘, . .‘.
.6Is:10790(Partl)-1984’
4.3.1.2E ach item selected according to co1 1 and 2 of Table 2 shall be
inspected for visual characteristics and freedom from defects. Any item
failing to meet any of the requirements shall be considered as defective. If
the number of defectives found in the sample is less than or equal to the
corresponding acceptance number given in co1 3 of Table 2, the lot shall
be considered as conforming to the requirements of visual characteristics.
NOTE- In case of those lots which have been found unsatisfactory, all the items
in the lot may be inspected for visual characteristics and the defectives may be
removed, if agreed to between the purchaser and the supplier.
4.3.1.3 The lot which has been found satisfactory with respect to
visual characteristics shall be further inspected for dimensional and weight
requirements. The number of items required for this purpose shall be
taken at random in accordance with co1 1 and 4 of Table 2. These may be
taken from those items which have been found conforming to visual
characteristics. If the number of defectives found in the sample for weight
or dimensional requirements is less than or -equal to correspondmg
acceptance number ( see co1 5 OF Table 2 1, the lot shall be considered as
conforming to the requirements of the relevant specifications; otherwise
not.
4.3.1.4 The lot which has been found satisfactory in visual, dimensional
and weight characteristics shall be further tested for physical and chemical
characteristics according to 4.3.2 and 4.3.3.
4.3.2 Physical Characteristics
4.3.2.1 The specimens for physical characteristics like tensile strength,
proof-stress, ductility, elongation, relaxation and susceptibility to stress
corrosion as given in the respective Indian Standard specification, shall be
taken in such a manner that it represents the material and shall be so
prepared that it conforms to the relevant specification to ensure uniformity
of test procedure.
4.3.2.2 The number of items required for tensile strength, proof-stress
ductility, and elongation shall be in accordance with co1 1 and 2 of
Table 3. These may be taken from those items which have been found
satisfactory in visual, dimensional and weight requirements. From each
of the items so selected, the required number of test specimens shall be
prepared for conducting the tests specified.
4.3.2.3 When tests for relaxation and susceptibility to stress corrosion
are required to be carried, six specimens obtained from the items selected
in 4.3.2.2 shnll be tested. In case the number of items is less than six,
additional items may be selected from the lot at random.
7is 2 10990 ( pat i j - 1984
TABLE 3 SCALE OF S4MPLING FOR PHYSICAL AND CHEMICAL TESTS
( Clauses 4.3.2.2 and 4.3.3.1 )
NUMBERO FI TEMSI N A LOT NUMBEORF I TEMTSO B ES ELECTED
(1) (2)
up to 50
51 to 150 z
151 to 500 5
501 and above 8
4.3.2.4 For ascertaining the conformity of the lot in respect of tensile
strength, proof stress and-elongation, the following procedure shall be
adopted:
s) When two items are selected from a lot and tested, the lot shall
be considered as conforming to the requirements of tensile
strength, proof stress and elongation if both the samples pass
in each of the tests.
b) When the number of items selected from a lot is three or
more, the mean ( X) and range (R) are calculated from the test
results for each characteristic. The lot shall be considered as
conforming to the specification if the value of (2 -0’4R ) is
greater than or equal to the corresponding minimum specifica-
tion limit of the characteristic in the relevant specification.
4.3.2.5 The lot shall be considered as conforming to the requirements
of ductility test, relaxation test and susceptibility to stress corrosion test
if each ~of the test results is found to be satisfactory.
4.3.3 Chemical Characteristics
4.3.3.1 The number of items required for chemical analysis shall be
taken at random in accordance with co1 1 and 2 of Table 3. These may be
taken from those items which have been found conforming to visual,
dimensional and weight requirements.
4.3.3.2 From each of the items so selected, drilling shall be taken and
a composite sample of these drillings shall be made. The lot shall be
considered as complymg with the requirements of various chemical
constituents, if the analysis made on the composite sample conforms to
the requirements of the relevant specifications.
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5137.pdf
|
IS 5137: 1990
W?a’tS WI*
fqy Tq % i$T-f%ftiw
FftfbwT +
(SWT g;r+kRT)
Indian Standard
RUBBERHOSEFORCEMENTGROUTING-
SPECIFICATION
(S econd Revision )
UDC 621’643’3 [ 678’41 : 666’946’7
,--
‘I
’\
.*’
..”
I-\
’\ :
@ BIS 1991
._’
BUREAU OF INDIAN STANDARDS
MANAK BHAVAN, 9 BAHADUR SHAH ZAFAR MARG
NEW DELHI 110002
January 1991 Price Group 2Rubber Products Sectional Committee, PCD 13
FOREWORD
This Indian Standard ( Second Revision) was. adopted by the Bureau of Indian Standards
on 4 April 1990, after the draft finalized by the Rubber Products Sectional Committee had been
approved by the Petroleum, Coal and Related Products Division Council.
The hoses covered under this standard are used for cement grouting suitable for working
pressure up to 1 MPa.
This standard was first published in 1969 and revised in 1982. Two types of construction were
amalgamated in first revision.
In this second revision requirements for tensile strength, accelerated ageing and adhesion strength
have been modified. Further, requirements for increase in diameter and length at proof pressure
have been included.
The committee considered it desirable to include abrasion resistance test. However, no
requirement is being included in the present revision of the standard due to inadequate data.
Investigations in this regard are in progress and requirement for this test may be included in the
standard at a later date.
This standard contains clause 4.2.3 which calls for an 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 5137 : 1990
Indian Standard
RUBBERHOSEFORCEMENTGROUTING-
SPECIFICATION
( Second Revision )
1 SCOPE 4.1.2 Reinforcement
1.1 This standard prescribes the requirements, The reinforcement shall be of woven, braided
methods of sampling and test for cement or spirally wound textile material of natural or
grouting hose of rubber with textile reinforce- synthetic fibre.
ment for a working pressure up to 1 MPa.
4.1.3 Braided Co@er Wire
~2 REFERENCES
One copper wire braid comprising number of
2.1 The following Indian Standards are strands and of minimum breaking load
necessary adjuncts to this standard: of 9 kg shall be incorporated in one of the
plies to provide electrical continuity along the
IS No. Title whole length of the hose. In case, two copper
wires are used, the minimum oomposite
443 : 1975 Methods of sampling and test breaking load shall be 9 kg.
for rubber hoses ( second
revision ) 4.1.4 Cover
3400 Methods of test for vulcanized The cover shall be made of a suitable rubber
(Part 5 ) : 1986 rubbers: -Part 5 Adhesion of compound resistant to abrasion and weather.
rubber to textile fabrics The cover may have a cloth marked finish.
( second revkion )
The lining and cover of hose shall be uniform in
7503 Glossary of terms used in
thickness, reasonably concentric and free from
( Part 1 ) : 1988 rubber industry: Part 1
air blisters, porosity and splits.
Definitions of basic terms (jut
revision )
4.2 Dimensions and Tolerances
7503 Glossary of terms used in
4.2.1 Bore Size
( Part 3 ) : 1988 rubber industry: Part 3
Definitions relating to pro-
The bore sizes when measured according to the
perties and testing (first
method prescribed in 4.2.1.2 of IS 443 : 1975
revision )
shall be as given in Table 1.
7503 Glossary of terms used in
( Part 5 ) : 1988 rubber industry: Part 5 Table 1 Nominal Bore Size
Definitions relating to with Tolerances
products - Hoses (first
revision )
Sl Nominal Bore Tolerance on
No. Size Nominal Bore Size
3 TERMINOLOGY mm mm
(1) (2) (3)
3.1 For the purpose of this standard the
definitions given in IS 7503 ( Part 1 ) : 1988; i) 25.0 f 1’25
IS 7503 ( Part 3 ) : 1988; and IS 7503 (Part 5 ) : ii) 31’5 f 1’25
1988 shall supply. iii) 38’0 f 1’50
iv) 50’0 f 1’50
4 REQUIREMENTS v) 63’0 f 1’50
vi) i5’0 f 2’00
4.1 Construction
4.2.2 Lining and Cover Thickness
4.1 .l Lining
The thickness of lining shall not be less
A rubber inner lining, smooth in bore. than 6’3 mm and that of cover not lessthan 1’5 mm when measured according to the marked adjacent to each end with:
method prescribed in 4.2.2 of IS 443 : 1975.
a) Indication of the source of manufacture.
and denomination of the hose; and
4.2.3 Length
b) Month and year of manufacture.
The minimum nominal length of the hose shall
be 15 metres, or as agreed to between the 6 SAMPLING AND CRITERIA FOR
purchaser and the supplier. CONFORMITY
4.2.3.1 The tolerance on hose length shall 6.1 For the purpose of ascertaining the
be f 1 percent. conformity of hoses in a consignment to this
specification, the scale of sampling and the
4.3 Requirement of physical tests on finished criteria for conformity shall be as prescribed
hose. in 3 of IS 443 : 1975.
4.3.1 The requirements of physical tests on 7 TIME LAPSE BETWEEN RECEIPT OF
finished hose shallbe as given in Table 2. MATERIAL AND TESTING
4.4 Performance Requirements 7.1 For all test purposes, the minimum time
between vulcanization and testing shall be 16 h.
4.4.1 The performance requirements for
finished hose shall be as given in Table 3. 7.1.1 For product tests, whenever possible the
time between vulcanization and testing should
5 MARKING not exceed 4 months. In other cases, tests shall
be made within 2 months from the date of
5.1 Each length of the hose shall be indelibly receipt of the product by the customer.
Table 2 Physical Requirements for Finished Hose
( Clause 4.3.1 )
Sl Characteristic Requirement Test Specimen Method of
No. F-..- ----h_--._ 7 Test, Ref to
Lining Cover Clause of
IS 443 : 1975
(1) (2) (3) (4) (5) (6)
8 Tensile strength MPa, Min 14’0 10’0 Test piece cut from hose 5
ii) Elongation at break, percent, 500 300 Test piece cut from hose 5
Min
iii) Accelerated Ageing
a) Change in tensile strength, & 25 zk 25 Test piece cut from hose 6
p;Ft of the original value, 72 h+2 h at
70 f 1°C
b) Change in elongation at + 10 + 10 Test piece cut from hose 6
break, percent of the original - 30 - 30 72 h+2h at
-value 70 f 1°C
2IS 5137 : 1990
Table 3 Performance Requirements
( Clause4 .4.1 )
Sl Characteristic Requirement Test Specimen Method of Test
No.
0) (2) (3) (4) (5)
i) Adhesion between hose components:
a) lining to reinforcements
b) between reinforcements
c) reinforcement to outer cover
By machine method kN/m, Min 2’0 Test piece cut from IS 3400 ( Part 5 ) : 1986
the hose
ii) Hydrostatic test pressure: No leakage or other Full length of hose 8.3 of IS 443 : 1975
sign of weakness at ( see Note 1 )
2 MPa for one minute
iii) Maximum increase in diameter at zt 10 Full length of hose 8.5 of IS 443 : 1975
proof pressure, percent
iv) Maximum increase in length at proof Full length of hose 8.5 of IS 443 : 1975
pressure, percent
v) Burst pressure MPa, Min 4 Short length cut 8.2 of IS 443 : 1975
from the hose
vi) Electrical continuity test No loss of electrical Full length of hose ( SPCN ote 2 1
continuity
NOTES
1 This test should be carried out at the factory. If the hose is offered at places other than the factory,
manufacturer’s certificate should be accepted.
2 A suitable method of determining electrical continuity is by the use of a 4’5 V battery and 3’5 V, 0’3 A test bulb.
A dimly lighted bulb is sufficient to indicate satisfactory continuity.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 theyhave 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 Indlnn Standards Act, 1986 to promote
harmonious development of the activities of standardization, marking and quality certification
of goods and attending to connected matters in the country.
Copyright
BIS has the copyright of all its publications. No part of these publications may be reproduced in
any form without the prior permission in writing of BIS. This does not preclude the free use, in
the course of implementing the standard, of necessary details, such as symbols and sizes, type or
grade designations. Enquiries relating to copyright be addressed to the Director ( Publications ),
BIS.
Revision of Indian Standards
Indian Standards are reviewed periodically and revised, wheu 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. PCD 13 ( 1023 )
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 51
NEW DELHI 110002 { 331 13 75
Eastern : l/l4 C.I.T. Scheme VII M, V.I.P. Road, Maniktola 37 86 62
CALCUTTA 700054
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._I-_____._ _. ___ ___.__~ .__ -
Printed at Arcee Press, New Delhi, India
|
14011_3.pdf
|
IS 14011 (Part3): 1991
IS0 10011-3 : 1991
YIT 3 FfMkJl ii;T+m ;i;T sfiv
Indian Standard
GUIDELINES FOR AUDITIN-G QUALITY SYSTEM-S
PART 3 MANAGEMENT OF AUDIT PROGRAMMES
(First Reprint JUNE 1992)
U DC 658’562
BUREAU OF INDIAN STANDARDS
MANAK BHAVAN, 9 BAHADUR SHAH ZAFAR MARG
NEW DELHI 110002
October 1991 Price&oup 3IS14011 (Part3):1991
IS0 10011-3 : 1991
Indian Standard
GUIDELINES FOR AUDITING QUALITY SYSTEMS
PART 3 MANAGEMENT OF AUDIT PROGRAMMES
NATIONAL FOREWORD
This Indian Standard which is identical with IS0 10011-3 : 1991 ‘Guidelines for auditing
quality systems - Part 3 : Management of audit programmes’, issued by the International
Organization for Standardization ( IS0 ) was adopted by the Bureau of Indian Standards on
the recommendation of the-Quality Management Sectional Committee ( MSD 2 ), and approval
of the Management and Systems Division Council.
The text of the 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:
-Wherever the words ‘International Standard’ appear referring to this standard, they should
be read as ‘Indian Standard’.
In the adopted standard, normative reference appears to certain International Standards for
which Indian Standards also exist. The corresponding Indian Standards which are to be
substituted in their place are listed below alongwith their degree of equivalence for the editions
indicated:
International Corresponding Indian Standard Degree of
Standard Equivalence
IS0 8402 : 1986 IS 13999 : 1988 Quality systems - Vocabulary Identical
IS0 10011 - 1 : 1990 IS 14011 ( Part 1 ) : 1991 Guidelines for Identical
auditing quality systems : Part 1 Auditing
LSO 10011 - 2 : 1991 IS 14011 ( Part 2 ) : 1991 Guidelines for Identical
auditing quality systems : Part 2 Qualifi-
cation criteria for quality systems auditorsIS 14011 ( Part 3 ) : 1991
IS0 10011-3: 1991
Introduction
Any organization. which has an ongoing need to carry out audits of
quality systems should establish a capability to provide overall man-
agement of the entire process.
This part of IS0 10011 describes the activities that should be addressed
by such an organization.
2IS 14011 ( Part 3 ) : 1991
IS0 10011-3 : 1991
audit programme management: Organization, or
1 Scope
function within an organization, given the responsi-
This part of IS0 10011 gives basic guidelines for bility to plan and carry out a programmed series of
managing quality systems audit programmes. quality systems audits.
It is applicable to the establishment and main-
4 Managlng an audit programme
tenance of an audit programme management lunc-
tion when performing quality systems audits in
accordance with the recommendations given in 4.1 Otganizatlon
IS0 10011-1.
Any organization which has a? ongoing need to
carry out audits of quality systems. should establish
a capability to provide overall management of the
2 Normative references
entire process. This function should be. independent
of direct responsibilitjl for implementing the quality
The following standards contain provisions which,
systems being audited.
through reference in this text. constitute provisions
of this .part of IS0 10011 At the time of publication,
the editions indicated were valid. All standards are 4.2 Standards
subject to revision, and patlies to agreements based
on this part of IS0 10011 are encouraged to investi- Audit programme management should determine
gate the possibility of applying the most recent edi- the quality system standards they may be expected
tions of the standards indicated below. Members of to audit against and develop capabilities to enable
EC and IS0 maintain registers of currently valid them to audit effectively against such stanctards.
International Standards
4.3 Quallflcatlon of staff
~ISO 8402.1986, Qua!ily - Vocabulary.
4.3.1 Audit programme management
IS0 1001 l-l: 1990. Guidelines for auditing quality
systems - Part 1 AWiling.
Management of the audit programme should be
carried out by those who have practical knowledge
IS0 10011-2 1991, Guidelines lor audifing quality
of quality audit procedures and practices.
syslems - Part 2 Qualificalion criteria for quality
systems auditors
4.3.2 Auditors
Audit programme management should employ au-
3 Definitions ditors who comply with the recommendations given
in IS0 10011-2. Such auditors should be approved
For the purposes of this part of IS0 10011. the deti- by an evaluation panel, acceptable to audit pro-
nitions given in IS0 8402 and IS0 10011-1 and the gramme management, which complies with the [ec-
following definition apply ommendatibns given in IS0 10011-2.
3IS14011 (Part3):1991
IS0 10011-3 : 1991
4.4 Suitability of tcarn members achieve consistency among auditors. Such methods
should include:
Audit programme management should consider the
following factors when selecting auditors and lead - auditor training workshops;
auditors for particular assignments in order to en-
sure that the skills brought to-each assignment are - auditor performance comparisons;
appropriate:
- reviews of audit reports;
- ~the type of quality system standard against wtiich
the audit is to be conducted (for example, manu- - performance appraisals;
facturing, compliter software or service stan-
dards); - rotation of auditors between audit teams.
-- the type of service or product and its associated 4.5.3 Training
ieguiatory -requirements (for example. health
care, food, insurance, computers, instrumenta- Audit programme management should regularly as-
tion, nuclear devices): sess the training needs of auditors and take appro-.
priate action to maintain and improve audit skills.
- the need for professional qualifications or tech-
nical expertise in a particular discipline; 4.6 OperatIonal factors
- the size and composition of the audit team;
4.6.1 General
2 the need for skill in managing the team;
Audit programme management should consider the
following factors and, where necessary, establish
- the ability to make effective use of the skills of
procedures to ensure that their staff can operate in
the various audit team members;
a consistent manner and are adequately supported.
- the personal skills needed to deal with a par-
4.6.2 Commitment of resources
ticular auditee;
Procedures should be established to ensure that
- the required language skills;
adequate resources are available to accomplish
audit programme objectives.
- the absence of any real or perceived conflict of
interest;
4.6.3 Audit programme planning and scheduling
- other relevant factors.
Procedures should be -established for planning and
scheduling the programme of audits.
4.5 Monitoring and maintenance of audltor
performance 4.6.4 AudM reportlr?g
Audit report formats should be lormaiized to the.ex-
4.5.1 Performance evaluatlonr *
tent practicable.
Audit proQramme management should continually
evaluate the performance of their auditors, either 4.65 Corrective action fottow-up
through observation of audits or other means. Such
information should be used to improve auditor se- Procedures should be established to control correc-
lection and performance and to identify unsuitable tive action ,foiiow-up, if audit programme manage-
performance. ment are requested to do so.
Audit programme management should make this 4.6.6 Conftdentlallty
Mxmatton available to evaluation panels, where
required. Audit programme management should establish
procedures to safeguard the confidentiality of any
audit or auditor information that they may tioid.
4.5.2 Conslrbncy of audltors
Audits conducted by different auditors should arrive 4.7 Joint audlts
at similar conclusions when the same operation Is
audited under’ Ihe same conditions. Audit pro- There may be instances when several auditing or-
gramme management should establish methods. to ganizations cooperate to audit jointly a quality sys-
mearure and com;pare auditor petformancg to tem. Where this is the case, agreement should be
4IS14011 (Part3):1991
IS0 10011-3 : 1991
reached on the specific responsibilities of each or- 5 Code of ethics
ganizatiori, patlicula’rly in regard to lead auditor
allthority, nterfaces with the auditee, methods of Audit programme management should consider the
opera?ion and distribution of audit results before the need to include a code of ethics into the operation
audit commences. and management of the audit programmes.
4.8 Audit programme improvement
Audit programme management should establish a
method of continuously improving the aud.it pro-
gramme through feedback and recommendations
from all parties concerned.AMENDMENT NO. 1 JULY 1996
TO
IS 14011( Part 3 ) : 1991/ISO 10011-3 : 1991 GUIDELINES FOR AUDITING
QUALITY SYSTEMS - PART 3 : MANAGEMENT OF AUDIT
PROGRAMMES
[ The designation of the standard IS 14011 ( Part 3 ) : 199UISO 10011-3 : 1991 is replaced by IS/IS0
10011-3 : 1991. Wherever the designation IS 14011( Part 3 ) : 1991/ISO 10011-3 : 1991 is occurring in the
standard, it will be read as IS/IS0 10011-3 : 1991. ]
(Page 1, National Foreword ) -Substitute the following for the existing:
“NATIONAL FOREWORD
This Indian Standard which is identical with IS0 10011-3 : 1991 ‘Guidelines for auditing quality systems
- Part 3 : Management of audit programme’, issued by the International Organization for Standardization
(ISO), was adopted by the Bureau of Indian Standards on the recommendation of the Quality Management
Sectional Committee ( MSD 2 ), and approval of the Management~and Systems Division Council.
The text of the 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:
Wherever the words ‘International Standard’ appear referring to this standard, they should be read as
‘Indian Standard’.
In the adopted standard normative references appears to certain International Standards for which Indian
Standards also exist. The corresponding Indian Standards which are to be substituted in their place are
listed below along with their degree of equivalence for the editions indicated:
International Corresponding Indian Standard Degree of
Standard Equivalence
IS0 8402 : 1994 IS/IS0 8402 : 1994 Quality management and quality Identical
assurance - Vocabulary (first revision )
IS0 10011-1: 1990 IS/IS0 10011-l : 1990 Guidelines for auditing quality Identical
systems - Part 1 : Auditing
IS0 10011-2 : 1991 IS/IS0 10011-2 : 1991 Guidelines for auditing quality Identical”
systems - Part 2 : Qualification criteria for quality
systems auditors
(MSD02)
Reprography Unit, BIS, New Delhi, India
|
803.pdf
|
IS:803-1976
(Reaffirmed2001)
Edition2.1
(1984-11)
Indian Standard
CODE OF PRACTICE FOR DESIGN,
FABRICATION AND ERECTION OF VERTICAL
MILD STEEL CYLINDRICAL WELDED
OIL STORAGE TANKS
( First Revision )
(Incorporating Amendment No. 1)
UDC 621.642.3[669.141.24]:665.5
© BIS 2003
B U R E A U O F I N D I A N S T A N D A R D S
MANAK BHAVAN, 9 BAHADUR SHAH ZAFAR MARG
NEW DELHI 110002
Price Group 14IS:803-1976
Indian Standard
CODE OF PRACTICE FOR DESIGN,
FABRICATION AND ERECTION OF VERTICAL
MILD STEEL CYLINDRICAL WELDED
OIL STORAGE TANKS
( First Revision )
Structural Engineering Sectional Committee, SMBDC 7
Chairman Representing
DIRECTOR STANDARDS (CIVIL) Ministry of Railways
Members
SHRI L. N. AGRAWAL Industrial Fasteners 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 Ministry of Shipping & Transport [Department of
Transport (Roads Wing)]
SHRI A. S. BISHNOI (Alternate)
SHRI V. S. BHIDE Central Water Commission, New Delhi
DEPUTY DIRECTOR (GATES &
DESIGN) (Alternate)
DR P. N. CHATTERJEE Government of West Bengal
DR P. K. DAS Central Mechanical Engineering Research
Institute (CSIR), Durgapur
DR P. DAYARATNAM Indian Institute of Technology, Kanpur
DEPUTY CITY ENGINEER (PLANNING Bombay Municipal Corporation
& DESIGN)
SHRI G. F. KHAMBATTI (Alternate)
SHRI D. S. DESAI M. N. Dastur & Co Pvt Ltd, Calcutta
DIRECTOR (MERI) Irrigation & Power Department, Government of
Maharashtra
RESEARCH OFFICER (Alternate)
DIRECTOR (TCD) Central Electricity Authority, New Delhi
SHRI P. V. N. IYENGER (Alternate)
EXECUTIVE ENGINEER (CENTRAL Central Public Works Department, New Delhi
STORES DN NO. II)
(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:803-1976
(Continued from page 1)
Members Representing
SHRI M. M. GHOSH Stewarts & Lloyds of India Pvt Ltd, Calcutta
SHRI S. C. GHOSH (Alternate)
SHRI A. G. GONSALVES Bridge & Roof Co (India) Ltd, Howrah
SHRI S. S. BOSE (Alternate)
SHRI G. S. IYER The Hindustan Construction Co Ltd, Bombay
SHRI S. M. GULATEE (Alternate)
DR O. P. JAIN Institution of Engineers (India), Calcutta
JOINT DIRECTOR STANDARDS (B & S)Ministry of Railways
DEPUTY DIRECTOR (B & S) (Alternate)
SHRI OM KHOSLA Electrical Manufacturing Co Ltd, Calcutta
SHRI S. N. SINGH (Alternate)
PROF K. D. MAHAJAN Engineer-in-Chief’s Branch, Army Headquarters
PROF B. V. RAMASWAMY (Alternate)
SHRI P. K. MALLICK Jessop & Co Ltd, Calcutta
DR S. K. MALLICK Indian Institute of Technology, Kharagpur
SHRI N. V. MANAY Mantons (Bangalore) Pvt Ltd, Bangalore
SHRI G. C. MATHUR National Buildings Organisation, New Delhi
SHRI K. S. SRINIVASAN (Alternate)
SHRI A. K. MITRA Hindustan Steel Ltd, Durgapur
SHRI P. K. MUKHERJEE Braithwaite & Co (India) Ltd, Calcutta
SHRI P. T. PATEL (Alternate)
SHRI R. NARAYANAN Structural Engineering Research Centre (CSIR),
Roorkee
SHRI T. N. SUBBA RAO Indian Roads Congress, New Delhi
DR D. JHONSON VICTOR (Alternate)
REPRESENTATIVE Burn & Co Ltd, Howrah
SHRI A. P. KAYAL (Alternate)
REPRESENTATIVE Public Works Department, Government of West
Bengal, Calcutta
REPRESENTATIVE Richardson & Cruddas Ltd, Bombay
SHRI P. V. NAIK (Alternate)
PROF P. K. SOM Jadavpur University, Calcutta
SUPERINTENDING ENGINEER Government of Tamil Nadu
(PLANNING & DESIGN CIRCLE)
EXECUTIVE ENGINEER (BUILD-
ING CENTRE DIVISION) (Alternate)
SHRI M. D. TAMBEKAR Bombay Port Trust, Bombay
SHRI K. VEERARAGHVACHARY Bharat Heavy Electricals Ltd, Tiruchirapalli
SHRI S. N. VOHRA Inspection Wing, Directorate General of Supplies &
Disposals (Ministry of Industry & Civil
Supplies)
SHRI S. N. BASU (Alternate)
SHRI L. D. WADHWA Engineers India Ltd, New Delhi
SHRI B. B. NAG (Alternate)
SHRI C. R. RAMA RAO, Director General, ISI (Ex-officio Member)
Director (Struc & Met)
Secretary
SHRI S. S. SETHI
Assistant Director (Struc & Met), ISI
(Continued on page 3)
2IS:803-1976
(Continued from page 2)
Panel for Mild Steel Tanks for Storage of Oils and Design
andConstruction of Floating Roofs of Open Tanks for
OilStorage,SMBDC 7/P-1
Members Representing
SHRI S. K. HAZRA Engineers India Ltd, New Delhi
SHRI A. S. MANGAT (Alternate)
SHRI V. JAMBUNATHAN Indian Refineries Ltd, New Delhi
SHRI C. O. KESWANI Hindustan Petroleum Corporation Ltd, Bombay
SHRI V. H. KHAKHAR Caltex (India) Ltd, Bombay
SHRI M. BALAKRISHNA (Alternate)
SHRI R. V. RAGHAVAN Vijay Tanks & Vessels Pvt Ltd, Bombay
SHRI T. K. RAMANATHAN Triveni Structurals Ltd, Allahabad
SHRI V. R. K. MURTHY (Alternate)
SHRI A. P. RAO Bharat Heavy Plate & Vessels Ltd, Visakhapatnam
SHRI V. S. PRASADA RAO (Alternate)
SHRI M. RAMA RAO Indian Oil Corporation, Bombay
SHRI S. K. SANGAR (Alternate)
SHRI P. C. SILAICHIA Bharat Refineries Ltd, Bombay
SHRI K. S. SUBBANA (Alternate)
3IS:803-1976
C O N T E N T S
PAGE
0. FOREWORD 6
1. SCOPE 7
2. DEFINITIONS AND SYMBOLS 7
3. GENERAL 10
4. MATERIALS 10
5. PERMISSIBLE STRESSES 16
6. DESIGN 16
6.1 Foundation 17
6.2 Design of Bottom Plates 17
6.3 Design of Shell Plates 22
6.4 Designs of Roof 36
6.5 Floating Roof 39
7. APPURTENANCES AND MOUNTINGS 39
8. SHOP FABRICATION AND INSPECTION 49
9. SITE ERECTION 60
10. SITE WELDING 63
11. RADIOGRAPHIC INSPECTION OF SHELL JOINTS 65
12. TESTING OF TANKS 69
12.1 Bottom Testing 69
12.2 Shell Testing 70
12.3 Fixed Roof Testing 70
12.4 Repair of Leaks 70
APPENDIX A INFORMATION TO BE FURNISHED BY PURCHASER 76
APPENDIX B ALTERNATE DESIGN FOR TANK SHELLS 77
APPENDIX C VENT SIZING FOR ATMOSPHERIC AND LOW PRESSURE
TANKS 82
APPENDIX D FLOATING ROOFS 88
TABLES 1-3 NOMINAL CAPACITIES OF TYPICAL TANKS 11a-12a
TABLES 4-6 MINIMUM CALCULATED SHELL PLATE THICKNESS
FOR TYPICAL TANKS 12b-13b
TABLE 7 SECTION MODULUS OF WIND GIRDERS 32-35
TABLE 8 SHELL MANHOLE COVER PLATE AND BOLTING
FLANGE THICKNESS 45
TABLE 9 SHELL MANHOLE DIMENSIONAL DATA 46
TABLE 10 SHELL NOZZLES DIMENSIONAL DATA 50-51
TABLE 11 ROOF MANHOLES 51
TABLE 12 ROOF NOZZLES 52
4IS:803-1976
PAGE
TABLE 13 DETAIL OF DRAIN PAD FOR ELEVATED TANKS 54
TABLE 14 FLUSH TYPE CLEANOUT FITTINGS 55
TABLE 15 THICKNESS OF COVER PLATE, BOLTING FLANGE AND
REINFORCING PLATE FOR FLUSH TYPE CLEANOUT
FITTINGS 56
TABLE 16 THICKNESS AND HEIGHT OF SHELL REINFORCING
PLATE FOR CLEANOUT FITTINGS 56
TABLE 17 MAXIMUM PERMISSIBLE POROSITY INDICATIONS IN
RADIOGRAPHS PER 150 mm LENGTH OF WELD 69
TABLE 18 THERMAL VENTING CAPACITY REQUIREMENTS 86
TABLE 19 TOTAL RATE OF EMERGENCY VENTING REQUIRED FOR
FIRE EXPOSURE VERSUS WETTED SURFACE AREA 87
FIGURE 1 TYPICAL FIXED ROOF TANK SHOWING STANDARD
APPURTENANCES 8
FIGURE 2 TYPICAL OPEN TOP TANK WITH FLOATING ROOF —
SECTIONAL VIEW 9
FIGURE 3 TYPICAL FOUNDATIONS 18
FIGURE 4 TYPICAL LAYOUT OF TANK BOTTOM 19
FIGURE 5 BOTTOM PLATE ARRANGEMENT UNDER TANK SHELL 20
FIGURE 6 TYPICAL HORIZONTAL AND VERTICAL JOINTS 25
FIGURE 7 TYPICAL ROOF JOINTS 26
FIGURE 8 SOME PERMISSIBLE DETAILS OF COMPRESSION RINGS 28
FIGURE 9 RECOMMENDED LAYOUT OF COLUMNS FOR NORMAL
SIZE TANKS 40
FIGURE 10 TYPICAL COLUMN AND GIRDER ATTACHMENT
DETAILS 41
FIGURE 11 TYPICAL SHELL MANHOLES 44
FIGURE 12 TYPICAL SHELL NOZZLES 47
FIGURE 13 SHELL NOZZLE FLANGES 49
FIGURE 14 TYPICAL ROOF MANHOLE 52
FIGURE 15 TYPICAL ROOF NOZZLES 53
FIGURE 16 TYPICAL WATER DRAW-OFF SUMP 54
FIGURE 17 TYPICAL DRAIN PAD FOR ELEVATED TANKS 55
FIGURE 18 TYPICAL FLUSH TYPE CLEANOUT FITTINGS 57
FIGURE 19 TYPICAL GAUGE-WELL INSTALLATION ON EXISTING
NOZZLE OF CONE ROOF TANKS 58
FIGURES 20-23 RADIOGRAPHIC POROSITY STANDARDS 71-74
FIGURE 24 DETAIL OF TYPICAL VACUUM BOX 75
FIGURE 25 INSERT TYPE REINFORCEMENT FOR MANHOLES AND
NOZZLES 80
5IS:803-1976
Indian Standard
CODE OF PRACTICE FOR DESIGN,
FABRICATION AND ERECTION OF VERTICAL
MILD STEEL CYLINDRICAL WELDED
OIL STORAGE TANKS
( First Revision )
0. F O R E W O R D
0.1This Indian Standard (First Revision) was adopted by the Indian
Standards Institution on 27 September 1976, after the draft finalized by
the Structural Engineering Sectional Committee had been approved by
the Structural and Metals Division Council and Civil Engineering
Division Council.
0.2This code has been prepared with a view to providing the petroleum
industry with tanks of adequate safety and reasonable economy which
can be built in any size required to meet the needs of the industry subject
to limitations given in the code and also to establishing uniform practice
for design, fabrication, erection, testing and inspection of oil storage
tanks.
0.3This code does not present nor it is contemplated to establish, a fixed
series of allowable tank sizes; but it is intended to promote the selection
by the purchaser, of the size of tank that may be required to meet his
particular need.
0.4This standard was first published in 1962. The following
modifications have been made in this revision:
a)The use of steel conforming to IS:226-1975*, IS:2002-1962†,
IS:2041-1962‡ and IS:961-1975§ has been permitted in addition to
steel conforming to IS:2062-1969||.
b)Provisions regarding design of various members of the tank have
been elaborated, an appendix dealing with the alternate design for
tank shell has been included.
c)Provisions regarding radiographic inspection of shell joints have
been made.
d)An appendix dealing with the normal and emergency venting
requirements of the tanks has been added.
*Specification for structural steel (standard quality) (fifth revision).
†Specification for steel plates for boilers.
‡Specification for steel plates for pressure vessels.
§Specification for structural steel (high tensile) (second revision).
||Specification for structural steel (fusion welding quality) (first revision).
6IS:803-1976
e)An appendix furnishing the design and construction requirements of
pontoon type, double deck type floating roof tanks has also been
included in this code.
0.5This edition 2.1 incorporates Amendment No. 1 (November 1984).
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
code 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 code.
1. SCOPE
1.1This code covers materials, design, fabrication, erection and testing
requirements for mild steel cylindrical welded oil storage tanks in various
sizes and capacities, for erection above ground, of the following designs:
a)Fixed roof tanks (see Fig. 1) having no internal pressure or nominal
internal pressure where the resultant upward force does not exceed
the nominal weight of metal in tank shell, roof and any framing
supported by the shell or roof; and
b) Open top tanks (see Fig. 2).
1.1.1This code specifies the use of only butt welded shells and includes
reference to appurtenances and mountings.
1.2This code is complementary to IS:800-1962† and IS:816-1969‡.
Provisions regarding permissible stresses, design, fabrication and
erection as included in IS:800-1962† shall apply unless specified
otherwise in this code.
1.3This code is intended to guide both purchasers and manufacturers of
petroleum products storage tanks. Provisions of this code may also be
applied to design and construct tanks for storage of water, acids and
chemicals. In such cases, special considerations regarding lining,
corrosion allowance and foundation shall be made while designing the
tanks for the intended service.
2. DEFINITIONS AND SYMBOLS
2.1For the purpose of this code, the definitions for welding terms
employed in this standard shall be according to IS:812-1957§.
2.2Symbols for welding used on plans and drawings shall be according to
IS:813-1961||.
*Rules for rounding off numerical values (revised).
†Code of practice for use of structural steel in general building construction (revised).
‡Code of practice for use of metal arc welding for general construction in mild steel
(first revision).
§Glossary of terms relating to welding and cutting of metals.
|| Scheme of symbols for welding (amended).
78
IS:803-1976
FIG. 1 TYPICAL FIXED ROOF TANK SHOWING STANDARD APPURTENANCES9
IS:803-1976
FIG. 2 TYPICAL OPEN TOP TANK WITH FLOATING ROOF — SECTIONAL VIEWIS:803-1976
3. GENERAL
3.1Tanks may be manufactured from suitable sizes of plates which have
been covered in IS:1730 (Part I)-1975*.
3.2Tables 1 to 6 (see P 11 to 13) present for ready reference, typical data
in regard to nominal sizes, nominal capacities and shell plate thicknesses
for tanks which may be built in accordance with this code.
3.3Enquiries or Order Form — With a view to facilitating the
manufacture and supply of welded oil storage tanks, certain detailed
information is to be supplied to the manufacturer. The information so
required is listed in Appendix A.
4. MATERIALS
4.0General — Unless mutually agreed otherwise, the material for the
construction of oil storage tanks shall conform to Indian Standards where
applicable.
4.1Plates — Plates used in tank construction shall conform to any one of
the following specifications:
IS:226-1975 Structural steel (standard quality) (fifth revision)
(For up to 20 mm thickness. Thicker plates may be used provided
the manufacturer establishes appropriate welding procedures
recommended in IS:823-1964† to the satisfaction of the purchaser)
IS:961-1975 Structural steel (high tensile) (second revision)
IS:2002-1962 Steel plates for boilers (Grade 2B)
IS:2041-1962 Steel plates for pressure vessels
IS:2062-1969 Structural steel (fusion welding quality) (first revision)
4.1.1Plates for use in the manufacture of tanks shall be on thickness
basis which are determined by design computations. Shell plates, for
which minimum thicknesses are fixed in 6.3.3 for practical reasons and
which will not underrun the theoretical required thickness by more than
the minus tolerance specified in 1852-1973‡ and roof and bottom plates
may be specified on weight basis. The plate thicknesses as stipulated in
this standard are minimum; thicker or heavier material may be required
depending on the nature of stored product, and the environment where
the tank is located.
4.1.2Steel conforming to IS:1977-1975§ may also be used in tank
construction subject to limitations under 0.3 of that specification.
*Dimensions for steel plate, sheet and strip for structural and general engineering
purposes: Part I Plate (first revision).
†Code of procedure for manual metal arc welding of mild steel.
‡Specification for rolling and cutting tolerances for hot-rolled steel products (second
revision).
§Specification for structural steel (ordinary quality) (second revision).
10IS
:
803
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1976
TABLE 1 NOMINAL CAPACITIES OF TYPICAL TANKS FOR PLATE WIDTH 1.5 m
(Clause 3.2)
TANK DIAMETER, m 3.0 4.5 5.0 6.0 7.5 9.0 10.0 12.0 14.0 16.0 18.0 20.0 22 24 26 28 30 32
TANK HEIGHT, m NOMINAL CAPACITY, kl
1.5 10 23 29 42 66 95 117 169 230 301 381 471 569 678 795 923 1 059 1 205
3.0 21 47 58 84 132 190 235 339 461 602 763 942 1 139 1 356 1 591 1 846 2 119 2 411
4.5 31 71 88 127 198 286 353 508 692 904 1 144 1 413 1 709 2 034 2 387 2 769 3 179 3 617
6.0 42 95 117 169 264 381 471 678 923 1 205 1 526 1 884 2 279 2 712 3 183 3 692 4 239 4 823
7.5 52 119 147 211 331 476 588 847 1 153 1 507 1 907 2 355 2 849 3 391 3 979 4 615 5 298 6 028
9.0 63 143 176 254 397 572 706 1 017 1 384 1 808 2 289 2 826 3 419 4 069 4 775 5 538 6 358 7 234
10.5 74 166 206 296 463 667 824 1 186 1 615 2 110 2 670 3 297 3 989 4 747 5 571 6 462 7 418 8 440
12.0 84 190 235 339 529 763 942 1 356 1 846 2 411 3 052 3 768 4 559 5 425 6 367 7 385 8 478 9 646
13.5 95 214 264 381 596 858 1 059 1 526 2 077 2 712 3 433 4 239 5 129 6 104 7 163 8 308 9 537 10 851
15.0 105 238 294 423 662 953 1 177 1 695 2 307 3 014 3 815 4 710 5 699 6 782 7 959 9 231 10 597 12 057
16.5 116 262 323 466 728 1 049 1 295 1 865 2 538 3 315 4 196 5 181 6 269 7 460 8 755 10 154 11 657 13 263
18.0 127 286 353 508 7 948 1 144 1 413 2 034 2 769 3 617 4 578 5 652 6 838 8 138 9 551 11 077 12 717 14 469
(Continued)
TABLE 1 NOMINAL CAPACITIES OF TYPICAL TANKS FOR PLATE WIDTH 1.5 m — Contd
TANK DIAMETER, m 34 36 38 40 42 44 46 48 50 54 58 62 66 70 74 78 82
TANK HEIGHT, m NOMINAL CAPACITY, kl
1.5 1 361 1 526 1 700 1 884 2 077 2 279 2 491 2 712 2 943 3 433 3 961 4 526 5 129 5 769 6 447 7 163 7 917
3.0 2 722 3 052 3 400 3 768 4 154 4 559 4 983 5 425 5 887 6 867 7 922 9 052 10 258 11 539 12 895 14 327 15 835
4.5 4 083 4 578 5 100 5 652 6 231 6 838 7 474 8 138 8 831 10 300 11 883 13 578 15 387 17 309 19 343 21 491 23 752
6.0 5 444 6 104 6 801 7 536 8 308 9 118 9 966 10 851 11 775 13 734 15 844 18 105 20 516 23 079 25 791 28 655 31 670
7.5 6 805 7 630 8 501 9 420 10 385 11 398 12 457 13 564 14 718 17 167 19 805 22 631 25 645 28 848 32 239 35 819 39 587
9.0 8 167 9 156 10 201 11 304 12 462 13 677 14 949 16 277 17 662 20 601 23 766 27 157 30 775 34 618 38 687 42 983 47 505
10.5 9 528 10 682 11 902 13 188 14 539 15 957 17 441 18 990 20 606 24 035 27 727 31 684 35 904 40 388 45 135 50 147 55 422
12.0 10 889 12 208 13 602 15 072 16 616 18 237 19 932 21 703 23 550 27 468 31 688 36 210 41 033 46 158 51 583 57 311 63 340
13.5 12 250 13 734 15 302 16 956 18 693 20 516 22 424 24 416 26 493 30 902 35 649 40 736 46 162 51 927 58 031 64 475 71 257
15.0 13 611 15 260 17 003 18 840 20 771 22 796 24 915 27 129 29 437 34 335 39 611 45 263 51 291 57 697 64 479 71 639 79 175
16.5 14 973 16 786 18 703 20 724 22 848 25 076 27 407 29 842 32 381 37 769 43 572 49 789 56 421 63 467 70 927 78 803 87 092
18.0 16 334 18 312 20 403 22 608 24 925 27 355 29 899 32 555 35 325 41 203 47 533 54 315 61 550 69 237 77 375 85 966 95 010
11aIS
:
803
-
1976
TABLE 2 NOMINAL CAPACITIES OF TYPICAL TANKS FOR PLATE WIDTH 1.8 m
(Clause 3.2)
TANK DIAMETER, m 3.0 4.5 5.0 6.0 7.5 9.0 10.0 12.0 14.0 16.0 18.0 20.0 22.0 24.0 26.0 28.0 30.0 32.0
TANK HEIGHT, m NOMINAL CAPACITY, kl
1.8 12 28 35 50 79 114 141 203 276 361 457 565 683 813 955 1 107 1 271 1 446
3.6 25 57 70 101 158 228 282 406 553 723 915 1 130 1 367 1 627 1 900 2 215 2 543 2 893
5.4 38 85 105 152 238 343 423 610 830 1 085 1 375 1 695 2 051 2 441 2 865 3 323 3 815 4 340
7.2 50 114 141 203 317 457 565 813 1 107 1 446 1 831 2 260 2 735 3 255 3 820 4 431 5 086 5 787
9.0 63 143 176 254 397 572 706 1 017 1 384 1 808 2 289 2 826 3 419 4 069 4 775 5 538 6 358 7 234
10.8 76 171 211 305 476 686 847 1 220 1 661 2 170 2 746 3 391 4 103 4 883 5 731 6 646 7 630 8 681
12.6 89 200 247 356 556 801 989 1 424 1 938 2 532 3 204 3 956 4 787 5 697 6 686 7 754 8 901 10 128
14.4 101 228 282 406 635 915 1 130 1 627 2 215 2 893 3 662 4 521 5 471 6 511 7 641 8 862 10 173 11 575
16.2 114 257 317 457 715 1 030 1 271 1 831 2 492 3 255 4 120 5 086 6 155 7 324 8 596 9 970 11 445 13 022
18.0 127 286 353 508 794 1 444 1 413 2 034 2 769 3 617 4 578 5 652 6 838 8 138 9 551 11 077 12 717 14 469
19.8 139 314 388 559 874 1 258 1 554 2 238 3 046 3 979 5 035 6 217 7 522 8 952 10 507 12 185 13 988 15 916
21.6 152 345 423 610 953 1 373 1 695 2 441 3 323 4 340 5 493 6 782 8 206 9 766 11 462 13 293 15 260 17 362
(Continued)
TABLE 2 NOMINAL CAPACITIES OF TYPICAL TANKS FOR PLATE WIDTH 1.8 m — Contd
TANK DIAMETER, m 34.0 36.0 38.0 40.0 42.0 44.0 46.0 48.0 50.0 54.0 58.0 62.0 66.0 70.0 74.0 78.0 82.0
TANK HEIGHT, m NOMINAL CAPACITY, kl
1.8 1 633 1 831 2 040 2 260 2 492 2 735 2 989 3 255 3 532 4 120 4 753 5 431 6 155 6 923 7 737 8 596 9 501
3.6 3 266 3 662 4 080 4 521 4 985 5 471 5 979 6 511 7 065 8 240 9 506 10 863 12 310 13 847 15 475 17 193 19 002
5.4 4 900 5 493 6 121 6 782 7 477 8 206 8 969 9 766 10 597 12 360 14 259 16 294 18 465 20 771 23 212 25 790 28 503
7.2 6 533 7 324 8 161 9 043 9 970 10 942 11 959 13 022 14 130 16 481 19 013 21 726 24 620 27 694 30 950 34 386 38 004
9.0 8 167 9 156 10 201 11 304 12 462 13 677 14 949 16 277 17 662 20 601 23 766 27 157 30 775 34 618 38 687 42 983 47 505
10.8 9 800 10 987 12 242 13 564 14 955 16 413 17 939 19 533 21 195 24 721 28 519 32 589 36 930 41 542 46 425 51 580 57 006
12.6 11 433 12 818 14 282 15 825 17 447 19 148 20 929 22 788 24 727 28 842 33 273 38 021 43 085 48 465 54 163 60 176 66 507
14.4 13 067 14 649 16 322 18 086 19 940 21 884 23 919 26 044 28 260 32 962 38 026 43 452 49 240 55 389 61 900 68 773 76 008
16.2 14 700 16 481 18 363 20 347 22 432 24 620 26 909 29 299 31 792 37 082 42 779 48 884 55 395 62 313 69 638 77 370 85 509
18.0 16 334 18 312 20 403 22 608 24 925 27 355 29 899 32 555 35 325 41 203 47 533 54 315 61 550 69 273 77 375 85 966 95 010
19.8 17 967 20 143 22 444 24 868 27 417 30 091 32 888 35 811 38 857 45 323 52 286 59 747 67 705 76 160 85 113 94 563 104 511
21.6 19 601 21 974 24 484 27 129 29 910 32 826 35 897 39 066 42 390 49 443 57 039 65 178 73 860 83 084 92 851 103 160 114 012
11bIS
:
803
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1976
TABLE 3 NOMINAL CAPACITIES OF TYPICAL TANKS FOR PLATE WIDTH 2.0 m
(Clause 3.2)
TANK DIAMETER, m 3.0 4.5 5.0 6.0 7.5 9.0 10.0 12.0 14.0 16.0 18.0 20.0 22.0 24.0 26.0 28.0 30.0 32.0
TANK HEIGHT, m NOMINAL CAPACITY, kl
2 14 31 39 56 88 127 157 226 307 402 508 628 760 904 1 089 1 231 1 413 1 608
4 28 63 78 113 176 254 314 452 615 804 1 017 1 256 1 520 1 059 2 123 2 463 2 827 3 217
6 42 95 117 169 265 381 471 678 923 1 206 1 526 1 884 2 280 2 714 3 185 3 694 4 241 4 825
8 56 127 157 226 353 508 628 904 1 231 1 608 2 035 2 513 3 041 3 619 4 247 4 956 5 654 6 434
10 70 159 196 282 441 636 785 1 130 1 539 2 010 2 544 3 141 3 801 4 523 5 309 6 157 7 068 8 042
12 84 190 235 339 530 763 942 1 357 1 847 2 412 3 053 3 769 4 561 5 428 6 371 7 389 8 482 9 650
14 98 222 274 395 618 890 1 099 1 583 2 155 2 814 3 562 4 398 5 321 6 333 7 433 8 620 9 896 11 259
16 113 254 314 452 706 1 017 1 256 1 809 2 463 3 216 4 071 5 026 6 082 7 238 8 494 9 852 11 309 12 867
18 127 286 353 508 795 1 145 1 413 2 035 2 770 3 619 4 580 5 654 6 842 8 143 9 556 11 083 12 723 14 476
20 141 318 392 565 883 1 272 1 570 2 261 3 078 4 021 5 089 6 283 7 602 9 047 10 618 12 315 14 137 16 084
22 155 349 431 622 971 1 399 1 727 2 488 3 386 4 423 5 598 6 911 8 362 9 952 11 680 13 546 15 550 17 693
(Continued)
TABLE 3 NOMINAL CAPACITIES OF TYPICAL TANKS FOR PLATE WIDTH 2.0 m — Contd
TANK DIAMETER, m 34.0 36.0 38.0 40.0 42.0 44.0 46.0 48.0 50.0 54.0 58.0 62.0 66.0 70.0 74.0 78.0 82.0
TANK HEIGHT, m NOMINAL CAPACITY, kl
2 1 815 2 035 2 268 2 513 2 770 3 041 3 323 3 619 3 927 4 580 5 284 6 038 6 842 7 696 8 601 9 556 10 562
4 3 631 4 071 4 536 5 026 5 541 6 082 6 647 7 238 7 854 9 160 10 568 12 076 13 684 15 393 17 203 19 113 21 124
6 5 447 6 107 6 804 7 539 8 312 9 123 9 971 10 857 11 781 13 741 15 852 18 114 20 572 23 090 25 805 28 670 31 686
8 7 263 8 143 9 072 11 053 11 083 12 164 13 295 14 476 15 707 18 321 21 136 24 152 27 369 30 787 34 406 38 226 42 248
10 9 079 10 178 11 341 12 566 13 854 15 205 16 619 18 095 19 634 22 902 26 420 30 190 34 211 38 484 43 008 47 783 52 810
12 10 895 12 214 13 609 15 079 16 625 18 246 19 842 21 714 23 561 27 482 31 704 36 228 41 054 46 181 51 610 57 340 63 372
14 12 710 14 250 15 877 17 592 19 396 21 287 23 266 25 333 27 488 32 063 36 989 42 267 47 896 53 878 60 211 66 897 73 934
16 14 526 16 286 18 145 20 106 22 167 24 328 26 590 28 952 31 415 36 643 42 273 48 305 54 739 61 575 68 813 76 453 84 496
18 16 342 18 321 20 414 22 619 24 937 27 369 29 914 32 572 35 342 41 224 47 575 54 343 61 581 69 272 77 415 86 010 95 058
20 18 158 20 357 22 682 25 132 27 708 30 410 33 239 36 191 39 269 45 804 52 841 60 381 68 423 76 969 86 016 95 520 105 620
22 19 974 22 393 24 950 27 646 30 479 33 451 36 561 39 810 43 196 50 384 58 125 66 419 75 266 84 665 94 618 105 124 116 182
12aIS
:
803
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1976
TABLE 4 MINIMUM CALCULATED SHELL PLATE THICKNESS FOR TYPICAL TANKS FOR PLATE WIDTH 1.5 m
(Using plates conforming to IS:226 or IS:2062; E = 0.85 and sp gr = 1; excluding corrosion allowance)
(Clause 3.2)
TANK DIAMETER, m 3.0 4.5 5.0 6.0 7.5 9.0 10.0 12.0 14.0 16.0 18.0 20.0 22.0 24.0 26.0 28.0 30.0 32.0
TANK HEIGHT, m PLATE THICKNESS, mm
1.5 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0
3.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0
4.5 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0
6.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.4
7.5 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 6.0 6.0 6.0 6.0 6.1 6.6 7.1 7.6 8.1
9.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 6.0 6.0 6.1 6.7 7.3 7.9 8.5 9.1 9.7
10.5 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 6.0 6.4 7.1 7.9 8.6 9.3 10.0 10.7 11.4
12.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.7 6.6 7.4 8.2 9.0 9.8 10.7 11.5 12.3 13.1
13.5 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.5 6.5 7.4 8.3 9.2 10.2 11.1 12.0 12.9 13.9 14.8
15.0 5.0 5.0 5.0 5.0 5.0 5.0 5.1 6.2 7.2 8.2 9.3 10.3 11.3 12.4 13.4 14.4 15.4 16.5
16.5 5.0 5.0 5.0 5.0 5.0 5.1 5.7 6.8 7.9 9.1 10.2 11.3 12.5 13.6 14.7 15.9 17.0 18.2
18.0 5.0 5.0 5.0 5.0 5.0 5.6 6.2 7.4 8.7 9.9 11.2 12.4 13.6 14.9 16.1 17.4 18.6 19.8
(Continued)
TABLE 4 MINIMUM CALCULATED SHELL PLATE THICKNESS FOR TYPICAL TANKS FOR PLATE WIDTH 1.5 m — Contd
(Using plates conforming to IS:226 or IS:2062; E = 0.85 and sp gr = 1; excluding corrosion allowance)
TANK DIAMETER, m 34.0 36.0 38.0 40.0 42.0 44.0 46.0 48.0 50.0 54.0 58.0 62.0 66.0 70.0 74.0 78.0 82.0
TANK HEIGHT, m PLATE THICKNESS, mm
1.5 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0
3.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.2 6.6 7.0 7.4 7.8
4.5 6.0 6.0 6.0 6.0 6.2 6.5 6.8 7.1 7.4 7.9 8.5 9.1 9.7 10.3 10.9 11.5 12.1
6.0 6.8 7.2 7.6 8.0 8.4 8.8 9.2 9.6 10.0 10.8 11.6 12.4 13.2 14.0 14.8 15.6 16.4
7.5 8.6 9.1 9.6 10.1 10.6 11.1 11.6 12.1 12.6 13.6 14.6 15.6 16.6 17.6 18.7 19.7 20.7
9.0 10.4 11.0 11.6 12.2 12.8 13.4 14.0 14.6 15.2 16.4 17.7 18.9 20.1 21.3 22.5 23.8 25.0
10.5 12.1 12.9 13.6 14.3 15.0 15.7 16.4 17.1 17.9 19.8 20.7 22.1 23.6 25.0 26.4 27.9 29.3
12.0 13.9 14.7 15.6 16.4 17.2 18.0 18.8 19.7 20.5 22.1 23.8 25.4 27.0 28.7 30.3 32.0 33.6
13.5 15.7 16.6 17.6 18.5 19.4 20.3 21.3 22.2 23.1 25.0 26.8 28.7 30.5 32.4 34.2 36.1 37.9
15.0 17.5 18.5 19.6 20.6 21.6 22.6 23.7 24.7 25.7 27.8 29.9 31.9 34.0 36.0 38.1 — —
16.5 18.3 20.4 21.6 22.7 23.8 25.0 26.1 27.2 28.4 30.6 32.9 35.2 37.4 39.7 — — —
18.0 21.1 22.3 23.6 24.8 26.0 27.3 28.5 29.7 31.0 33.5 35.8 38.4 — — — — —
12bIS
:
803
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1976
TABLE 5 MINIMUM CALCULATED SHELL PLATE THICKNESS FOR TYPICAL TANKS FOR PLATE WIDTH 1.8 m
(Using plates conforming to IS:226 or IS:2062; E = 0.85 and sp gr = 1; excluding corrosion allowance)
(Clause 3.2)
TANK DIAMETER, m 3.0 4.5 5.0 6.0 7.5 9.0 10.0 12.0 14.0 16.0 18.0 20.0 22.0 24.0 26.0 28.0 30.0 32.0
TANK HEIGHT, m PLATE THICKNESS, mm
1.8 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0
3.6 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0
5.4 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0
7.2 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 6.0 6.0 6.0 6.0 6.0 6.3 6.8 7.2 7.7
9.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 6.0 6.0 6.1 6.7 7.3 7.9 8.5 9.1 9.7
10.8 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.1 6.0 6.6 7.4 8.1 8.8 9.6 10.3 11.0 11.8
12.6 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.2 6.0 6.9 7.8 8.6 9.5 10.3 11.2 12.1 12.9 13.8
14.4 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.9 6.9 7.9 8.9 9.9 10.9 11.8 12.8 13.8 14.8 15.8
16.2 5.0 5.0 5.0 5.0 5.0 5.0 5.6 6.7 7.8 8.9 10.0 11.1 12.2 13.4 14.5 15.6 16.7 17.8
18.0 5.0 5.0 5.0 5.0 5.0 5.6 6.2 7.4 8.7 9.9 11.1 12.4 13.6 14.9 16.1 17.4 18.6 19.8
19.8 5.0 5.0 5.0 5.0 5.1 6.1 6.8 8.2 9.6 10.9 12.3 13.7 15.0 16.4 17.8 19.1 20.5 21.8
21.6 5.0 5.0 5.0 5.0 5.6 6.7 7.5 8.9 10.4 11.9 13.4 14.9 16.4 17.9 19.4 20.9 22.4 23.7
(Continued)
TABLE 5 MINIMUM CALCULATED SHELL PLATE THICKNESS FOR TYPICAL TANKS FOR PLATE WIDTH 1.8 m — Contd
(Using plates conforming to IS:226 or IS:2062; E = 0.85 and sp gr = 1; excluding corrosion allowance)
TANK DIAMETER, m 34.0 36.0 38.0 40.0 42.0 44.0 46.0 48.0 50.0 54.0 58.0 62.0 66.0 70.0 74.0 78.0 82.0
TANK HEIGHT, m PLATE THICKNESS, mm
1.8 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0
3.6 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.2 6.7 7.2 7.6 8.1 8.6 9.0 9.5
5.4 6.1 6.4 6.8 7.1 7.5 7.9 8.2 8.6 8.9 9.6 10.4 11.1 11.8 12.5 13.2 13.9 14.6
7.2 8.2 8.7 9.2 9.7 10.1 10.6 11.1 11.6 12.1 13.0 14.0 15.0 15.9 16.9 17.9 18.8 19.8
9.0 10.4 11.0 11.6 12.2 12.8 13.4 14.0 14.6 15.2 16.4 17.7 18.9 20.1 21.3 22.5 23.8 25.0
10.8 12.5 13.2 14.0 14.7 15.4 16.2 16.9 17.6 18.4 19.9 21.3 22.8 24.3 25.7 27.2 28.7 30.1
12.6 14.6 15.5 16.4 17.2 18.1 18.9 19.8 20.7 21.5 23.3 25.0 26.7 28.4 30.1 31.9 33.6 35.3
14.4 16.8 17.8 18.8 19.7 20.7 21.7 22.7 23.7 24.7 26.7 28.6 30.6 32.6 34.6 36.5 38.5 —
16.2 18.9 20.0 21.2 22.3 23.4 24.5 25.6 26.7 27.8 30.1 32.3 34.5 36.7 39.0 — — —
18.0 21.1 22.3 23.6 24.8 26.0 27.3 28.5 29.7 31.0 33.5 35.9 38.4 — — — — —
19.8 23.2 24.6 25.9 27.3 28.7 30.0 31.4 32.8 34.1 36.9 39.6 — — — — — —
21.6 25.4 26.8 28.3 29.8 31.3 32.8 34.3 35.8 37.3 — — — — — — — —
13aIS
:
803
-
1976
TABLE 6 MINIMUM CALCULATED SHELL PLATE THICKNESS FOR TYPICAL TANKS FOR PLATE WIDTH 2.0 m
(Using plates conforming to IS:226 or IS:2062; E = 0.85 and sp gr = 1; excluding corrosion allowance)
(Clause 3.2)
TANK DIAMETER, m 3.0 4.5 5.0 6.0 7.5 9.0 10.0 12.0 14.0 16.0 18.0 20.0 22.0 24.0 26.0 28.0 30.0 32.0
TANK HEIGHT, m PLATE THICKNESS, mm
2 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0
4 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0
6 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.4
8 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 6.0 6.0 6.0 6.0 6.5 7.0 7.5 8.1 8.6
10 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 6.0 6.1 6.8 7.5 8.2 8.8 9.5 10.2 10.9
12 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.7 6.6 7.4 8.2 9.0 9.8 10.7 11.5 12.3 13.1
14 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.8 6.7 7.7 8.6 9.6 10.0 11.5 12.5 13.4 14.4 15.6
16 5.0 5.0 5.0 5.0 5.0 5.0 5.5 6.6 7.7 8.8 9.9 11.0 12.1 13.2 14.3 15.4 16.5 17.6
18 5.0 5.0 5.0 5.0 5.0 5.6 6.2 7.4 8.7 9.9 11.2 12.4 13.6 14.9 16.1 17.4 18.6 19.8
20 5.0 5.0 5.0 5.0 5.2 6.2 6.9 8.3 9.7 11.0 12.4 13.8 15.2 16.6 17.9 19.0 20.7 22.1
22 5.0 5.0 5.0 5.0 5.7 6.8 7.6 9.1 10.6 12.2 13.7 15.2 16.7 18.2 19.8 21.3 22.8 24.3
(Continued)
TABLE 6 MINIMUM CALCULATED SHELL PLATE THICKNESS FOR TYPICAL TANKS FOR PLATE WIDTH 2.0 m — Contd
(Using plates conforming to IS:226 or IS:2062; E = 0.85 and sp gr = 1; excluding corrosion allowance)
(Clause 3.2)
TANK DIAMETER, m 34.0 36.0 38.0 40.0 42.0 44.0 46.0 48.0 50.0 54.0 58.0 62.0 66.0 70.0 74.0 78.0 82.0
TANK HEIGHT, m PLATE THICKNESS, mm
2 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0
4 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.2 6.5 7.0 7.5 8.0 8.6 9.1 9.6 10.1 10.6
6 6.8 7.2 7.8 8.0 8.4 8.8 9.2 9.6 10.0 10.8 11.6 12.4 13.2 14.0 14.8 15.6 16.4
8 9.2 9.7 10.2 10.8 11.3 11.9 12.4 12.9 13.5 14.6 15.6 16.7 17.8 18.9 20.0 21.0 22.1
10 11.5 12.2 12.9 13.6 14.3 14.9 15.6 16.3 17.0 18.3 19.7 21.1 22.4 23.8 25.1 26.5 27.9
12 13.9 14.7 15.6 16.4 17.2 18.0 18.8 19.7 20.5 22.1 23.8 25.4 27.0 28.7 30.3 32.0 33.6
14 16.3 17.3 18.2 19.2 20.1 21.1 22.1 23.0 24.0 25.9 27.8 29.7 31.7 33.6 35.5 37.4 39.3
16 18.7 19.8 20.9 22.0 23.1 24.2 25.3 26.4 27.5 29.7 31.9 34.1 36.3 38.5 — — —
18 21.1 22.3 23.6 24.8 26.0 27.3 28.5 29.7 31.0 33.5 35.9 38.4 — — — — —
20 23.5 24.8 26.2 27.6 29.0 30.4 31.7 33.1 34.5 37.2 — — — — — — —
22 25.8 27.4 28.9 30.4 31.9 33.4 35.0 36.5 38.0 — — — — — — — —
13bAs in the Original Standard, this Page is Intentionally Left BlankIS:803-1976
4.1.3Plate materials specified in 4.1 shall be used without impact testing
on tank shells and its reinforcements for design metal temperatures
greater than 10°C.
4.1.4For temperature lower than 10°C and up to –20°C, material listed
in 4.1 with the exception of structural steel, conforming to IS:226-1975*,
shall be used, and shall demonstrate adequate notch toughness at the
design metal temperature. Each plate as-rolled shall be impact-tested at
the design metal temperature to show that the average of three charpy V-
notch full size specimens is a minimum of 39 N.m (4 kgf.m) (longitudinal)
or 25 N.m (2.5 kgf.m) (transverse).
4.2Structural Sections — Dimensions of structural steel sections used
in tank construction shall conform to IS:808-1964† and IS:808 (Part I)-
1973‡.
4.3Cast Steel Mountings — Cast steel mountings shall be suitable for
welding and shall conform to Grade 3 of IS:1030-1974§.
4.4Electrodes — Electrodes for metal arc welding shall conform to
IS:814 (Part I)-1974|| and IS:814 (Part II)-1974¶.
4.5Piping — Unless specified otherwise, pipe and pipe couplings shall
conform to IS:1978-1971**. By agreement between the purchaser and
the manufacturer, couplings for threaded connections may be supplied
without recesses. When so supplied, the couplings in all other respects
shall conform to IS:1978-1971**. Pipe used for structural purposes shall
conform to IS:1978-1971** and IS:1979-1971†† with respect to physical
properties of the material. Pipes of heavy class conforming to IS:1239
(Part II)-1969‡‡ may be used for nozzles on tank roofs and internal piping
subject to agreement between the purchaser and the manufacturer.
4.6Flanges — Plate ring flanges shall be made from any of the plate
materials listed in 4.1. Requirements of slip-on welding and welding neck
flanges are covered in IS:6392-1971§§.
*Specification for structural steel (standard quality) (fifth revision).
†Specification for rolled steel beam, channel and angle sections (revised).
‡Dimensions for hot rolled steel beams: Part I MB series (second revision).
§Specification for steel castings for general engineering purposes (second revision).
||Specification for covered electrodes for metal arc welding of structural steels: Part I
For welding products other than sheets (fourth revision).
¶Specification for covered electrodes for metal arc welding of structural steels: Part
II For welding sheets (fourth revision).
**Specification for line pipe (first revision).
††Specification for high test line pipe (first revision).
‡‡Specification for mild steel tubes, tubulars and other wrought steel fittings: Part
II Mild steel tubulars and other wrought steel pipe fittings (second revision).
§§Specification for steel pipe flanges.
15IS:803-1976
4.7Bolts and Nuts — Bolts shall conform to the requirements specified
in IS:1367-1967* for black grade bolts of class 4.6 or 4.8. Nuts shall be of
black grade class 4. Screw threads shall conform to coarse series medium
class referred in IS:1367-1967*.
4.8Other materials used in association with steelwork shall, where
appropriate Indian Standard specifications for materials exist, conform to
such specifications.
5. PERMISSIBLE STRESSES
5.1 Maximum allowable working stresses shall not exceed the following.
5.1.1In the design of tank shells, the maximum tensile stress before
applying the factor for joint efficiency shall be 165 N/mm2 (1680 kgf/cm2)
in case of steel conforming to IS:2062-1969† and IS:226-1975‡. For
other grades of steels, maximum allowable stress shall be 0.7 of the
minimum yield stress of each grade or 0.4 of the minimum ultimate
tensile stress whichever is less.
5.1.2Structural design stresses (not covered in 5.1.1) shall conform to the
allowable working stresses given in IS:800-1962§. For this purpose steel
conforming to IS:2002-1962|| (Grade 2B) and IS:2041-1962¶ (Type 1)
should be treated as equivalent to IS:226-1975‡ or IS:2062-1969†
whereas Type 2 steel conforming to IS:2041-1962¶ shall be treated
equivalent to IS:961-1975**.
5.1.3The above stresses are permissible for design temperatures of –10°C
to +200°C, provided that below +10°C only semikilled or killed steels are
used.
5.2The permissible stresses for welds and welded connections shall
conform to the values given in IS:816-1969††.
6. DESIGN
6.0General — Internal pressure of tanks designed in accordance with the
rules and provisions made in this code shall not exceed the value given by:
*Technical supply conditions for threaded fasteners (first revision).
†Specification for structural steel (fusion welding quality) (first revision).
‡Specification for structural steel (standard quality) (fifth revision).
§Code of practice for use of structural steel in general building construction (revised).
||Specification for steel plates for boilers.
¶Specification for steel plates for pressure vessels.
**Specification for structural steel (high tensile) (second revision).
††Code of practice for use of metal arc welding for general construction in mild steel
(first revision).
16IS:803-1976
where
P = internal pressure,
max
W = total weight of shell and structure supported by shell in N
(kgf),
D = diameter of tank in m, and
t = thickness of roof in mm.
6.1Foundation — Tanks shall be built on good foundations. Details of
typical foundations normally adopted are shown in Fig. 3A and 3B
respectively for earth foundation and concrete ringwall foundation.
Where soil conditions are adverse, care should be taken to design the
foundations properly such that no subsidence takes place.
6.2 Design of Bottom Plates
6.2.1Bottom plate, uniformly resting on the ground or supporting sub-
structure, shall conform to the following (see Fig. 4):
a) All bottom plates shall have a minimum nominal thickness of 6 mm.
b)All rectangular plates shall preferably have a minimum width of
1500 mm. All sketch plates (bottom plates upon which the shell
plate rests), which have one end rectangular shall also preferably
have a minimum width of 1500 mm for the rectangular end.
c)Bottom plates shall be of sufficient size so that when welded, at least
a 25 mm width will project beyond the outside edge of the weld
attaching the bottom to the shell plate.
NOTE — Bottom of excavation should be level. Remove muck, vegetation and
unstable materials to whatever depth is necessary.
6.2.2Bottoms shall be built according to either of the following two
methods of construction:
a)Lap welded plates shall be reasonably rectangular and square
edged. Three-plate laps shall not be closer than 300 mm from each
other and also from the tank shell.
Plates shall be welded on top side only with a continuous fillet weld
on all seams. Joints shall be lapped to 5 times the thickness of the
thinner plate, but need not exceed 25 mm (see Fig. 4, Section BB).
Portion of the sketch plates coming under the bottom shell ring
shall have the outer ends of the joints fitted and lap welded to form a
smooth bearing for the shell plates, as shown in Fig. 5A.
Bottom plate attachment with the shell plate may be made by an
annular ring of segmental plates as shown in Fig. 5B. Such annular
rings, where used, shall have their radial seams butt welded with a
backing strip as shown in the same figure. Bottom sketch and rect-
angular plates shall be lapped over the annular ring of segmental
17IS:803-1976
FIG. 3 TYPICAL FOUNDATIONS
plates with the lap not less than five times the nominal thickness
the thinner plates joined.
18IS:803-1976
FIG. 4 TYPICAL LAYOUT OF TANK BOTTOM
b)Bottoms may be of butt welded construction. Plates shall have the
parallel edges prepared for butt welding with either square or
V-grooves. If square grooves are employed, the root opening shall be
not less than 6 mm. The butt welds shall be made by applying a
backing strip 3 mm thick or heavier by tack welding to the
underside of the plate (see Fig. 5B, Section XX). A metal spacer
shall be used, if necessary, to maintain the root opening between the
adjacent plates. The manufacturer may submit the other methods of
butt welding the bottom for the purchaser’s approval. Three-plate
joints shall not be closer than 300 mm from each other and also from
the tank shell.
19IS:803-1976
FIG. 5 BOTTOM PLATE ARRANGEMENT UNDER
TANK SHELL
20IS:803-1976
6.2.3 Bottom Plate Resting on Piers
6.2.3.1For tanks erected on an elevated foundation, and the bottom plate
supported on piers or beams, minimum thickness of bottom plate t in mm
b
shall be obtained by the equation:
3 G×H ×l2
t = -----------------------p -------------
b 4 S
b
where
G = specific gravity of stored product but not less than 1,
H = uniform loading on the bottom plate in N/mm2 (kgf/cm2) due to
p
maximum head of water in the tank,
l = length of bottom plate in mm freely supported between the
successive piers/beams, and
S = maximum allowable bending stress in plate in N/mm2
b
(kgf/cm2).
6.2.3.2The thickness determined by 6.2.3.1 shall be checked by shear
stresses due to the total load H × l acting at the supports and shall be
p
increased if required, to keep these stresses within limits specified in
IS:800-1962*.
6.2.3.3Special consideration shall be given for any other concentrated
loads acting on the bottom plate.
6.2.3.4Generally bottom plate built under this rule is a butt welded
construction so that the plate rests uniformly on the supporting structure.
6.2.3.5Rules for fabrication given in 6.2.1 (b), 6.2.1 (c) and 6.2.2 (b) above
shall also govern fabrication of the bottom plate resting on piers/beams.
6.2.4The joint between the bottom edge of the lowest course of shell plate
and bottom plate or annular segmental plate shall be by a continuous
fillet weld laid on each side of the shell plate. The size of each weld shall
be not greater than 12 mm and not less than the nominal thickness of the
thinner of the two plates joined, nor less than the following values:
Maximum Thickness of Shell Minimum Size of Fillet
Plate, mm Weld, mm
5 5
6 to 20 6
21 to 30 8
Over 32 10
*Code of practice for use of structural steel in general building construction
(revised).
21IS:803-1976
6.3 Design of Shell Plates
6.3.1 Loads
6.3.1.1Stresses in the tank shell shall be computed on the assumption
that the tank is filled with water of specific gravity 1.00 or the liquid to be
stored, if heavier than water. The tension in each course shall be
computed at 30 cm above the centre line of the lower horizontal joint of
the course in question.
6.3.1.2Isolated radial loads on tank shells, such as caused by heavy loads
from platforms and elevated walkways between tanks, shall be
distributed appropriately, preferably in a horizontal position.
6.3.1.3Wind and internal vacuum loads shall be considered together to
check the stability of tank shells. Wind loads shall be as specified in
Fig.1A of IS:875-1964*. Internal vacuum in the tank shall be specified
by the purchaser; however, a minimum of 500 N/m2 (50 kg/m2) vacuum
shall be considered.
6.3.2Joint Efficiency Factor — This shall be taken as 0.85 for double
welded butt joints, to determine the minimum thickness of shell plates
computed from the stress on the vertical joints, subject to all vertical and
horizontal butt welds being spot radiographed as recommended by this
code. Where welds are not to be so examined by radiography, the joint
efficiency factor considered for design shall be 0.70.
6.3.3 Plate Thicknesses
6.3.3.1The minimum thickness of shell plates shall not be less than that
calculated from the following formula or as specified in 6.3.3.2 whichever
is greater:
4.9(H–0.3)DG
t = ------------------------------------------ if S is in N/mm2
SE
or
50(H–0.3)DG
= ----------------------------------------- if S is in kgf/cm2
SE
where
t = minimum thickness in mm;
D = nominal diameter of tank in m;
H = height from the bottom of the course under consideration to
top of top curb angle or to bottom of any overflow which limits
tank filling height in m;
G = specific gravity of liquid to be stored, but in no case less than
1.0;
S = allowable stress; and
E = joint efficiency factor.
*Code of practice for structural safety of buildings: Loading standards (revised).
22IS:803-1976
6.3.3.2In no case shall the nominal thickness of shell plates (including
shell extensions for floating roof) be less than the following:
Nominal Tank Diameter Minimum Nominal Thickness
m mm
Less than 15 5.0
Over 15 up to and including 36 6.0
Over 36 up to and including 60 8.0
Over 60 10.0
6.3.3.3The nominal thickness of shell plates refers to the tank shell as
constructed and is based on stability rather than stress. Any required
corrosion allowance for the shell plates shall be added to the calculated
thickness of 6.3.3.1, unless otherwise specified by the purchaser.
6.3.3.4The maximum nominal thickness of tank shell plates shall be
40mm, except that insert plates up to 75 mm thickness inclusive shall be
permitted for material conforming to IS:2002-1962* Grade 2B and
IS:2041-1962† steels.
6.3.3.5The width of the shell plate shall be as agreed to between the
purchaser and the manufacturer, but preferably should not be less than
1500 mm.
6.3.3.6Stability of tank shells against external loads shall be checked by
determining the maximum height of the shell from the tap curb angle or
wind girder that does not buckle under this loading and providing
stiffening to the shell if required.
The maximum height of unstiffened shell, in metres, shall not exceed
H as determined by the following equation:
1
14 700 t t 3
H 1 = ---------- p------------ D---- , if p is in N/m2
or
1 500 t t 3
= ------------------- ---- , if p is in kgf/m2
p D
where
H = vertical distance between the intermediate wind girder and
1
top angle of the shell or the top wind girder of an open top tank
in m;
t = average shell thickness in height H in mm determined from
1
the actual thicknesses of plates used unless the purchaser
specifies that the net thickness (actual thickness used minus
corrosion allowance specified) shall be considered;
*Specification for steel plates for boilers.
†Specification for steel plates for pressure vessels.
23IS:803-1976
D = nominal tank diameter in m; and
p = sum of all external pressures acting on the tank shell, that is,
wind pressure and internal vacuum.
An initial calculation shall be made using the thickness of the top shell
course. Further calculations shall be made by considering the weighted
average thickness of the top course and part or all of the next lower
course, or courses, till the value H equals or is less than the height of
1
shell used in determining the average thickness.
When such a value of H is obtained, an intermediate wind girder shall
1
be provided on the shell at a distance below the top wind girder of curb
angle, equal to or less than the height of shell used in determining the
average thickness.
Minimum distance from this girder to the nearest horizontal joint in
the shell shall be 150 mm. The required minimum section modulus in
cubic centimetres of this girder shall be determined by the equation:
Z = 0.059 D2H
1
This formula is applicable for total external pressures up to 1470 N/m2
(150 kgf/m2). For greater external pressures P, required minimum section
modulus of this girder is computed by multiplying above equation by
P P
--------------- or ---------- where P is in N/m2 or kgf/m2 respectively.
1 470 150
Thereafter, the rest of the shell below this intermediate girder shall be
checked in the same manner considering this girder as the top of the tank.
If value of H continues to be greater than the height of shell used in
1
determining the average thickness, the shell is considered stable against
the external loads that are considered and no intermediate girder is
required.
6.3.4 Shell Plate Arrangement
6.3.4.1The shell shall be designed to have all courses truly vertical. The
centre-line of each course shall be on top of the centre-line of the course
immediately below or alternatively the inside surfaces of offset horizontal
butt joints shall be kept flush, as desired by the purchaser. The system of
construction to be followed should be specified in the order.
6.3.4.2Vertical joints in adjacent shell courses shall not be in alignment
but shall be offset from each other as large a distance as possible but in no
case less than a distance of 5t, t being the plate thickness of the thicker
course at the point of offset.
6.3.5 Shell Joints
6.3.5.1Vertical and horizontal joints — All vertical and horizontal joints
shall be of double-welded butt construction with complete penetration and
fusion through the full thickness of the parent plate. Suggested forms of
joints are shown in Fig. 6.
24IS:803-1976
FIG. 6 TYPICAL HORIZONTAL AND VERTICAL JOINTS
6.3.5.2The suitability of plate preparation and welding procedure shall
be the manufacturer’s choice subject to welding procedure qualification as
specified in IS:823-1964*.
*Code of procedure for manual metal arc welding of mild steel.
25IS:803-1976
6.3.5.3The wide face of unsymmetrical V or U butt joints may be on the
outside or on the inside of the tank shell.
6.3.6 Roof-Curb Angle
6.3.6.1Except as specified for open top tanks in 6.3.8.6, tank shells shall
be provided with top-curb angles of sizes not less than specified in 6.3.6.2
and as may be required by 6.3.6.3. This will be attached to the upper edge
of the shell plate by a double-welded butt or lap joint. The horizontal leg
of the top angle may extend inside or outside the tank shell at the
purchaser’s option. Typical roof to shell joints and roof plate joints are
given in Fig. 7.
FIG. 7 TYPICAL ROOF JOINTS
6.3.6.2 Minimum sizes of top curb angle shall be:
a) Tanks up to and including 10 m diameter 65 × 65 × 6.0 mm
b)Tanks over 10 m and up to and including 65 × 65 × 8.0 mm
18 m diameter
c)Tanks over 18 m and up to and including 75 × 75 × 10.0 mm
36 m diameter
d) Tanks over 36 m diameter 100 × 100 × 10.0 mm
26IS:803-1976
NOTE — Thickness specified above includes corrosion allowance required for
petroleum service. Special consideration should be given for severe service.
6.3.6.3For tanks having internal pressure, cross-sectional area of curb
angle provided shall not be less than the area required to resist the
compressive force at the roof shell junction minus the participating shell
and roof area shown in Fig. 8.
Area of curb angle required is given by:
where
A = area of curb angle in cm2;
c
D = tank diameter in m;
P = upward force due to internal tank’s pressure minus weight of
roof plates;
= angle between the roof and a horizontal plane at the roof shell
junction in degrees;
W = width of the shell in the compression region in cm;
s
= 0.19 R t where R = radius of tank shell in cm;
S S S
t = nominal shell thickness in mm;
S
W = width of the roof in the compression region in cm;
R
= 0.095 R t ;
R R
R = radius of roof at roof shell junction in cm; and
R
t = nominal roof thickness in cm.
R
This area may be provided by using rolled angle or other section or
plate girder as shown in Fig. 8.
When plate girder as shown in Fig. 8, Detail—D is used, required area
of this girder is given by:
27IS:803-1976
FIG. 8 SOME PERMISSIBLE DETAILS OF COMPRESSION RINGS
6.3.7 Circular Shell Openings
6.3.7.1Opening in tank shells larger than 64 mm in diameter shall be
reinforced. The minimum cross-sectional area of the reinforcement shall
be not less than the product of the vertical diameter of the hole cut in the
tank shell and the shell plate thickness required under 6.3.3.1. The cross-
sectional area of the reinforcement shall be measured along the vertical
axis passing through the centre.
6.3.7.2If a thicker shell plate is used than is required for the hydrostatic
loading and corrosion allowance (see 6.3.3.3), the excess shell plate
thickness, within a vertical distance, both above and below the centre-line
of the hole in the tank shell plate, equal to the vertical dimension of the hole
in the tank shell plate, may be considered as reinforcement, and the thickness
T of the opening reinforcement plate may be decreased accordingly.
6.3.7.3All effective reinforcements shall be made within a distance, above
or below the centre-line of the shell opening, equal to the vertical
28IS:803-1976
dimensions of the hole in the tank shell plate. The reinforcement may be
provided within a vertical distance, both above and below the centre-line
of the hole in the shell, equal to the vertical dimension of the hole in the
tank shell plate by any one, or by any combination, of the following:
a) The reinforcing plate;
b)The portion of the neck of the fitting which may be considered as
reinforcement according to 6.3.7.4; and
c)Any excess shell plate thickness, beyond that required under 6.3.3.1,
and corrosion allowance.
6.3.7.4The following portions of the neck of a fitting may be considered as
part of the area of reinforcement:
a)The portion extending outwardly from the outside surface of the
tank shell plate for a distance equal to four times the neck wall
thickness or, if the neck wall thickness is reduced within this
distance, to the point of transition;
b)The portion lying within the shell plate thickness; and
c)The portion extending inwardly from the inside surface of the tank
shell plate for a distance as specified under 6.3.7.4(a).
6.3.7.5The aggregate strength of the weld attaching a fitting to the shell
plate, or to an intervening reinforcing plate, or to both, shall equal at least
the proportion of the forces passing through the entire reinforcement
which is computed to pass through the fitting considered.
6.3.7.6The aggregate strength of the weld attaching any intervening
reinforcing plate to the shell plate shall at least equal to proportion of the
forces passing through the entire reinforcement which is computed to
pass through the reinforcing plate considered.
6.3.7.7The attachment welding to the shell, along the outer periphery of
the reinforcing plate, shall be considered effective only for the parts lying
outside the area bounded by vertical lines drawn tangent to the shell
opening. The outer peripheral welding, however, shall be applied
completely around the reinforcement. All the inner peripheral welding
shall be considered effective.
The strength of the effective attachment welding shall be considered as
its shear resistance at the stress values given for fillet welds under 5.2.
The outer peripheral weld shall be of a size not less than 0.5 t where
min
t is the smaller of 20 mm or the thickness less corrosion allowance of
min
either of the parts joined by a fillet weld or groove weld; except that when
low type nozzles are used with the reinforcing plate extending to the tank
bottom, the size of that portion of the peripheral weld which attaches the
reinforcing plate to the bottom plate shall conform to 6.2.4. The inner
peripheral welding shall be large enough to sustain the remainder of the
loading.
29IS:803-1976
Figures 11 and 12 show acceptable methods of attachment. For
convenience fillet sizes for one type of attachment are given in Table 9,
and Table 10 respectively for manholes and nozzles. For other types of
attachments, fillet sizes shall be determined according to 6.3.7.5, 6.3.7.6
and 6.3.7.7.
6.3.7.8When two or more openings are located so close that their normal
reinforcing plate edges are closer than ten times the thickness of the
thicker reinforcing plate with a minimum of 150 mm, they shall be
treated and reinforced as follows:
a)All such openings shall be included in a single reinforcing plate,
which shall be proportioned for the largest opening in the group;
b)If the normal reinforcing plates for the smaller openings in the
group, considered separately, would fall within the area limits of the
solid portion of normal plate for the largest opening, the smaller
openings may be included in a normal plate for the largest openings
without increase in size of that plate; provided, however, that if any
opening intersects the vertical centre-line of another, the total width
of the final reinforcing plate along the vertical centre-line of either
opening shall be not less than the sum of the widths of the normal
plates for the openings involved; and
c)If the normal reinforcing plates for the smaller openings, considered
separately, would not fall within the area limits of the solid portion
of a normal plate for the largest opening, the group reinforcing plate
size and shape shall be such as to include the outer limits of the
normal reinforcing plates for all of the openings in the group.
Change of size from the outer limits of the normal plate for the
largest opening to the outer limits of that for the smaller opening
farthest therefrom shall be by uniform straight taper unless the
normal plate for any intermediate opening would extend beyond the
limits so fixed, in which case uniform straight tapers shall join the
outer limits of the several normal plates. Provisions under 6.3.7.8
(b) with respect to openings on the same or adjacent vertical centre-
lines shall also apply in this case.
6.3.7.9Reinforcement for non-circular openings shall be given special
consideration.
6.3.8 Design of Wind Girders for Open-Top Tanks
6.3.8.1Open top tanks shall be provided with stiffening rings to maintain
roundness when the tank is subjected to wind loads. Stiffening rings shall
be located at or near the top course, and preferably on the outside of the
tank shell.
6.3.8.2The required minimum section modulus of the wind girder shall
be determined by the following formula:
Z = 0.059 D2H
30IS:803-1976
where
Z = section modulus in cm3,
D = normal diameter of tank in m, and
H = height of tank shell in m including any ‘free board’ provided
above the maximum filling height as guide for the floating roof.
Stiffening ring having a section modulus given by the above formula is
adequate for external pressures (wind + vacuum) up to 1470 N/m2 (150
kgf/mm2). For greater external pressure P, required section modulus of
the stiffening ring shall be computed by multiplying above equation by
P P
--------------- (or ---------- where P is in kgf/m2).
1 470 150
6.3.8.3 The section modulus of the stiffening ring shall be based upon the
properties of the applied members and may include a portion of the tank
shell for a distance of 16 plate thicknesses below and, if applicable, above
the ring shell attachment. When curb angles are attached to the top edge
of the shell ring by butt welding, this distance shall be reduced by the
width of the vertical leg of the angle. Section modulii values for typical
ring members are given in Table 7.
6.3.8.4Stiffening rings may be made of either structural section, formed
plate section, or sections built-up by welding, or of combinations of such
types of sections assembled by welding. The outer periphery of stiffening
rings may be circular or polygonal. Built-up stiffening rings using flats
and bars are permitted subject to purchaser’s approval.
6.3.8.5The minimum size of angle for use along, or as component in a
built-up stiffening ring, shall be 60 × 60 × 6 mm. The minimum nominal
thickness of plate for use in formed or built-up stiffening rings shall be
6mm.
6.3.8.6When stiffening rings are located more than 0.6 m below the top of
the shell, the tank shall be provided with a 60 × 60 × 5 mm top curb angle
for 5 mm shells, and with a 75 × 75 × 6 mm angle for shell greater than
5mm. Other rolled sections of equivalent section modulus may also be
used.
6.3.8.7Rings of such design that liquid may be trapped thereon shall be
provided with adequate drain holes.
6.3.8.8Stiffening rings or portions thereof, which are regularly used as a
walkway, shall have a width not less than 0.6 m clear of the projecting
curb angle on the top of the tank-shell, shall be located preferably 1 m
below the top of the curb angle, and shall be provided with a standard
railing on the unprotected side and at the ends of the section so used.
6.3.8.9When a stair opening is installed through a stiffening ring, the
section modulus of that portion of the ring outside the opening, and including
the transition section, shall conform to the requirements of 6.3.8.2. The
31IS:803-1976
shelladjacent to such opening shall be stiffened with an angle, or bar, placed
horizontally. The other sides of the opening shall be stiffened with an angle,
or bar, placed vertically. The cross-sectional area of these rim stiffeners
shallbe at least equivalent to the cross-sectional area of that portion of
shellincluded in the section modulus calculations of the stiffening ring
(see6.3.8.8). These stiffeners, or additional members, shall furnish a
suitable tee board around the opening. The stiffening members shall extend
beyond the end of the opening for a distance equal to or greater than the
minimum depth of the regular ring section. The end stiffening members
shall frame into the side stiffening members and shall be connected to them
in such a manner as to develop their full strength.
6.3.8.10Supports shall be provided for all stiffening rings when the
dimension of the horizontal leg or web exceeds 16 times the leg or web
thickness. Such supports shall be spaced at intervals as required for the
dead load and vertical live load that may be placed upon the ring.
However, the spacing shall not exceed 24 times the width of the outside
compression flange.
6.3.8.11Continuous seal welds of about 3 mm shall be used for all joints
which, because of their location, may be subjected to corrosion from
entrapped moisture or cause rust markings on the tank shell. Full
penetration butt welds shall be used for jointing ring sections.
6.3.9An alternate method for design of tank shells is dealt with in
Appendix B.
TABLE 7 SECTION MODULUS OF WIND GIRDERS
(Clause 6.3.8.3)
All dimensions in millimetres.
SECTIONTHROUGHWINDGIRDER MEMBERSIZEIN SECTION MODULUS IN cm3
FOR SHELL THICKNESS
mm × mm × mm 5 mm 6 mm
ISA 65 × 65 × 6 6.4 6.5
ISA 65 × 65 × 8 8.3 8.5
ISA 75 × 75 × 10 13.6 13.0
Detail A — Top Angle
(Continued)
32IS:803-1976
TABLE 7 SECTION MODULUS OF WIND GIRDERS — Contd
SECTIONTHROUGHWINDGIRDER MEMBERSIZEIN SECTION MODULUS IN cm3
FOR SHELL THICKNESS
mm × mm × mm 5 mm 6 mm
ISA 65 × 65 × 6 27.2 28.4
ISA 65 × 65 × 8 33.2 34.9
ISA 75 × 75 × 6 36.3 37.8
ISA 75 × 75 × 10 50.0 54.1
ISA 100 × 100 × 6 63.8 66.8
ISA 100 × 100 × 10 73.7 92.2
Detail B — Curb Angle
ISA 65 × 65 × 6 28.3 29.4
ISA 65 × 65 × 8 34.8 36.4
ISA 100 × 75 × 8 67.5 70.6
ISA 125 × 75 × 8 90.1 94.5
ISA 150 × 115 × 10 157.5 190.1
Detail C — Single Angle
(Continued)
33IS:803-1976
TABLE 7 SECTION MODULUS OF WIND GIRDERS — Contd
SECTIONTHROUGHWINDGIRDER MEMBERSIZEIN SECTION MODULUS IN cm3
FOR SHELL THICKNESS
mm × mm × mm 5 mm 6 mm
ISA 100 × 75 × 8 182.2 187.5
ISA 100 × 75 × 10 217.6 224.1
ISA 125 × 75 × 8 250.7 258.4
ISA 125 × 75 × 10 300.2 309.5
ISA 125 × 95 × 8 288.5 296.0
ISA 125 × 95 × 10 346.9 356.2
ISA 150 × 115 × 10 506.7 518.9
Detail D — Two Angles
b = 250 — 341.0
b = 300 — 427.2
b = 350 — 518.7
b = 400 — 615.5
b = 450 — 717.4
b = 500 — 824.4
b = 550 — 936.6
b = 600 — 1 053.8
b = 650 — 1 176.1
b = 700 — 1 303.5
b = 750 — 1 435.9
b = 800 — 1 573.4
b = 850 — 1 716.0
b = 900 — 1 863.5
Detail E — Formed Plate b = 950 — 2 016.1
b = 1000 — 2 166.7
(Continued)
34IS:803-1976
TABLE 7 SECTION MODULUS OF WIND GIRDERS — Contd
SECTIONTHROUGHWINDGIRDER MEMBERSIZEIN SECTION MODULUS IN cm3
FOR SHELL THICKNESS,
mm 6 mm
b = 250 335.2
b = 300 417.6
b = 350 504.6
b = 400 596.5
b = 450 693.2
b = 500 794.8
b = 550 901.3
b = 600 1 012.8
b = 650 1 129.2
b = 700 1 250.6
b = 750 1 376.6
b = 800 1 508.2
b = 850 1 644.4
b = 900 1 785.6
Detail F — Formed Plate
b = 950 1 931.8
b = 1000 2 082.9
b = 1 050 2 239.1
b = 1 100 2 400.2
b = 1 150 2 566.3
b = 1 200 2 737.4
35IS:803-1976
6.4 Designs of Roof
6.4.1Definitions — The following definitions shall apply to designs of
roofs.
6.4.1.1Supported cone roof — A roof formed to approximately the surface
of a right cone, with its principal support provided by either rafters on
girders and columns or rafters on trusses with or without columns.
6.4.1.2Self-supporting cone roof — A roof formed to approximately the
surface of a right cone, supported only at its periphery.
6.4.1.3Self-supporting dome roof — A roof formed to approximately a
spherical surface, supported only at its periphery.
6.4.1.4Self-supporting umbrella roof — A modified dome roof so formed
that any horizontal section is a regular polygon with as many sides as
there are roof plates, supported only at its periphery.
6.4.2 General
6.4.2.1All roofs and supporting structures shall be designed to support
dead load, plus a uniform live load of not less than 1225 N/m2 (125
kgf/m2) of projected area.
6.4.2.2Roof plates shall have a minimum nominal thickness of 5 mm. A
greater thickness may be required for self-supporting roofs (see 6.4.5 and
6.4.6).
6.4.2.3Roof plates of supported cone roofs shall not be attached to the
supporting members.
6.4.2.4All internal and external structural members of the roof shall
have a minimum nominal thickness, in any component, of 4.5 mm.
6.4.2.5Roof plates shall be attached to the top angle of the tank with a
continuous fillet weld on the top side only.
If the continuous fillet weld between the roof plates and the top angle
does not exceed 5 mm and the slope of the roof at the top angle
attachment does not exceed 1 in 6, the joint may be considered to be
frangible and, in case of excessive internal pressure, will fail before
failure occurs in the tank shell joints or the shell-to-bottom joint. Failure
of the roof-to-shell joint may be accompanied by buckling of the top angle.
Where the weld size exceeds 5 mm or where the slope of the roof at the
top-angle attachment is greater than 1 in 6, emergency venting devices in
accordance with Appendix C shall be provided by the purchaser. The
manufacturer shall provide a suitable tank connection for the device.
6.4.2.6Roof plate shall be lapped with a minimum overlap of 25 mm and
shall be welded with a continuous fillet weld on the top side only. Laps
shall be arranged as shown in Fig. (A) or (B) of Fig. 7 for roof plate joint
depending on the local conditions by agreement between the purchaser
and the manufacturer.
36IS:803-1976
6.4.2.7For all types of roofs, the plates may be stiffened by sections
welded to the plates but not to the supporting rafters and/or girders.
6.4.3Permissible Stresses — All parts of the structure shall be so
proportioned that the sum of the maximum static stresses shall not
exceed the permissible stresses given in IS:800-1962*.
6.4.4Supported Cone Roofs — The design of supported cone roof shall
conform to the following:
a)Roof plates shall be welded on the top side with continuous full-fillet
welds on all seams. The size of the roof-to-top angle weld shall be 5
mm or smaller if so specified by the purchaser.
b)The slope of the roof shall be 1 in 16 or greater as specified by the
purchaser. If the rafters are set directly on chord girders producing
slightly varying rafter slopes, the slope of the flattest rafter shall
conform to the specified or ordered roof slope.
c)Main supporting members, including those supporting the rafters,
may be rolled or fabricated section or trusses, with or without
supporting columns. Although these members may be in contact
with the roof plates, the compression flange of a member or the top
chord of a truss shall be considered to receive no lateral support
from the roof plates and shall be laterally braced, if necessary, by
other acceptable methods.
d)Structural members, serving as rafters, may be rolled or fabricated
sections. Rafters in direct contact with the roof plates applying the
loading to the rafters may be considered to receive adequate lateral
support from the friction between the roof plates and the
compression flanges of the rafters, with the following exceptions:
(1) Trusses and open-web joists used as rafters,
(2) Rafters having a nominal depth greater than 375 mm, and
(3) Rafters having a slope greater than 1 in 6.
e)Rafters shall be spaced so that, in the outer ring, their centres shall
not be more than 2 m measured along the circumference of the tank.
Spacing on inner rings shall not be greater than 1.75 m. When
specified by the purchaser for tanks located in areas subject to
earthquake, 20 mm diameter tie rods (or equivalent) shall be placed
between the rafters in the outer rings. These tie rods may be omitted
if I or H sections are used as rafters.
f)Roof columns shall be made from structural shapes or pipes or
built-up sections. Suitable base frames or reinforcing pads shall be
provided at the column base to distribute loads coming on the tank
bottom.
*Code of practice for use of structural steel in general building construction
(revised).
37IS:803-1976
g)Rafters clips for the outer row of rafters shall be welded to the tank
shell. Columns shall not be rigidly attached to the bottom plate.
Guide clips shall be welded to the tank bottom to prevent lateral
movement of columns. All other structural attachments shall be
either bolted, riveted, or welded.
6.4.5Self-Supporting Cone Roofs — Self-supporting cone roofs shall
conform to the following requirements:
Maximum = 37°
Minimum sin = 0.165 (slope 1 in 6)
Minimum t = but not less than 5 mm
Maximum t = 12 mm
NOTE — Self-supporting roofs having the roof plates stiffened by sections welded to
the plates need not conform to the above minimum thickness requirements, but
should be not less than 5 mm when so designed by the manufacturer, subject to the
approval of the purchaser.
6.4.5.1The cross-sectional area of the top angle in cm2 plus the cross-
sectional areas of the shell and roof plates within a distance of 16 times
their thicknesses measured from their most remote point of attachment to
the top angle, shall not be less than:
where
D = nominal diameter of tank shell in m,
= angle of cone elements with the horizontal in degrees, and
t = nominal thickness of roof plates in mm.
6.4.6Self-Supporting Dome and Umbrella Roofs — Self-supporting dome
and umbrella roofs shall conform to the following requirements:
Minimum R = 0.8 D
Maximum R = 1.2 D where R = radius of the dome in m,
Minimumt = R/2.5 but not less than 5 mm
in mm
Maximum t = 12 mm
These formulae for self-supporting roofs assume a uniform live load of
1225 N/m2 (125 kgf/m2).
NOTE — Self supporting roofs having the roof plates stiffened by sections welded to
the plates need not conform to the minimum thickness requirements, but should not
be less than 5 mm when so designed by the manufacturer, subject to the approval of
the purchaser.
38IS:803-1976
6.4.6.1The cross-sectional area of the top angle in cm2 plus the cross-
sectional areas of the shell and roof plates within a distance of 16 times
their thicknesses, measured from their most remote point of attachment
to the top angle, shall equal or exceed:
DR
---------
20
where
D = nominal diameter of tank shell in m,
R = radius of curvature of roof in m, and
t = nominal thickness of roof plates in mm.
6.4.7 Top-Angle Attachment for Self-Supporting Roofs
6.4.7.1The top-angle sections for self-supporting roofs shall be joined by
butt welds having complete penetration and fusion. Joint efficiency
factors need not be applied if it conforms to the requirements of 6.4.5 and
6.4.6.
6.4.7.2For self-supporting roofs whether of the cone, dome or umbrella
type, the edges of the roof plates, at the option of the manufacturer, may
be flanged horizontally to rest flat against the top angle to improve
welding conditions.
6.4.8Recommended column layout for tanks and column and girder
attachment details are shown in Fig. 9 and 10.
6.5Floating Roof — Reference may be made to Appendix D for the
design and construction of floating roofs.
7. APPURTENANCES AND MOUNTINGS
7.1 General
7.1.1Appurtenances or mountings installed on tanks should conform to
this code. Alternative designs of appurtenances which provide equivalent
strength, tightness and utility are permissible, if so agreed by the
purchaser.
7.1.2Manhole necks, nozzle necks, reinforcing plates, and shell-plate
openings, which have either sheared or oxygen-cut surfaces, shall have
such surfaces made uniform and smooth, with the corners rounded,
except where such surfaces are fully covered by attachment welds.
7.2 Shell Manholes
7.2.1 Shell manholes shall conform to Fig. 11 and Tables 8 and 9.
7.2.2Manhole frames may be press-formed or of built-up welded
construction.
39IS:803-1976
FIG. 9 RECOMMENDED LAYOUT OF COLUMNS FOR NORMAL
SIZE TANKS
40IS:803-1976
FIG. 10 TYPICAL COLUMN AND GIRDER ATTACHMENT DETAILS
41IS:803-1976
7.3 Shell Nozzles
7.3.1 Shell nozzles shall conform to Fig. 12 and 13 and Table 10.
7.3.2Details and dimensions specified herein are for nozzles installed
with their axes perpendicular to the shell plate. Nozzles may be installed
at an angle of other than 90° to the shell plate in a horizontal plane,
provided that the width of the reinforcing plate is increased by the
amount that the horizontal chord of the opening cut in the shell plate
increases as the opening changes from circular to elliptical in making the
angular installation. In addition, nozzles not larger than 75 mm nominal
pipe size, for insertion of thermometer wells, sampling connections, or
other purposes not involving the attachment of extended piping, may be
installed at an angle of 15° or less off perpendicular in a vertical plane,
without modification of the nozzle reinforcing plate.
7.4 Roof Manholes
7.4.1Manholes in the roof shall conform to Fig. 14 and Table 11. They
shall be suitable for attachment by welding to the tank roof sheets and
shall be positioned close to roof sheet supporting members.
7.4.2The manhole cover may be hinged with single or multiple bolt fixing
as required by the purchaser.
7.4.3Openings made for fixing manholes on self supporting roofs and
roofs subjected to internal pressure shall be reinforced by a plate ring
having the same thickness of roof plate and outer diameter equal to twice
the diameter of the opening.
7.5 Roof Nozzles
7.5.1Flanged roof nozzles shall conform to Fig. 15 and Table 12,
installation of threaded nozzles shall be as shown in Fig. 15.
7.5.2All nozzle openings greater than 150 mm diameter, shall be
reinforced by a plate ring having the same thickness as roof plate and
outer-diameter equal to twice the diameter of the opening.
7.6 Water Draw-Offs and Drain Pad
7.6.1 Water draw-off sumps shall conform to Fig. 16.
7.6.2 Drain pad for elevated tanks shall be in accordance with Fig. 17 and
Table 13.
7.7 Platforms, Gangways and Stairways
7.7.1 Platforms and gangways shall conform to the following:
a)Platforms and gangways shall be capable of supporting a moving
concentrated load of 4412 N (450 kgf) and the handrailing structure
42IS:803-1976
shall be capable of withstanding a load of 882 N (90 kgf) applied in
any direction at any point on the top rails.
b) All parts shall be made of metal.
c) Flooring shall be of grating or of non-slip material.
d)A standard width of such gangways on a tank is 600 mm. Wider
gangways may be used if required by the purchaser.
e)Handrailing of 1 m height shall be provided on all open sides
andshall have a toe board not less than 75 mm besides top and
mid-rails.
f)At handrail openings, any space between the tank and the platform
wider than 150 mm shall be floored.
7.7.2 Stairways shall conform to the following:
a)Stairways shall be capable of supporting a moving concentrated load
of 4412 N (450 kgf) and the handrailing structure shall be capable
of withstanding a load of 882 N (90 kgf) applied in any direction at
any point on the top rail.
b)Handrails shall be on both sides of straight stairs, as well as on
spiral stairs when the clearance between the tank shell and stair
stringer exceeds 200 mm.
c)Spiral stairways should be completely supported on the shell of the
tank and ends of the stringers should be clear of the ground.
d)All parts to be made of metal.
e)Standard width of stairs is 800 mm. Wider stairs may be used if
required by purchaser.
f)Standard width of stair treads is 250 mm, and shall be of a grating or
non-slip material.
g)Maximum angle of stairway with a horizontal line shall be 50°.
h)Stair tread rises shall be uniform throughout the height of the
stairway and preferably be 200 mm.
j)Top railing shall join the platform handrail without offset, and the
height measured vertically from tread level at nose of tread shall be
750 to 850 mm.
k)Maximum distance between railing posts measured along the slope
of the railing shall be 2.4 m.
7.8Flush Type Cleanout Fitting — Figure 18 shows an acceptable
type of flush type cleanout fitting that may be incorporated in a tank if
43IS:803-1976
FIG. 11 TYPICAL SHELL MANHOLES (see Tables 8 and 9)
44IS:803-1976
specified by the purchaser. Tables 14, 15 and 16 give additional data and
dimensions of this fitting. Special consideration shall be made by the
purchaser in design of foundation to provide an adequate support to this
fitting.
7.9Gauge Wells — Typical sketches of gauge wells showing two
different methods of installing gauges without welding them to the
existing roof nozzles are given in Fig. 19.
7.10Tank Accessories — Other tank accessories like level indicator,
foam chamber, gauge hatch, free vents and earthing boss be provided
conforming to Indian Standard specifications wherever available and in
agreement with the purchaser.
TABLE 8 SHELL MANHOLE COVER PLATE AND BOLTING FLANGE
THICKNESS (see Fig.11)
(Clause 7.2.1)
MAXI- EQUI- MINIMUM COVER PLATE MINIMUM BOLTING FLANGE THICK-
MUM VALENT THICKNESS IN mm NESS AFTER FINISHING IN mm
TANK *PRESSURE
HEIGHT IN N/mm2 500-mm 600-mm 750-mm 900-mm 500-mm 600-mm 750-mm 900-mm
m (kgf/cm2) Man- Man- Man- Man- Man- Man- Man- Man-
hole hole hole hole hole hole hole hole
(1) (2) (3) (4) (5) (6) (7) (8) (9) (10)
6.5 0.065(0.65) 8 10 12 12 6 6 8 10
8.0 0.08 (0.80) 10 12 12 14 6 8 10 12
10.0 0.10 (1.00) 10 12 14 16 6 8 10 12
12.0 0.12 (1.20) 12 12 16 18 8 10 12 14
14.0 0.14 (1.40) 12 14 16 20 10 12 12 16
16.5 0.165(1.65) 12 14 18 20 10 12 14 18
20.0 0.20 (2.0) 14 16 20 22 11 12 16 20
23.0 0.23 (2.3) 16 18 20 25 12 14 18 20
*Equivalent pressure is based on water loading.
45
IS:803-1976
TABLE 9 SHELL MANHOLE DIMENSIONAL DATA (see Fig.11)
(Clause7.2.1)
All dimensions in millimetres.
a) Nominal size, D 500 600 750 900
O.D. of cover plate, D 725 825 975 1125
C
Bolt circle dia, D 650 750 900 1050
B
b)The minimum neck thickness T shall be the thickness of the shell plate, or the
p
allowable finished thickness of the bolting flange (see Table 8) whichever is
thinner, but in no case shall it be thinner than the following:
Shell Thickness Thickness of Neck, T
p
mm mm
5-20 8
21-25 11
26-30 12
31-36 18
37-40 20
NOTE — If neck thickness on a built-up manhole is greater than the required
minimum, the manhole reinforcing plate may be decreased accordingly within the
limits specified in 6.3.
c)Opening in the shell D shall be equal to D + 100 mm for Type A attachments.
S o
For other type of attachments D shall be established by manufacturer as
S
required.
d)Opening in the reinforcing plate D shall be equal to O.D. of neck D + 3 mm.
p o
e) Sizes of fillet welds (leg length) for attachment Type A shall be as follows:
e =≥ 3T/4, but not less than 6 mm.
f = T/2, but not more than 12 mm and not less than 8 mm.
g = t, where t is 10 mm or less, or
t/2 with a minimum of 10 mm where t exceeds 10 mm.
f)For attachment Types B, C and D, sizes of fillet welds shall be fixed in accordance
with 6.3.7.5, 6.3.7.6 and 6.3.7.7.
46IS : 803 - 1976
FIG. 12 TYPICAL SHELL NOZZLES (see Table 10)
47As in the Original Standard, this Page is Intentionally Left BlankIS:803-1976
FIG. 13 SHELL NOZZLE FLANGES (see Table 10)
8. SHOP FABRICATION AND INSPECTION
8.1 Workmanship
8.1.1All work of fabrication shall be done in accordance with this code.
The workmanship and finish shall be first class in every respect subject to
the closest inspection by the manufacturer’s inspector, whether or not the
purchaser waives any part of the inspection.
49IS:803-1976
TABLE 10 SHELL NOZZLES DIMENSIONAL DATA (see Fig. 12 and 13)
(Clause 7.3.1)
All dimensions in millimetres.
A. FLANGED FITTINGS
NOMINAL SIZE MINIMUM WALL DISTANCE FROM DISTANCE FROM TANK BOTTOM TO
OFNOZZLE, D THICKNESS, SHELL TO FLANGE, NOZZLE CENTRE
T * E p
Regular Type Low Type
(1) (2) (3) (4) (5)
900 12 350 1 000 920
850 12 330 950 870
800 12 330 900 820
750 12 300 850 770
700 12 300 800 720
650 12 300 750 670
600 12 300 700 620
550 12 280 650 570
500 12 280 600 520
450 12 250 550 470
400 12 250 500 420
350 12 250 450 370
300 12 220 430 350
250 12 220 380 300
200 12 200 330 250
150 11 200 280 200
100 8.5 175 230 150
75 7.5 175 200 120
50 5.5 150 175 100
40 5 150 150 75
B. SCREWED FITTINGS
NOMINAL SIZE OF WALLTHICKNESS DISTANCE FROM TANK BOTTOM TO
NOZZLE NOZZLECENTRE
Regular Type Low Type
(1) (2) (3) (4)
75 Coupling 230 140
50 ,, 175 75
40 ,, 150 75
25 ,, 125 75
20 ,, 100 75
*Includes corrosion allowance required for petroleum service. Special consideration
should be given for severe service.
(Continued)
50
IS:803-1976
TABLE 10 SHELL NOZZLES DIMENSIONAL DATA — Contd
NOTE1 — If neck thickness on a built-up nozzle is greater than the required
minimum, the nozzle reinforcing plate may be decreased accordingly within the
limits specified in 6.3.7.
NOTE2 — Opening in the shell D
S
shall be equal to D
0
+ 65 mm for Type A
attachments. For other type of attachments, D shall be established by
S
manufacturer as required.
NOTE3 — Opening in the reinforcing plate D
p
shall be equal to O.D. for neck
D +3mm.
0
NOTE4 — Standard size of reinforcing plate D
L
= 2 D S.
NOTE5 — Fillet weld sizes for Type A attachment shall be as follows:
e = t (shell plate thickness).
f = thickness for pipe wall T or reinforcing plate T whichever is lesser.
p
g = r for shell thicknesses up to 10 mm
or
t/2 for shell thicknesses greater than 10 mm.
NOTE6 — For attachment Types B, C and D, fillet weld sizes shall be in accordance
with 6.3.7.5, 6.3.7.6 and 6.3.7.7.
NOTE7 — Nozzle pipe wall thicknesses listed above for 650, 700, 750, 800, 850 and
900 mm dia nozzles are applicable for use on tank shells up to 25 mm thickness.
When these nozzles are installed on thicker shell plate, their wall thickness shall be
as follows:
t T
p
28 14
32 17.5
36 19.0
40 19.0
TABLE 11 ROOF MANHOLES (see Fig. 14)
(Clause 7.4.1)
SIZE OF COVER PLATE BOLT CIRCLE NO. OF BOLT HOLE
MANHOLE DIAMETER DIAMETER BOLTS DIAMETER
D D
C B
(1) (2) (3) (4) (5)
mm mm mm mm
500 650 590 16 18
600 750 690 20 18
51IS:803-1976
FIG. 14 TYPICAL ROOF MANHOLE (see Table 11)
TABLE 12 ROOF NOZZLES (see Fig. 15)
(Clause 7.5.1)
NOMINAL SIZE OF NOZZLE PROJECTION OF NOZZLE H
(1) (2)
mm mm
40 150
50 150
75 150
100 150
150 150
200 150
250 200
300 200
52IS:803-1976
FIG. 15 TYPICAL ROOF NOZZLES (see Table 12)
53IS:803-1976
FIG. 16 TYPICAL WATER DRAW-OFF SUMP
TABLE 13 DETAIL OF DRAIN PAD FOR ELEVATED TANKS (see Fig. 17)
(Clause 7.6.2)
All dimensions in millimetres.
NOMINAL NO. AND DIA
SIZE A B C D E F G H J OF STUDS
(1) (2) (3) (4) (5) (6) (7) (8) (9) (10) (11)
50 50 150 120 22 65 42 25 15 90 4 of 16 mm
75 90 190 150 25 105 45 25 19 120 4 of 16 mm
100 120 230 190 28 135 45 25 22 150 8 of 16 mm
150 170 280 240 32 185 50 32 24 200 8 of 20 mm
54IS:803-1976
FIG. 17 TYPICAL DRAIN PAD FOR ELEVATED TANKS (see Table 13)
TABLE 14 FLUSH TYPE CLEANOUT FITTINGS (see Fig. 18)
(Clause 7.8)
All dimensions in millimetres.
SIZE OF ARC WIDTH UPPER UPPER BOTTOM SPECIAL NO. OF DIA-
OPENING OF SHELL CORNER CORNER FLANGE BOLT BOLTS METER
REINFORCING RADIUS RADIUS OF WIDTH SPACING OF
HEIGHT (h) PLATE OF SHELL BOLTS
× WIDTH (b) OPENING REINFORCING
PLATE
W r r f g
1 2
(1) (2) (3) (4) (5) (6) (7) (8)
600 × 600 1 800 200 725 85 80 36 20
900 × 1 200 2 650 375 1 025 120 105 46 25
1 200 × 1 200 3 125 400 1 280 125 110 52 25
55IS:803-1976
TABLE 15 THICKNESS OF COVER PLATE, BOLTING FLANGE AND
REINFORCING PLATE FOR FLUSH TYPE CLEANOUT FITTINGS (see Fig. 18)
(Clause 7.8)
All dimensions in millimetres unless otherwise specified.
MAXIMUM MINIMUM THICKNESS OF BOLTING MINIMUM THICKNESS OF BOTTOM
TANK FLANGE AND COVER PLATE, t c FOR REINFORCING PLATE, t b FOR
HEIGHT OPENING SIZE OPENINGSIZE
600×600 900×1200 1200×1200 600×600 900×1200 1200×1200
(1) (2) (3) (4) (5) (6) (7)
m
6.0 10 16 16 12 22 22
10.25 12 19 22 12 25 28
12.5 12 22 22 14 28 32
16.0 14 25 25 16 32 36
18.25 16 25 28 28 38 36
TABLE 16 THICKNESS AND HEIGHT OF SHELL REINFORCING PLATE
FOR CLEANOUT FITTINGS (see Fig. 18)
(Clause 7.8)
All dimensions in millimetres unless otherwise specified.
MAXIMUM THICKNESS OF SHELL REINFORCING HEIGHT OF REINFORCING PLATE, L
TANK PLATE, T FOR OPENING SIZE FOROPENINGSIZE
HEIGHT
600×600 900×1200 1200×1200 600×600 900×1200 1200×1200
(1) (2) (3) (4) (5) (6) (7)
m
6.00 t+3 t+2 t+3 850 1400 1700
10.25 t+5 t+3 t+6 850 1400 1700
12.50 t+6 t+5 t+6 850 1400 1700
16.00 t+10 t+8 t+10 850 1400 1700
18.25 t+12 t+6 t+12 850 1400 1700
t = thickness of first shell course.
NOTE1 — Opening for a cleanout fitting shall be rectangular, except that the upper
corners of the opening shell have a radius at least equal to one-third the greatest
height of the clear opening. The width or height of the clear opening shall not exceed
1200 mm.
NOTE2 — The reinforced opening shall be completely preassembled into a first
course shell plate.
NOTE3 — If any plate in the unit has a thickness greater than 16 mm, then the
attachment welds shall be thermally stress relieved at a temperature of 600 to
650°C for 1 hour per 25 mm of thickness.
56
IS : 803 - 1976
FIG. 18 TYPICAL FLUSH TYPE CLEANOUT FITTINGS (see Tables 14, 15 and 16)
57IS
:
803
-
1976
FIG. 19 TYPICAL GAUGE-WELL INSTALLATION ON EXISTING
NOZZLE OF CONE ROOF TANKS
58IS:803-1976
8.2Straightening — Straightening of material shall be done by pressing
before being laid out or worked on in any way, or by methods that will not
injure it. Heating or hammering is not permissible unless the material is
heated to a forging temperature.
8.3Plate Edge Preparation — The edges of plates may be sheared,
marked, chipped or machine oxygen-cut. Shearing shall be limited to
10.00 mm for butt-welded joints. When edges of plates are oxygen-cut, the
resulting surface shall be uniform, smooth and free from scale and slag
accumulations before welding. A fine film of rust adhering after wire
brushing on cut or sheared edges that are to be welded need not be
removed. Circumferential edges of roof and bottom sketch plates or
annulars may be manually oxygen-cut.
8.4Shaping of Shell Plates — Shell plates may be shaped to suit the
curvature of the tank and erection procedure to the following schedule:
Nominal Plate Thickness, Min Nominal Tank Diameter
mm m
5 12 and less
10 20 and less
13 40 and less
16 All
Except where otherwise specified by the purchaser, all shell plates
shall be rolled to correct curvature.
8.5Shop Painting — Unless otherwise specified by the purchaser,
painting shall be as specified in 8.5.1 to 8.5.3.
8.5.1All roof structural members, stairways, handrails, etc, shall be
thoroughly cleaned and freed from rust and scale and painted with a
primary coat of an approved paint before despatch. Tank plates shall be
despatched unpainted.
8.5.2Where facilities are available, it is recommended that the whole of
the tank material including mounting should have the mill scale removed
by pickling or alternatively by sand or shot-blasting and be painted with
an approved primer immediately after cleaning. Protective coatings may
be used on surfaces to be welded subject to their inclusion in a welding
procedure qualification test, and acceptance thereof.
8.5.3All machined surfaces and bolts and nuts shall be left unpainted
and coated with an approved corrosion inhibitor in a petroleum base
before despatch.
8.6 Marking
8.6.1All plates and structural members shall be marked in accordance
with a marking diagram to be supplied by the manufacturer, which shall
also bear such other marks as may be required to facilitate erection.
59IS:803-1976
8.6.2Erection marks shall be painted clearly on plates and structural
members in white paint and shall be at least 50 mm high. In addition,
they shall be hand stamped in symbols not less than 12 mm high, which
in the case of plates, shall be in the corner approximately 150 mm from
either edge. For curved plates, such marks shall be on the concave side.
8.7Packing — All projecting plates and all ends of members at joints
shall be stiffened, all straight plates shall be bundled, all screwed ends
and machined surfaces shall be suitably packed, all rivets, bolts, railing
connections and other small parts shall be packed separately and all
other tank material shall be suitably packed so as to prevent damage or
distortion during transit.
8.8 Inspection
8.8.1The inspector shall have free access at all reasonable times to those
parts of the manufacturer’s works which are concerned with the
fabrication of the steel work and shall be afforded all reasonable facilities
for satisfying himself that the fabrication is being undertaken in
accordance with the provisions of this standard.
8.8.2Unless otherwise specified, inspection shall be made at the place of
manufacture prior to despatch and shall be conducted so as not to
interfere unnecessarily with the operation of the work.
8.8.3The manufacturer shall guarantee compliance with the provisions of
this standard if required to do so by the purchaser.
8.8.4Should any structure or part of a structure be found not to comply
with any of the provisions of this standard, it shall be liable to rejection.
No structure or part of the structure once rejected shall be resubmitted
for test except in cases where the purchaser or his authorized
representative considers the defect as rectifiable.
8.8.5Defects which may appear during fabrication shall be made good in
a manner acceptable to the purchaser’s inspector.
8.8.6All gauges and templates necessary to satisfy the inspector shall be
supplied by the manufacturer. The inspector may at his discretion check
the test results obtained at the manufacturer’s works by independent
tests at the National Test House or elsewhere and should the material so
tested be found to be unsatisfactory, the cost of such tests shall be borne
by the manufacturer, and if satisfactory, the cost shall be borne by the
purchaser.
9. SITE ERECTION
9.1 Foundations
9.1.1The foundation for receiving the tank bottom shall be provided by
the purchaser unless otherwise stated in the purchase order. It shall
60IS:803-1976
beproperly consolidated. Where the bearing power of the soil is poor,
special soil investigation shall be carried out to determine the most
practical and economical procedure for stabilization of the tank
foundation and determination of maximum allowable tank height.
9.1.2All reasonable care shall be taken to prevent damage to the
foundation during erection.
9.1.3Level foundations shall be provided for tank erection. The
foundation should have adequate bearing power to maintain the levelness
of foundation till hydraulic test, which is essential for tank shells being
built to tolerances specified in 9.3.5.1.
9.1.3.1Where concrete ringwalls are provided under the shell, the top of
the ringwall shall be level within ±3 mm in any 10 metres of
circumference and within ±6 mm in the total circumference.
9.1.3.2Where concrete ringwalls are not provided, the foundation under
the shell shall be level within ±3 mm in any 3 metres of circumference and
within ±12 mm in the total circumference.
9.2Preparation of Materials — All materials shall be inspected and
faired as necessary at site to ensure that any damage received during
transportation is corrected before erection to the satisfaction of the
purchaser’s representative. Particular attention shall be given to the
removal of buckles and other forms of distortion in shell and bottom
plates. Irregularities and dirt which would prevent metal to metal contact
at the jointing faces shall be removed.
9.3 Erection of Plates
9.3.1Plate Holding Devices — The method of holding the plates in
position during welding and all devices used for this purpose should be
approved by the purchaser.
9.3.2The first course of shell plates shall be held in position by metal
clamps or other devices attached to the bottom plates whilst it is plumbed
and checked for circularity and before it is tack welded to the bottom.
9.3.3Lap Joints — All lap joints shall be held in close contact during
welding and the surface in contact shall be thoroughly cleaned before
assembly.
9.3.4 Erection Holes and Attachments
9.3.4.1Holes in platework to assist in erection should be avoided as far as
possible. The method of filling any holes made shall be approved by the
purchaser.
9.3.4.2Lugs attached by welding to the tank and required only for the
purpose of erection shall be removed on completion of erection without
61IS:803-1976
damaging the parent metal. Such areas shall be inspected carefully and
shall be reinforced by weld deposit if required. All such weldments on the
exterior of tank shall be ground smooth to present a neat appearance.
9.3.5 Circularity and Shape
9.3.5.1Tank shells shall be built to the following tolerances to produce a
tank of acceptable appearance and to permit proper functioning of
floating roofs. These tolerances may be waived by agreement between the
purchaser and the manufacturer:
a)The maximum out-of-plumbness of the top of the shell relative to the
bottom of the shell shall not exceed 1/200 of the total tank height.
b)Radii measured at 300 mm above the bottom corner weld shall not
exceed the following tolerances:
Diameter Range, m Radius Tolerance, mm
0 to 12 excluding ±12
12 to 45 excluding ±18
45 to 75 excluding ±25
Over 75 ±32
c)Peaking of vertical weld joints measured over an arc length of 1m
shall not exceed 12 mm.
d)Bending of horizontal weld joints measured by a straightedge of 1m
length shall not exceed 12 mm.
9.3.5.2The top of the tank shell shall be carefully checked for circularity,
dimensions and level before the roof members (fixed roof tank) or the
primary wind girder (floating roof tank) are erected.
9.3.6 Alignment
9.3.6.1Plates to be joined by butt welding shall be matched accurately
and retained in position during the welding operation. Misalignment in
completed vertical joints shall not exceed 10 percent of the plate thickness
or 1.5 mm for plates 20 mm thick and under, and 3 mm for plates over
20mm thick, whichever is the larger.
9.3.6.2In completed horizontal butt joints, the upper plate shall not
project beyond the face of the lower plate at any point by more than 20
percent of the thickness of the upper plate, with a maximum of 3 mm,
except that a projection of 1.5 mm is permissible of upper plate less than
8mm thick.
9.3.7Tank shells shall be safeguarded from damage due to wind by
provision of steel wire guys or any other means until completion of roof
framing or the wind girder in the case of an open top tank.
62IS:803-1976
9.4 Tolerances in Floating Roof Tanks
9.4.1The differences in the gap between the shell and the periphery of
the roof during erection of the roof shall not exceed 12 mm from the
nominal gap.
9.4.2The distance from the centre of the floating roof assembly to the
vertical face of its outer circumferential rim, prior to fitting the sealing
mechanism, shall have a tolerance of 12 mm for tanks up to 44-metre
diameter and 25 mm for tanks with diameters over 44 metres.
9.4.3Notwithstanding the various tolerances for shell dimensions, and
the floating roof, the difference in the gap between the shell and the
periphery of the roof shall not exceed 50 mm from the nominal value or
such other limit specified by the manufacturer depending on the
adaptability of the sealing mechanism provided by the manufacturer.
10. SITE WELDING
10.1 General
10.1.1Tanks and their structural attachments shall be welded by the
metal arc or submerged-arc process. The welding may be performed
manually, automatically or semi-automatically using suitable equipment.
10.1.2The welding procedure in general and the qualification of welders
shall be as specified in IS:823-1964* and IS : 817-1966†.
10.2 Welding Sequence
10.2.1The welding sequence for tack welding and final welding of the
bottom, shell and roof plates shall be such as to minimize the distortion
due to welding shrinkage.
10.2.2The welding sequence to be adopted shall be the subject of
agreement between the purchaser and the erector.
10.3Weather Conditions — Welding shall not be carried out when the
surfaces of the parts to be welded are wet from any cause and during
periods of rain and high winds unless the welder and work are properly
shielded. Welding shall not be done when the base metal temperature is
less than –18°C. When the base metal temperature is between –18°C
and 0°C or the thickness is in excess of 32 mm, the surface of the two
plates to be joined shall be pre-heated to a temperature warm to the hand
to a distance of not less than four times the plate thickness, or 75 mm,
whichever is the greater, in any direction, before welding is begun, and
during the course of the welding operation this pre-heat temperature
shall be maintained in the specified area.
*Code of procedure for manual metal arc welding of mild steel.
†Code of practice for training and testing of metal arc welders (revised).
63IS:803-1976
10.4Electrodes — Electrodes shall be in accordance with IS:814 (Part
I)-1974* or IS:814 (Part II)-1974† as required. They shall be stored in a
dry place in their original packets or cartons.
10.5Tack Welds — Tack welds used in the assembly of the vertical
joints of tank shells, and those used for assembling the shell to the bottom
shell be removed and shall not remain in the finished joint. Tack welds in
the bottom, roof and circumferential joints of the shell, and other joints,
need not be removed provided they are sound and the subsequent weld
beads are thoroughly fused into the tack welds.
10.6 Welding Procedure
10.6.1Each layer of weld metal in multi-layer welding shall be cleaned of
slag and other deposits before the next layer is applied. Slag shall also be
removed from the finished welds before inspection.
10.6.2The reverse side of full penetration butt joints shall be cleaned
thoroughly prior to the application of the first bead to this side, in a
manner that will leave the exposed surface suitable for the fusion of the
weld metal to be added. This may be done by chipping, grinding or
gouging, or when the back of the initial bead is smooth and free from
crevices which might entrap slag, by other methods which may, upon field
inspection, be acceptable to the purchaser.
10.6.3The weld metal of both sides of all butt joints shall be built up so
that the finished face in the area of fusion extends above the surface of
the adjoining plates, or the thinner plate joined, preferably by not more
than 1.5 mm.
10.6.4There shall be no undercutting of the base metal, except on
horizontal welds where undercutting up to 1 mm is permissible.
10.6.5The edges of all welds shall merge with the surface of the adjoining
plates without a sharp angle.
10.6.6Peening of welds shall not be carried out except by agreement
between the tank erector and the purchaser. In no case shall the final
layer of the weld be peened.
10.6.7Welding procedures used shall produce weldments whose
mechanical properties are consistent with the plate material joined.
Welding procedure qualifications for vertical and horizontal welds for
design metal temperatures less than 10°C shall include impact tests in
the weld metal and heat affected zone. The impact tests shall show an
average of at least 25.5 N.m (2.5 kgf.m) at the design metal temperature.
*Specification for covered electrodes for metal arc welding of structural steel: Part I
For welding products other than sheets (fourth revision).
†Specification for covered electrodes for metal arc welding of structural steel: Part II
For welding sheets (fourth revision).
64IS:803-1976
Weld metal impact specimens shall be taken across the weld with the
notch in the weld metal. The specimen shall be oriented so that the notch
is normal to the surface of the material. One face of the specimen shall be
substantially parallel to and within 1.5 mm of the surface of material 25
mm and thinner. For material more than 25 mm thickness, the impact
specimens shall be taken as near midway between the surface and the
centre of thickness as practical.
Heat-affected zone impact specimens shall be taken across the weld
and as near the surface of the material as is practical. The specimens
shall be of sufficient length to locate, after etching, the notch in the
heat-affected zone. The notch shall be cut approximately normal to the
material surface to include as much heat-affected zone material as
possible in the resulting fracture.
10.7 Inspection
10.7.1The purchaser’s inspector shall have at all times free entry to all
parts of the job while work under the contract is being performed. The
manufacturer shall afford to purchaser’s inspector, free of cost, reasonable
facilities to assure him that the work is being performed in accordance
with this standard.
10.7.2Material damaged by defective workmanship, or otherwise
defective, shall be rejected. The manufacturer shall be liable to furnish
new material promptly or correct defective workmanship to the
satisfaction of the purchaser’s inspectors.
11. RADIOGRAPHIC INSPECTION OF SHELL JOINTS
11.1Application — Spot radiographic inspection by X-ray or gamma-
ray shall be confined to shell joints on tanks where a joint efficiency factor
of 0.85 is specified. Procedure and technique adopted shall be in
accordance with IS : 1182-1967* and IS : 2595-1963†.
11.2Preparation for Examination — All butt-welded joints to be
radiographed shall be prepared as follows:
The weld ripples or weld surface irregularities on both the inside
and outside shall be removed by any suitable mechanical process to
such a degree that the radiographic contrast resulting from any
irregularities cannot mask or be confused with the image or any
objectionable defect. Also, the weld surface shall merge smoothly into
the plate surface. The finished surface of the reinforcement may be
flush with the plate or may have a reasonable uniform crown not to
exceed the following values:
*Recommended practice for radiographic examination of fusion welded butt joints in
steel plates (first revision).
†Code of practice for radiographic testing.
65IS:803-1976
Plate Thickness Maximum Thickness of Reinforcement
mm mm
Up to 12, including 1.5
Over 12 and up to 25 including 2.5
Over 25 3
11.3 Number and Location of Radiographs
11.3.1 Radiographs shall be taken as follows:
a)Vertical joints — One spot radiograph shall be taken in the first 3 m
of completed vertical joint of each type and thickness welded by each
welder or welding operator. Thereafter, without regard to the
number of welders or welding operators working thereon, one
additional spot radiograph shall be taken in each additional 25 m
(approximately), and any remaining major fraction thereof, of
vertical joints of the same type and thickness. At least 25 percent of
the selected spots shall be at junctions of vertical and horizontal
joints, with a minimum of two such intersections per tank.
b)Horizontal joints — Where complete penetration and complete
fusion are specified, one spot radiograph shall be taken in the first
3m of completed horizontal joint of the same type and thickness
(based on the thickness of the thicker plate at the joint), without
regard to the number of welders or welding operators working
thereon. Thereafter, one radiograph shall be taken in each
additional 50 m (approximately) and any remaining major fraction
thereof, of horizontal joint of the same type and thickness.
c)For the purpose of this section, plates shall be considered of the same
thickness when the difference in the specified or design thickness
does not exceed 0.8 mm.
d)When two or more tanks are erected in the same location for the
same purchaser, either concurrently or continuously, the number of
spot radiographs to be taken may be based on the aggregate length
of welds of the same type and thickness in each group of tanks
rather than on the length of weld in each individual tank.
11.3.2It is to be recognized that the same welder or welding operator may
or may not weld both sides of the same butt joint. It is therefore permissible
to inspect the work of two welders or welding operators with one spot
radiograph if they weld opposite sides of the same butt joint. When a spot
radiograph is rejected, it shall be determined by further spot radiographs
whether one or both welders or welding operators were at fault.
11.3.3As far as possible, an equal number of spot radiographs shall be
taken from the work of each welder or welding operator, except that this
requirement shall not apply where the length of joint welded by a welder
or welding operator is much less than average.
66IS:803-1976
11.3.4The locations for taking spot radiographs may be determined by
the purchaser’s inspector.
11.3.5As welding progresses, radiographs shall be taken as soon as
practicable.
11.4Film — Each radiograph shall clearly show a minimum of 150 mm
of weld length. The film shall be centred on the weld and shall be of
sufficient width to permit adequate space for the location of identification
marks and thickness gauge or penetrometer.
11.5Film Defects — All radiographs shall be free from excessive
mechanical processing defects which would interfere with proper
interpretation of the radiographs.
11.6Submission of Radiographs — Prior to any repairs of welds, the
radiographs shall be submitted to the inspector, who may be nominated
by the purchaser, with such information as he may request regarding the
radiographic technique used.
11.7Radiographic Standards — Sections of welds which are shown by
radiography to have any of the following imperfections, shall be judged
unacceptable:
a) Any crack, incomplete fusion, or incomplete penetration.
b)Any individual elongated inclusion having a length greater than
two-thirds the thickness of the thinner plate of the joint. However,
regardless of the plate thickness, no such inclusion shall be longer
than 20 mm, and no such inclusion shorter than 6 mm shall be the
cause for rejection.
c)Any group of inclusions in line, where the sum of the longest
dimensions of all such imperfections is greater than T (where T is
the thickness of the thinner plate joined) in a length of 6T, except
when each of the individual spaces between imperfections is greater
than three times the length of the longer of the adjacent
imperfections. When the length of the radiograph is less than 6T,
the permissible sum of the lengths of all inclusions shall be
proportionately less than T, provided the limits of the deficient
welding are clearly defined.
d)Porosity in excess of that shown as acceptable in the following
specifications:
1)The total area of porosity as determined from the radiographic
film shall not exceed 0.060T mm2 in any 150 mm length of weld,
where T is the thickness of the weld. If the weld is less than
150mm long, the total area of porosity shall be reduced in
proportion. The maximum pore dimension shall be 20 percent of T
or 3 mm, whichever is smaller, except that an isolated pore
67IS:803-1976
separated from an adjacent pore by 25 mm or more may be 30
percent of T or 6 mm, whichever is less. Dark images of a
generally circular or oval shape shall be interpreted as porosity
for the purposes of this standard.
2)The porosity charts in Fig. 20 to 23 illustrate various types of
assorted and uniform, randomly dispersed porosity indications.
These charts represent the maximum acceptable porosity for each
thickness. The charts represent full-scale 150 mm radiographs
and shall not be enlarged or reduced. The porosity distributions
shown are not necessarily the patterns that may appear on the
radiograph but are typical of the number and size of indications
permitted. When porosity indications differ significantly from the
porosity charts, the actual numbers and sizes of the pores may be
measured and the total area of porosity calculated.
3)In any 25 mm length of weld or 2T, whichever is smaller, porosity
may be clustered to a concentration four times that permitted by
0.060T. Such clustered porosity shall be included in the porosity
in any 150 mm length of weld which includes the cluster.
4)Aligned porosity shall be acceptable, provided the summation of
the diameters of the pores is not more than T in a length 12T or
150 mm, whichever is less. However, each pore shall be separated
by a distance at least six times the diameter of the largest
adjacent pore. Aligned porosity indications shall be counted in
thetotal area of permissible indications in any 100 mm length
ofweld.
5)Permissible porosity indications for weld thicknesses
intermediate to those illustrated may be evaluated either by
comparison with the next thinner material or by calculation, as
shown in Table 17.
11.8Determination of Limits of Defective Welding — When a
section of weld is shown by a radiograph to be unacceptable under the
provisions of 11.7, or the limits of the deficient welding are not defined by
such radiograph, two adjacent spots shall be examined by radiography.
However, if the original radiograph shows at least 75 mm of acceptable
weld between the defect and any one edge of the film, an additional
radiograph need not be taken of the weld on that side of the defect. If
theweld at either of the two adjacent sections fails to comply with
therequirements of 11.7, additional nearby spots shall be examined until
the limits of unacceptable welding are determined; or the erector may
replace all the welding performed by the welder or welding operator on
that joint. If the welding is replaced, the inspector shall have the option of
requiring that one radiograph be taken at any selected location on
anyother joint on which the same welder (or operator) has welded. If any
68IS:803-1976
of such additional spots fails to comply with the requirements of 11.7, the
limits of unacceptable welding shall be determined as specified for the
initial section.
11.9Repair of Defective Welds — Defects in welds shall be repaired by
chipping or melting out such defects from one or from both sides of the
joint, as required, and rewelding. Only sufficient cutting out of defective
joints is required as is necessary to correct the defects.
All repaired welds in joints shall be checked by repeating the original
test procedure.
11.10Record of Radiographic Examination — A record shall be
made by the erector of all films, with their identification marks, on a
developed shell plate diagram.
After the completion of the structure, the films shall be the property of
the purchaser, unless otherwise agreed between the purchaser and the
erector.
TABLE 17 MAXIMUM PERMISSIBLE POROSITY INDICATIONS IN
RADIOGRAPHS PER 150 mm LENGTH OF WELD (see Fig. 20 to 23)
[Clause11.7(d)(5)]
WELD TOTAL AREA LARGE PORES MEDIUM PORE FINE PORE
THICKNESS OFPERMITTED
POROSITY Size Number Size Number Size Number
(1) (2) (3) (4) (5) (6) (7) (8)
cm2 mm mm mm
3 0.05 — — — — 0.40 40
6 0.10 — — 0.6 31 0.40 100
12 0.20 2.5 4 0.80 40 0.50 101
20 0.30 3.2 4 0.90 50 0.60 99
25 0.40 3.2 5 1.0 50 0.70 101
40 0.60 3.2 7 1.20 50 0.90 99
50 0.80 3.2 10 1.4 51 1.0 100
12. TESTING OF TANKS
12.1 Bottom Testing
12.1.1After the bottom and at least the bottom course of shell plates have
been welded, the bottom shall be tested by pumping air beneath the
bottom plates to a pressure just sufficient to lift them off the foundation
and in any case, not less than 100 mmH O gauge. The pressure shall be
2
held by the construction of a temporary dam of clay or other suitable
material around the tank periphery. Soap suds or other suitable material
shall be applied to all joints for detection of leaks.
69
IS:803-1976
12.1.2Subject to agreement of the purchaser, fuel oil may be used instead
of air and soap suds to test for leaks.
12.1.3Alternatively, the bottom seams may be tested by the vacuum box
method. Figure 24 shows typical details of a vacuum box.
12.2 Shell Testing
12.2.1The shells of fixed roof tanks shall be tested after the completion of
the roof; those of open-top or floating roof tanks after completion of the
wind girder. Whenever possible, testing shall be by filling the tank with
water to the level of the top leg of the top-curb angle and noting any leaks.
When floating roofs are erected by floatation method, the shell shall be
tested concurrently with erection.
12.2.2Where local conditions are such that testing with water is
impractical, the tank shall be tested by painting or spraying all joints on
the inside with a highly penetrating oil and noting any leaks, or by
pressurising the tank with air, the air pressure not exceeding the weight
of the roof plates, and carefully examining the joints for any leakage by
means of soap suds.
12.3 Fixed Roof Testing
12.3.1When the tank-shell is tested with water, the roof shall be tested
by pumping air under the roof plates while the tank is still full of water.
In the case of non-pressure tanks, the roof shall be tested to a pressure of
73 mmH O gauge; in the case of pressure roof tanks to a pressure of
2
one-and-a-quarter times the pressure at which the pressure side of the
pressure/vacuum-relief valve is designed to open. Soap suds or other
suitable material shall be applied to all joints for the detection of leaks.
Alternatively, the roof weld seams may be tested by vacuum box method.
12.3.2When water is not available for testing the tank-shell, the roof
shall be tested by air as described in 12.2.2.
12.4 Repair of Leaks
12.4.1All leaks detected during testing shall be repaired to the
satisfaction of the purchaser and on completion the entire tanks shall be
tight and free from leaks.
12.4.2In the joints between roof plates only, pinhole leaks may be
repaired by mechanical caulking. However, where there is any indication
of considerable porosity the leaks shall be sealed by laying down an
additional layer of weld metal over the porous sections.
12.4.3In all other joints, whether between shell plates or bottom plates or
both, leaks shall be repaired only by welding, if necessary, after first
cutting out the defective part.
12.4.4When the tank is filled with water for testing, defects in the shell
joints shall be repaired with the water level at least 300 mm below the
joint being repaired.
70IS : 803 - 1976
FIG. 20 RADIOGRAPHIC POROSITY STANDARDS — TYPICAL NUMBER AND SIZE
PERMITTED IN ANY 150 mm LENGTH OF WELD, 12 mm WELD THICKNESS
(see TABLE 17), TOTAL PORE AREA PERMITTED 0.20 cm2
71IS : 803 - 1976
FIG. 21 RADIOGRAPHIC POROSITY STANDARDS — TYPICAL NUMBER AND SIZE
PERMITTED IN ANY 150 mm LENGTH OF WELD, 20 mm WELD THICKNESS
(see TABLE 17), TOTAL PORE AREA PERMITTED 0.30 cm2
72IS : 803 - 1976
FIG. 22 RADIOGRAPHIC POROSITY STANDARDS — TYPICAL NUMBER AND SIZE
PERMITTED IN ANY 150 mm LENGTH OF WELD, 25 mm WELD THICKNESS
(see TABLE 17), TOTAL PORE AREA PERMITTED 0.40 cm2
73IS : 803 - 1976
FIG. 23 RADIOGRAPHIC POROSITY STANDARDS — TYPICAL NUMBER AND SIZE
PERMITTED IN ANY 150 mm LENGTH OF WELD, 50 mm WELD THICKNESS
(see TABLE 17), TOTAL PORE AREA PERMITTED 0.80 cm2
74IS:803-1976
FIG. 24 DETAIL OF TYPICAL VACUUM BOX
75IS:803-1976
12.4.5No welding shall be done on any tank unless all lines connecting
thereto have been completely blanked off. No repairs shall be attempted
on tanks while filled with oil, nor any tanks which have contained oil
until the tanks have been emptied, cleaned and gas freed in a safe
manner. No repairs shall be attempted by the erector on a tank which has
contained oil except in a manner approved in writing by the purchaser,
and in the absence of the purchaser’s inspector.
A P P E N D I X A
(Clause 3.3)
INFORMATION TO BE FURNISHED BY PURCHASER
A-1.The following information shall be supplied by the purchaser in his
enquiry:
a) Location of tank;
b) Nominal capacity of tank;
c) Tank diameter and/or height restrictions;
d) Internal tank pressure and/or vacuum;
e) Rate of filling and emptying tank;
f) Product to be stored, its design specific gravity;
g) Minimum ambient temperature where tank is located or design
metal temperature;
h) Corrosion allowance for shell, bottom, roof, structure and other
parts;
j) Maximum wind speeds;
k) Earthquake factor;
m) Any additional loads to be considered for tank design;
n) Type of foundation, and bearing capacity of the soil;
p) List of mountings required and their location on the tank;
q) Type of bottom construction — lap or butt welded;
r) Type of roof, namely, cone, dome or open-top. In case of supported
cone column supported or truss supported;
s) Extent of painting required and surface preparation; and
t) Scope of supply of tank manufacturer.
76IS:803-1976
A P P E N D I X B
(Clause 6.3.9)
ALTERNATE DESIGN FOR TANK SHELLS
B-1. GENERAL
B-1.1The rules given in this appendix permit the use of a higher design
stress and a design based on the specific gravity of the product to be
stored. These rules can be applied only when specified by the purchaser.
B-1.2The purchaser should give special consideration to foundations,
corrosion allowance, or any other protective measures deemed necessary.
Shells designed on the basis of these rules shall incorporate all provisions
of this appendix. For all other details, provisions of the code shall apply.
B-2. MATERIALS
B-2.1Plate materials specified in 4.1 shall be used without impact testing
on tank shells and its reinforcements under these rules for design metal
temperatures greater than 10°C.
B-2.2For temperatures lower than 10°C, up to –20°C materials listed
in4.1, with the exception of steel conforming to IS:226-1975*, steels
shall be used and shall demonstrate adequate notch toughness at the
design metal temperature. Each plate as rolled shall be impact tested at
the design metal temperature to show that the average of three Charpy
V-notch full sized specimens is a minimum of 4 kgf.m (longitudinal) or 2.5
kgf.m (transverse).
B-2.3Plate materials used for insert type reinforcement in thickness
greater than 50 mm shall conform to IS:2002-1962† Grade 2B or
IS:2041-1962‡ and shall meet test requirements as specified above.
B-2.4Piping and flanges used shall meet specifications listed under 4.5
and 4.6 respectively and shall have a minimum Charpy V-notch impact
strength of 20 N.m (2 kgf.m) (full sized specimen) at the design metal
temperature when it is below 10°C.
B-3. ALLOWABLE STRESS
B-3.1The maximum allowable stress including the joint efficiency factor
for designing shells shall be 0.7 of the minimum yield stress or 0.4 of the
minimum ultimate tensile stress whichever is less, except that an
additional safety factor of 1.05 shall be considered in computing maximum
allowable stress values for designing the bottom course of tank shells.
*Specification for structural steel (standard quality) (fifth revision).
†Specification for steel plates for boilers.
‡Specification for steel plates for pressure vessels.
77IS:803-1976
B-4. PLATE THICKNESS
B-4.1The minimum thickness of shell plates shall not be less than that
calculated from the following formula or according to 6.3.3.2 whichever is
greater:
4.9 ( H–0.3 ) D×G
t = -------------------------------------------------------- + c where S is in N/mm2
S
or
50 ( H–0.3 ) D×G
= ------------------------------------------------------ + c where S is in kgf/cm2
S
where
t=minimum thickness in mm;
D=nominal diameter of tank in m;
H=height from the bottom of the course under consideration to top
curb angle or to bottom of any overflow which limits tank filling
height in m;
G=specific gravity of liquid to be stored;
S=allowable stress as computed from B-3.1; and
c=corrosion allowance in mm to be specified by purchaser, but not
less than 1.5 mm.
B-4.2The manufacturer may use a combination of high strength steel for
lower courses and low strength steel for upper courses, provided that the
thickness of any course is not less than the course immediately above it.
B-5. HYDROSTATIC STRESSES
B-5.1Stresses in plates due to hydrostatic loading shall not exceed 3/7 of
minimum ultimate tensile stress of the material used. Plate thicknesses
determined by B-4.1 or 6.3.3.2 shall be checked for hydrostatic stresses S
1
by the following equation and shall be increased as required to keep it
within specified limits:
S = -4 ---. --9 --- --( -- --H -------– ----0 ----. -3 ---- --) -- --D ---- N/mm2 ≤ 3/7 Min UTS
1 t
or
= 5 ----0 --- --( --- --H ------– -----0 ---. --3 --- --) -- --D ---- kgf/cm2 ≤ 3/7 Min UTS
t
B-6. SHELL CONNECTIONS
B-6.1All shell opening connections which require reinforcement shall be
attached by welds fully penetrating the shell. Where insert type
reinforcements, shown in Fig. 25, are used, they shall be butt-welded into
the shell as shown, with the welds having complete penetration and
78IS:803-1976
fusion. Welds attaching manholes and nozzles into these insert plates
may have partial penetration as shown in Fig. 25.
B-6.2All opening connections 300 mm or larger in nominal diameter
welded into a shell plate exceeding 25 mm in thickness shall be
prefabricated into the shell plate of thickened insert plate and this complete
assembly shall be stress-relieved before erection. Alternatively, all
weldments and the heat-affected zones on this assembly may be locally
stress-relieved by electric induction heating method, however, prior to
welding the plate assembly into the tank. The stress-relieving requirements
do not apply to the weld to the bottom annular plate, except for flush type
cleanout openings. All flush types cleanout openings, including the bottom
reinforcing plate or annular plate shall be stress-relieved.
B-6.2.1Where stress relief has been performed, the spacing from the
periphery weld to a shell butt-weld shall be at least 150 mm from vertical
joints or 75 mm from horizontal joints provided that, in either case, the
spacing is not less than 3 times the shell thickness. These rules shall also
apply to the bottom-to-shell joint except that, as an alternative the insert
plate or reinforcing plate may extend to and intersect the bottom-to-shell
joint at approximately 90°.
B-6.3All welds attaching manholes and nozzles shall be examined by
magnetic particle inspection, after stress-relieving if any, but before the
hydrostatic test of the tank.
B-6.4Flush type cleanout openings in accordance with 7.8 are
permissible with the following exception:
a)The material for shell plate in the cleanout opening assembly, the
shell reinforcing plate, the tank bottom reinforcing plate and the
neck plate shall conform to requirements of B-2.
b)The maximum height of the opening in the shell shall not exceed
900mm.
c)The upper corner radius r of a 900×1200 mm shell opening (see
1
Table 14) shall be 600 mm.
B-6.5Piping attached to nozzles on the shell shall be designed to have
maximum flexibility to eliminate or minimize loads on the shell connections
imposed by its restraint. Nozzle reinforcements shall also be designed to
take care of any additional loading caused by piping or other attachments.
B-7. RADIOGRAPHY
B-7.1The following additional radiography over the requirements specified
in 11 shall be carried out on tanks built under the rules of this appendix:
a)On shell plates up to 10 mm thickness, one additional radiograph
shall be taken on all vertical joints.
79IS:803-1976
FIG. 25 INSERT TYPE REINFORCEMENT FOR MANHOLES AND NOZZLES
80IS:803-1976
b)On shell plates greater than 10 mm and up to and including 25 mm,
all the joints shall be radiographed showing at least 50 mm of
horizontal weld on either side of the intersection. On the lowest
course, one additional radiograph shall be taken as close as
practicable to the shell/bottom fillet weld.
c)On shell plates greater than 25 mm, vertical welds shall be fully
radiographed. Additionally, all the joints shall be radiographed
showing at least 50 mm of horizontal weld on either side of the
intersection.
d)Butt welds around insert type reinforcements shall be fully
radiographed.
B-8. WELDING PROCEDURES AND INSPECTION
B-8.1Low-hydrogen electrodes shall be used for all manual metal-arc
welds of shell courses having a thickness of 14 mm or more.
B-8.2Welding procedures used shall produce weldments whose
mechanical properties are consistent with the plate material joined.
Welding procedure qualifications for vertical and horizontal welds for
design metal temperatures less than 10°C shall include impact tests in
the weld metal and heat-affected zone. The impact tests shall show an
average of at least 25 N.m (2.5 kgf.m) at the design metal temperature.
B-8.2.1Weld metal impact specimens shall be taken across the weld with
the notch in the weld metal. The specimen shall be oriented so that the
notch is normal to the surface of the material. One face of the specimen
shall be substantially parallel to and within 1.5 mm of the surface of
material 25 mm and thinner. For material more than 25 mm thickness,
the impact specimens shall be taken as near midway between the surface
and the centre of thickness as practical.
B-8.2.2Heat-affected zone impact specimens shall be taken across the
weld and as near the surface of the material as is practical. The
specimens shall be of sufficient length to locate, after etching, the notch in
the heat-affected zone. The notch shall be cut approximately normal to
the material surface to include as much heat-affected zone material as
possible in the resulting fracture.
B-8.3When the service conditions might include the presence of hydrogen
sulphide, it is recommended that consideration be given to the hardness of
the inside welds, including the heat-affected zone, in order to minimize the
possibility of stress corrosion cracking. The weld metal and adjacent
heat-affected zone often contain a zone of hardness well in excess of RC 22
and could be expected to be more susceptible to cracking than unwelded
material. Any hardness criteria should be a matter of agreement between
the purchaser and the manufacturer and should be based on an evaluation
of the expected hydrogen sulphide concentration in the product, the
81IS:803-1976
possibility of moisture being present on the inside metal surface, and the
strength and hardness characteristics of base metal and weld metal.
B-9. FOUNDATION
B-9.1The selection of the tank site and the design and construction of the
foundation shall be given careful consideration in order to ensure
adequate tank support. Concrete ringwall foundations shall be considered.
The adequacy of the foundation is the responsibility of the purchaser.
A P P E N D I X C
(Clause 6.4.2.5)
VENT SIZING FOR ATMOSPHERIC AND LOW PRESSURE
TANKS
C-1. SCOPE
C-1.1This appendix applies to the normal and emergency venting
requirements for above ground fixed-roof tanks for liquid petroleum
storage, designed to specifications of this code. The following rules outline
safe and reasonable practices for the normal climatic and normal
operating conditions.
C-1.2Where abnormal conditions exist or are anticipated, such as tanks
containing heated oil, receiving oil from wells or traps, using flame
arrestors or such restrictions and tanks subjected to pipe line surges,
larger venting capacity than that indicated by the provisions of this
appendix may have to be provided.
C-2. DETERMINATION OF VENTING REQUIREMENTS
C-2.1Venting requirements shall be computed for the following
conditions:
a)Vacuum or inbreathing owing to maximum outflow of oil from tank.
b)Vacuum or inbreathing owing to vapour contraction resulting from a
sharp decrease in atmospheric temperature.
c)Pressure or outbreathing caused by maximum inflow of oil into
tanks and the resulting maximum evaporation.
d)Pressure or outbreathing due to expansion and evaporation caused
by maximum increase in atmospheric temperatures (thermal
breathing).
e)Pressure or outbreathing owing to fire exposure.
82IS:803-1976
C-3. NORMAL VENTING CAPACITY REQUIREMENTS
C-3.1Normal venting capacity shall be computed without exceeding the
normal operating pressure or vacuum conditions, thus avoiding physical
damage to the tank.
C-3.2Total normal venting capacity shall not be less than the total of the
venting requirements arising out of oil movement and thermal effect. For
tanks storing volatile liquids, the required normal venting capacity may
be reduced since vapour formation and condensation which occur within
the permissible vessel operating pressure, shall provide the venting
requirements partially or fully. This should be taken into account where
noncondensables are present.
C-3.3 Vacuum Relief
C-3.3.1Venting capacity required to be provided for maximum oil
movement from the tank should be equivalent to 15 m3 per hour of
maximum emptying rate. This also includes gravitational flow of oil to
other tanks, for oils of any flash point.
C-3.3.2For tanks storing oils of any flash point venting capacity required
resulting from thermal inbreathing shall not be less than that shown in
col 2 of Table 18.
C-3.4 Pressure Relief
C-3.4.1Venting capacity required for maximum movement of oil into
tank and the resulting evaporation, should be equivalent to:
a)17.5 m3 of free air per hour for each 15 m3 per hour of maximum
filling rate, for oils with a flash point of 40°C or above; and
b)35 m3 of free air per hour for each 15 m3 per hour of maximum
filling rate for oils with a flash point below 40°C.
C-3.4.2Venting capacity required for thermal outbreathing, including
thermal evaporation, for a given tank capacity should be equivalent to:
a)values shown in col 3 of Table 18 for oils with a flash point of 40°C or
above, and
b)value shown in col 4 of Table 18 for oils with a flash point below
40°C.
C-4. EMERGENCY VENTING CAPACITY REQUIREMENTS
C-4.0In the event of a storage tank getting exposed to fire, the venting
rate may be in excess of that resulting from a combination of normal
thermal effects and oil movement. Provision of additional venting
capacity in such cases shall be dictated by the type of construction.
C-4.1Tanks Having a Weak Roof-to-Shell Attachment — In the case
of fixed roof tanks with a roof-to-shell attachment (maximum 5 mm
83IS:803-1976
single-fillet weld) excess pressure will be safely relieved by the
preferential failure of the weak roof-to-shell junction, should the normal
venting capacity prove inadequate. Provision of additional emergency
venting requirements will not be necessary for tanks built to such
specification.
C-4.2Tanks Without Weak Roof-to-Shell Connection — For tanks
not having a weak roof-to-shell connection as described in C-4.1, the
required venting capacity for fire exposure will be evaluated as outlined
below:
a)For tanks designed for pressures of 10 N/cm2 (1 kgf/cm2) or below,
the total rate of venting shall be determined in accordance with
Table 19. No increase in venting is required for tanks with more
than 280 m2 of exposed wetted surface.
b)For tanks and storage vessels designed for pressures over 10 N/cm2
(1 kgf/cm2) the total rate of venting shall be determined in
accordance with Table 19 for the exposed wetted area not exceeding
280 m2. For exposed wetted area exceeding 280 m2, the total rate of
venting shall be calculated by the following formula:
CMH = 220 A0.82
where
CMH= venting requirement in m3 of free air per hour at
10N/cm2 (1 kgf/cm2) and 15°C, and
A= exposed wetted surface in m2.
Wetted area for the tank shall be the total exposed area of the shell in
m2 within a maximum height of 10 m above grade.
C-4.3The total venting requirements in m3 of free air as enumerated in
Table 19 and derived from the formula given in C-4.2 (b) are based on the
assumption that the liquid contained in the storage vessel will have
similar characteristics as that of hexane since this will provide results
which are within an acceptable degree of accuracy as desired, the total
emergency venting requirement for any specific liquid may be determined
by the following formula:
750
CMH of free air = V.--------------
L M
where
V=volume of free air in m3 per hour from Table 19 or the formula
inC-4.2 (b),
L=latent heat of vaporization of the specific liquid in calories per
gram, and
M=molecular mass of the specific liquid.
84IS:803-1976
C-4.4Since the normal thermal effect can be disregarded during a fire,
full credit may be taken for the vent capacity provided for normal venting
and it can also be assumed that there will be no oil movement into the
tanks.
C-4.5Total venting capacity shall in no case be less than the values
enumerated in Table 19 and in the event of the normal vents being
inadequate, additional emergency vents of the type described in C-5.1(b)
shall be provided.
C-4.6The vent size may be calculated on the basis of maximum allowable
working pressure.
C-4.7The total rate of emergency venting as obtained from C-4.2(a)
andC-4.2(b) may be multiplied appropriately by one of the following
factors when additional protection is provided:
a)0.5 when drainage is provided away from the tank or vessel.
b)0.3, 0.15 and 0.075 when 25 mm, 50 mm and 100 mm thickness of
external insulation is provided respectively.
C-5. NORMAL VENTING
C-5.1Normal venting shall be accomplished by a pilot-operated relief
valve, pressure relief valve, pressure vacuum (PV) valve, or an open vent
with or without a flame-arresting device in accordance with the following
requirements:
a)A pilot-operated relief valve, if used, shall be so designed that the
main valve will open automatically and protect the tank in the event
of failure of the pilot valve diaphragm or other essential functioning
device. Relief valves equipped with a weight and level, as far as
possible, should not be used.
b)A pressure relief valve is applicable on tanks operating above
atmospheric pressure; in cases where a vacuum can be created
within a tank, vacuum protection may be required.
c)PV valves are recommended for use on atmospheric storage tanks in
which oil with a flash point below 38°C is stored and for use on tanks
containing oil which is heated above the flash point of the oil. A
flame arrester is not considered necessary for use in conjunction
with a PV valve.
d)Open vents with a flame-arresting device may be used in place of PV
valves on tanks in which oil with a flash point below 38°C is stored
and on tanks containing oil which is heated above the flash point of
the oil.
e)Open vents may be used to provide venting capacity for tanks in
which oil with a flash point of 38°C above is stored, for heated tanks
where the oil storage temperature is below the oil flash point, for
tanks with a capacity of less than 10 m3 used for the storage of any
85IS:803-1976
product, and for tanks with a capacity of less than 500 m3 used for
the storage of crude oil.
f)In the case of viscous oils, such as cutback and penetration grade
asphalts, where the danger of tank collapse resulting from sticking
pallets or from plugging of flame arrestors is greater than the
possibility of flame transmission into the tank, open vents may be
used as an exception to the requirement for PV valves or
flame-arresting devices as called for in (c) and (d) above.
TABLE 18 THERMAL VENTING CAPACITY REQUIREMENTS
(Clauses C-3.3.2 and C-3.4.2)
[Expressed in cubic metres of free air per hour at 10 N/cm2 (1 kgf/cm2) and 15°C]
TANK CAPACITY VACUUM PRESSURE (OUTBREATHING)
(INBREATHING)
Flash Point Flash Point
40°C or Above Below 40°C
(1) (2) (3) (4)
m3
7.5 1.75 1.25 1.75
12 3 1.75 3
60 15 8.5 15
120 30 17 30
240 60 35 60
360 86 50 85
480 115 70 115
600 145 85 145
1 200 285 170 285
1 800 425 255 425
2 400 570 340 570
3 000 680 425 680
3 600 795 485 795
4 200 880 540 880
4 800 965 595 965
5 400 1 050 655 1 050
6 000 1 135 680 1 135
7 200 1 245 765 1 245
8 350 1 360 825 1 360
9 550 1 475 880 1 475
10 750 1 590 965 1 590
11 950 1 700 1 020 1 700
14 300 1 925 1 160 1 925
16 700 2 125 1 275 2 125
19 100 2 325 1 415 2 325
21 500 2 550 1 530 2 550
NOTE — For tanks with intermediate capacities, values may be computed by
interpolation.
86
IS:803-1976
TABLE 19 TOTAL RATE OF EMERGENCY VENTING REQUIRED FOR FIRE
EXPOSURE VERSUS WETTED SURFACE AREA
(Clauses C-4.2, C-4.3 and C-4.5)
[Wetted area versus cubic metres of free air per hour at 10 N/cm2 (1 kgf/cm2) and 15°C]
WETTEDAREA VENTINGREQUIREMENT
(1) (2)
m2 m3/h
2 600
3 900
4 1 200
5 1 500
6 1 800
7 2 100
8 2 400
9 2 700
10 3 000
12 3 600
14 4 200
16 4 800
18 5 400
20 6 000
25 6 800
30 7 500
35 8 200
40 8 850
50 10 000
60 11 100
70 12 150
80 13 100
90 14 000
100 14 850
120 15 800
140 16 650
160 17 400
180 18 100
200 18 750
240 19 950
280 21 000
NOTE — For exposed wetted surfaces with more than 280 m2 area, see C-4.2(a),
C-4-2(b) and C-4.4. For intermediate values of wetted surface area, venting
requirement should be evaluated by interpolation.
87IS:803-1976
C-6. EMERGENCY VENTING
C-6.1Emergency venting of a tank may be achieved by the use of:
a)larger or additional open vents within limitations specified in C-5,
b)larger or additional pressure-vacuum valves or pressure relief valves,
c)a gauge hatch or a manhole whose cover will lift under abnormal
internal pressure,
d)a weak roof-to-shell attachment (weaker than the weakest vertical
joint in the shell or shell-to-bottom joint) for preferential failure
under abnormal internal pressure, and
NOTE — This shall not be used as a means of emergency venting a tank within a
building.
e)other types of construction with provision for pressure relief.
A P P E N D I X D
(Clause 6.5)
FLOATING ROOFS
D-1. SCOPE
D-1.1 This appendix furnishes minimum requirements to be considered in
the design and construction of pontoon, double-deck type floating roofs, and
covered floating roofs where a pan roof is installed within a fixed roof tank.
D-1.2Floating roof tanks are mainly intended for protection of stored
products against evaporation and fire. Floating roofs control evaporation
which is characteristic of some crude oil and other petroleum products.
They eliminate filling losses and the vapour space above the product, thus
minimizing possible fire hazard and reaction of the product with air. Use
of floating roofs can be extended to products having absolute vapour
pressures up to 12.25 N/cm2 (1.25 kgf/cm2) and containing small
percentages of air-vapour explosive mixtures.
D-2. GENERAL
D-2.1The floating roof and accessories shall be so designed and
constructed as to allow the tank to overflow and then return to a liquid
level which floats the roof well below the top of the tank shell without
damage to any part of the roof, tank or appurtenances. During such an
occurrence, no manual attention shall be required to protect any of these
components. If a wind skirt or top shell extension is used for the purpose
of containing the roof seals at the highest point of travel, overflow
drainage openings or other means of alarm shall be provided to indicate
88IS:803-1976
and regulate the rise of liquid level in the tank above the nominal height
of tank, unless the tank shell has been designed for a liquid height to the
top of the shell extension.
D-2.2The purchaser shall specify whether the tank shell diameter and
height are nominal or whether a net capacity is required up to the bottom
of the overflows.
D-2.3Where specified by the purchaser foam dams around the outer edge
of the roof shall be provided so that fire fighting foam can be kept in
contact with the top side of the roof seal.
D-3. DECK AND PONTOON DESIGN REQUIREMENTS
D-3.1It is recommended that roofs be of the contact type designed to
eliminate the pressure of any air-vapour mixture under the deck.
Unless otherwise specified by the purchaser, all deck plates shall have
a minimum nominal thickness of 5 mm (40 kg/m2 plate).
D-3.2Deck plates shall be joined by continuous full fillet welds on the top
side. On the bottom side where flexure is anticipated adjacent to girders,
support legs, or other relatively rigid members, full-fillet welds not less
than 50 mm long on 250 mm centres shall be used on any plate laps which
occur within 300 mm of any such rigid support or member.
D-3.3In the case of a covered floating roof, the outer rim of the floating
roof and the necks of any appurtenances installed through the deck shall
have a minimum height of 200 mm.
D-3.4Top decks of double-deck roofs and of pontoon sections, which are
designed with a permanent slope for drainage, shall have a minimum
slope of 5 mm in 300 mm and preferably shall be lapped to provide the
best drainage. Plate buckles shall be kept to a minimum.
D-3.5The minimum pontoon volume of a single-deck pontoon roof shall
be sufficient to keep the roof floating on a liquid with a specific gravity of
0.7 if the single deck and any two pontoon compartments are punctured.
The minimum pontoon volume of a double-deck roof shall be sufficient to
keep the roof floating on a liquid with a specific gravity of 0.7 if any two
pontoon compartments are punctured. The primary drainage shall be
considered as inoperative for either type of roof, but no live load need be
considered for the preceding design requirements. In addition, either type
of roof with the primary drainage inoperative shall accommodate a 250
mm rainfall in a 24-hour period over the entire roof area without sinking
(with no compartments or decks punctured). The roof may be designed to
carry the entire 24-hour rainfall, or emergency drains may be installed
which will limit the roof load to some lesser volume of water which the
roof will carry safely. Such emergency drains shall not allow the product
to flow on to the roof deck.
89IS:803-1976
Pontoon ring of a single deck floating roof shall have sufficient flexural
rigidity to resist compressive loads acting when the deck is punctured or
flooded with 250 mm of rain-water.
Large diameter pontoon roof tanks installed in areas subject to high
winds shall receive special consideration to stiffen the deck area and
provide greater safety against wind induced rippling.
D-3.6Each compartment shall be provided with a manway with a rain
night cover. The manway covers shall be provided with suitable
hold-down fixtures or other means to prevent wind from removing the
covers. The top edge of manway necks shall be at an elevation to prevent
water entering the compartments under the conditions set forth in D-3.1.
D-3.7All internal bulkhead plates or sheets shall be single-fillet welded
along their bottom and vertical edges for liquid-tightness. When specified
by the purchaser, the top edge of the bulkhead shall also be provided with
a continuous single-fillet weld for liquid-tightness.
D-4. ROOF DRAINS
D-4.1Primary drains shall be of the hose, jointed or siphon type. A check
valve shall be provided near the roof end of the hose and jointed pipe
drains on single-deck and pan-type roofs to prevent backflow of stored
product in case of damage to the drain line. Provisions shall be included to
prevent kinking of the hose or pinching under the deck legs. Hose drains
shall be designed to permit replacement without entering to tank. The
swing joints of pipe drains shall be packed to prevent leakage. The
primary drain shall be adequate to drain the maximum rain-fall in a
24-hour period without flooding the deck; the minimum size shall be
equivalent in capacity to one 75-mm drain.
D-4.2Provision shall also be made to drain rain-water from the deck of
pontoon roofs into the tank when the roof is resting on its support legs
and the primary drain is operating at its lowest efficiency.
D-5. LADDERS
D-5.1The floating roof shall be supplied with a ladder which
automatically adjusts to any position of the roof in such manner as always
to provide access to the roof. The ladder shall be designed for full roof
travel, regardless of normal setting of roof-leg supports. If a rolling ladder
is furnished, it shall have full-length handrails on both sides and shall be
designed for a 450-kg mid-point load with the ladder in any operating
position.
D-6 VENTING
D-6.1Suitable vents shall be provided to prevent over-stressing of the
roof deck or seal membrane. These vents shall be adequate to evacuate air
90IS:803-1976
and gases from underneath the roof when the roof is on its supports
during filling operations. They shall also be adequate to relieve any
vacuum generated underneath the roof after it settles on its supports
during withdrawal operations. The purchaser shall specify filling and
emptying rates so that the fabricator may size the vents accordingly.
D-6.2In the case of covered floating roof tanks, circulation vents or
openings shall be located above the seal of the floating roof when the tank
is full. The maximum spacing shall be 10 m but in no case shall there be
less than four equally spaced vents. The total open area of these vents
shall be equal to or greater than 600 cm2/m of tank diameter. The fixed
roof of such tanks shall have an open vent at the centre or at the highest
elevation provided with a weather cover and a minimum area of 325 cm2.
These vents shall be provided with suitable coarse mesh screens to
prevent ingress of birds or animals.
D-7. SUPPORTING LEGS
D-7.1The floating roof shall be provided with supporting legs. Legs
fabricated from pipe shall be notched or perforated at the bottom to
provide drainage. Length of legs shall be adjustable from the top side of
the roof. The operating and cleaning position levels of the supporting legs
shall be as specified by the purchaser. The manufacturer shall make
certain that all tank appurtenances, such as mixers, interior piping, and
fill nozzle, are cleared by the roof in its lowest position.
D-7.2Legs and attachments shall be designed to support the roof and a
uniform live load of at least 1250 N/cm2 (125 kgf/cm2) for single-deck and
double-deck floating roofs. Where possible, roof load shall be transmitted
to the legs through bulk heads or diaphragms. In the case of pan type
floating roofs, the supports and attachments shall be designed to support
a uniform live load of 625 N/m2 (62.5 kgf/m2) on the deck and shall be
such as to prevent damage to the fixed roof when the tank is full. Support
attachments in the deck areas in the case of single deck and covered
floating roofs, shall be given particular attention to prevent failure at the
points of attachment. Steel pads or other means shall be used to
distribute the loads on the bottom of the tank. Pads, if used, shall be
continuously seal welded to the tank bottom.
D-8. ROOF MANHOLE
D-8.1Single-deck and double-deck floating roofs shall have at least one
manhole provided for access to the tank interior and for ventilation when
the tank is empty. The number of roof manholes shall be as specified by
the purchaser. These manholes shall be of at least 600 mm internal
diameter and shall have tight-gasketed and bolted covers equivalent to
the roof manholes shown in Fig. 14.
91IS:803-1976
D-8.2In the case of a covered floating roof, the manhole shall be of at
least 600 mm ID or equivalent and may be of the loose-cover type. At least
one manhole of the same size shall be provided on the fixed roof for access
to the tank interior.
D-9. CENTRING AND ANTI-ROTATION DEVICE
D-9.1In the case of single-deck and double-deck floating roofs, suitable
devices shall be provided to maintain the roof in centred position and to
prevent its rotation. These devices shall be capable of resisting the lateral
forces imposed on them by the roof ladder, wind loads and the like.
D-9.2Prevention of rotation of pan roofs shall be achieved by means of a
seal or other suitable device.
D-10. SEALS
D-10.1The space between the outer periphery of the roof and the tank
shell shall be sealed by a flexible device which shall provide a reasonably
close fit to the shell surfaces. If the sealing device employs steel shoes in
contact with the shell, such shoes shall be made from galvanized sheet
with a nominal thickness of 1.6 mm. If uncoated shoes are specified, they
shall be made of sheet metal of a thickness and quality as specified by the
purchaser. An adequate number but a minimum number of three
expansion joints shall be provided.
D-10.2If this sealing device is a coated fabric or other non-metallic
material it shall be durable in its environment and shall not discolour or
contaminate the product stored. A minimum of four static electricity
drains shall be provided when a non-metallic seal is used. The maximum
spacing of the static electricity drains shall be 10 m. Any other approved
means of draining static electricity may be provided.
D-10.3In the case of covered floating roofs, seals shall be provided to
ensure a reasonably close fit to columns or other appurtenances that
penetrate the deck, through all horizontal and vertical movements of the
deck. These seals shall also be durable in their environment and shall not
discolour or contaminate the product stored.
D-11. GAUGE HATCH
D-11.1The floating roof shall be provided with a standard gauge hatch
and/or gauge well with a tight cap.
D-12. FABRICATION, ERECTION, WELDING, INSPECTION AND
TESTING
D-12.1Applicable fabrication, erection, welding, inspection and testing
requirements of this specification shall apply.
92IS:803-1976
D-12.2Deck seams and other joints, which are required to be liquid or
vapour tight, shall be tested for leaks by penetrating oil or by any other
method consistent with the methods described in this specification for
testing cone-roof seams and tank bottom seams.
D-12.3The roof shall be given a floatation test while the tank is being
filled with water and emptied. During this test, the upper side of the
lower deck shall be examined for leaks. The appearance of a damp shot on
the upper side of the lower deck shall be considered evidence of leakage.
D-12.4The upper side of the upper decks of pontoon and double-deck roof
shall be visually inspected for pinholes or defective welding.
D-12.5Drain pipe and hose systems of primary drains shall be pressure
tested with water at 35.0 N/cm2 (3.5 kgf/cm2). During the floatation test,
the roof drain valves shall be kept open and observed for leakage of tank
contents into the drain lines.
93Bureau of Indian Standards
BIS is a statutory institution established under the Bureau of Indian Standards Act, 1986 to
promote harmonious development of the activities of standardization, marking and quality
certification of goods and attending to connected matters in the country.
Copyright
BIS has the copyright of all its publications. No part of these publications may be reproduced in any
form without the prior permission in writing of BIS. This does not preclude the free use, in the
course of implementing the standard, of necessary details, such as symbols and sizes, type or grade
designations. Enquiries relating to copyright be addressed to the Director (Publications), BIS.
Review of Indian Standards
Amendments are issued to standards as the need arises on the basis of comments. Standards are
also reviewed periodically; a standard along with amendments is reaffirmed when such review
indicates that no changes are needed; if the review indicates that changes are needed, it is taken up
for revision. Users of Indian Standards should ascertain that they are in possession of the latest
amendments or edition by referring to the latest issue of ‘BIS Catalogue’ and ‘Standards:Monthly
Additions’.
This Indian Standard has been developed by Technical Committee:SMBDC 7.
Amendments Issued Since Publication
Amend No. Date of Issue
Amd. No. 1 November 1984
BUREAU OF INDIAN STANDARDS
Headquarters:
Manak Bhavan, 9 Bahadur Shah Zafar Marg, New Delhi 110002. Telegrams:Manaksanstha
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Regional Offices: Telephone
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602025
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VISHAKHAPATNAM
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648.pdf
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-.
Indian Standard
'NON-ORIENTEDELECTRICALSTEELSHEETS
AND STRIPSFORMAGNETKCIRCUITS-
SPECIFICATION
(F ourth Revision J
UDC 669~14~018~54-41 : 621.3-042
Q BIS 1994
BUREAU OF INDIAN STANDARDS
MANAK BHAVAN, 9 BAHADUR SHAH ZAPAR MARG
NEW DELHI 110002
February 1994 Price Group J-YWrought Steel Products Sectional Committee, MTD 4
FOREWORD
This Indian Standard ( Fourth Revision) was adopted by the Bureau of Indian Standards. after the draft
finalized by the Wrought Steel Products Sectional Committee had been approved by the Metallurgical
Engineering Division Council.
This standard was first published m 1955 and subsequently revised in 1962, 1970 and 1980. As a result
of the experience gained during these years it has been decided to revise this standard. In this revision
the following main modifications have been made:
a) Silicon and silicon free electrical steel sheets and strips in hot rolled/cold rolled conditions and
fully processed/semi processed condition have been covered.
b) Grades have been modified.
c) Guaranteed maximum core losses have been specified at l-5 Tesla and values for maximum
core loss at 1-O Tesla have also been given for guidance.
With a view to facilitate the supply of electrical steel sheets and strips of the exact requirements to the
consumers, certain detailed information has to be provided along with each inquiry and order. The
information is given in Annex A.
A conversion factor table is given in Annex D for information.
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 648 : 1994
Indian Standard
NON-ORIENTEDELECTRICAL STEELSHEETS
ANDSTRIPSFORMAGNETIC CIRCUITS-
SPECIFICATION
(F ourth Revision )
1 SCOPE 3.4 Cold Rolled Electrical Steel Sheet/Strip
1.1 This standard covers the requirements for Electrical steel sheet/strip which is reduced to
non-oriented either silicon free or with silicon final gauge by cold rolling.
content up to 3*5x, hot rolled uninsulated and
3.5 Silicon Steel
cold rolled, both insulated and uninsulated, fully
processed or semi-processed electrical steel sheet Electrical steel made with deliberate alloying
and strip primarily intended for static and rota- addition of silicon.
ting machines operating at power frequencies.
3.6 Silicon Free Steel
1.2 If required and agreed to between the pur-
Electrical steel made without deliberate alloying
chaser and the manufacturer, the typical physical
addition of silicon.
and mechanical properties of the steel sheets/
strips shall be supplied by the manufacturer to
3.7 Fully Processed Material
the purchaser.
Material which does not require further process-
2 REFERENCES
ing by the purchaser to give the specified
The following Indian Standards are necessary properties.
adjuncts to this standard:
3.8 Semi-Processed Material
IS No. Title
Material which requires a further processing
649 : 1963 Methods of testing steel sheets ( annealing treatment ) by the purchaser, in
for magnetic circuits of power accordance witth the manufacturer’s published
electrical apparatus ( revised ) recommendation in order to develop the speci-
1885 Electrotechnical vocubulary : fied magnetic properties.
( Part 1 ) : 1961 Part 1 Fundamental definition
3.9 Sheet
8910 : 1978 Gerleral technical delivery A hot or cold-rolled flat product, and rolled in
requirements for steel and steel rectangular section of thickness below 5 mm
products and supplied 111s traight lengths. The width is at
least 100 times the thickness and the edges can
3 TERMINOLOGY
be mill, trimmed, sheared or flame cut. A sheet
3.0 For the purpose of this standard, the follow- can also be obtained by cutting of strips.
ing definitions in addition to those given in
IS 1885 ( Part 1 ) : 1961 shall apply. 3.10 Strip
3.1 Electrical Steel Sheet/Strip A hot/cold rolled flat product and rolled
approximately in rectangular cross section of
Electrical steel sheet/strip is a material used for thickness normally 12 mm and below with mill,
making cores for rotating electric machines and rolled, trimmed or sheared edges and supplied
static apparatus. in coil form.
3.2 Nan-oriented Electrical Steel Sheet/Strip 3.10.1 Wide Strip
Steel sheet/strip having substantially the same
Hot’cold rolled strip of width normally equal to
magnetic and electrical characteristics in all
or greater than 600 mm.
directions in the plane of the sheet.
3.3 Hot Rolled Electrical Steel Sheet/Strip 3.10.2 Narrow Strip
Electrical steel sheet/strip which is reduced to Hot/cold rolled strip of width normally less than
final gauge entirely by hot rolling. 600 mm.
IL
IS 648 : 1994
3.11 Coil Interleaves total specific loss at a polarization of 1.5 T and
according to the nominal thickness ( O-35, 0.50,
Laps at the junctions between sub-coils for the 0.65 and l-00 mm ).
purpose of building up larger continuous coils.
5 DESIGNATION
3.12 Coil Butt Welds
The complete symbol for grade of magnetic
Butt welds at the junction between sub-coils for sheet and strip shall consist of the following:
the purpose of building up larger continuous
coils.
3.13 Batch
A single charge of the product of one or more
cast heat treated together with similar quality
grading.
3.14 Stacking Factor
The ratio of the calculated volume of a stack of Guaranteevdalu e of Iron
laminations ( based on density ) to the measured
Loss A value 100 times the
solid volume of stack under testing load. ,ron loss, at a frequency of
50 Hz and a ,max,rw’n !i,..x
3.15 Flatness density of 1 5 Tesla
The flatness shall mean the height of the wave
or bulge of a steel sheet/strip in its original form
Example:
laid on a surface plate and deducting the nomi-
nal thickness of the sheet from the height above i> Designation of Hot Rolled, finally annea-
surface plate. led magnetic strip of grade symbolized by
35H330 ( Thickness 0.35 mm, Total
3.16 Insulated Sheet specific loss at 1.5 T not exceeding 3.30
Insulated sheet shall mean electrical sheets in W/kg ),
sheet/strip form coated on both sides with ii) Designation of Cold Rolled, Non-oriented,
organic or inorganic or combined organic and finally annealed magnetic strip of a grade
inorganic materials to provide interlaminar symbolized by 5OC470 ( Thickness 0.50
insulation resistance. mm. Total Specific Loss at I.5 T not ex-
ceeding 4*iO W/kg ).
3.17 Density
The ratio of the mass to the volume of a magne- 6 CONDITION OF DELIVERY
tic material kg/dm3. 6.1 The product shall be supplied in the fully
processed condition or in semi-processed con-
3.18 The Aoisotropy of Losses
dition as agreed between the manufacturer and
The anisotropy of losses is the difference be- the purchaser.
tween the total specific loss measured at right
6.2 The cold rolled sheet/strip may be supplied
angles and parallel to the direction of the rolling
with or without insulation coating on both
expressed as percentage to the sum of two
sides. In this case, the nature of the insulation,
total specific losses measured at right angle and
its properties and their variation shall be as per
parallel to the direction of rolling.
IO.
7 CHEMICAL COMPOSITION
where The chemical composition of steel is left to the
manufacturer’s discretion. However? the chemi-
P is the anisotropy of losses;
cal composition may be provided, if agreed to
P, is the total specific loss P at 1.5 Tesla between the manufacturer and the purchaser at
perpendicular to the direction of rolling; the time of placing the order.
and
8 MAGNETIC CHARACTERISTICS
Pi is the total loss P at l-5 Tesla parallel to
the direction of rolling. 8.1 Permeability Test
4 CLASSIFICATION OF GRADES 8.1.1 A. C. Permeability Test
The A. C. permeability test shall be carried out
This siandard covers the grades listed in
as specified in IS 649 : 1963.
Table 1, with the forms and condition of supply
as specified in IS 8910: 1978. The grades are 8.1.2 The minimum values for various grades to
classified according to the maximum value of be guaranteed are given in Table 1.
2Table 1 Designation of Electrical Steel Grades
( Clauses 8.1.2, 8.2.1, 9.2, 12.1 )
Sl Thick. Designation No. of Assu- Maximum Anisotropy of A. C. Magnetisation ( 50 Hz ) D. C. Magnetisation Minimum
No. ness C----h_--_ ~ Bends med Core Loss Total Specific Minimum Values of B Max (Tesla) Values nf B Max ( Tesla )
Hot Cold Min Den- W/kg at Loss a&;; T% _-_---_---h--_____------. ~~~------~~h--~-~-.-~--~
Rolled Rolled sity r-_h_-_ Hot Rolled Sheets Cold Rolled Sheets Hot Rolled Sheets Cold&y&led Sheets
mm IT 1’5T r-.--__, NM A/M A/M
HR CR r_-_-h - ---7 ~_ _ _A ----. _-__-h___, _--- *__-_?
i
kg/dm’ 2 500 5 000 10 000 2 500 5 000 10 000 1 600 2500 10 ObO 600 2 500 10 &IO
(6) (7) (8) (9) (IO) (11) (12) (13) (14) (15) (16) (17) (18) (19) (20) (21) (22)
0’35 35H250 35C250 7’60 1’00 2’50 f 18 1’47 1’59 1’70 1’49 1’60 1’71 1’33 1’45 1’69 1’35 1’46 1’70
0’35 35H270 35C270 7’65 1 00 2’70 & 18 1’47 1’59 1’70 I’49 1’60 1’71 1’33 1‘45 1’69 1’35 1’46 1’70
0’35 35H300 35c300 7’65 1’20 3’00 + 18 1’47 1’59 1’70 1’49 1’60 1’71 1’33 1’45 1’69 1’35 1’46 1’70
0’35 j5H330 35c330 7’65 1’30 3’30 ct 18 1’47 1’59 1’70 I’49 1’60 1.71 1’33 1’45 1’69 1’35 1’46 1‘70
0’35 35H360 35C360 7’65 1’40 3’60 t 18 1’47 1’59 1’70 1’49 1’60 1’71 1’33 1’45 I ‘69 1’35 1’46 1‘70
0’50 50H270 5OC270 7’60 1’10 2’70 f 18 1’47 1’59 1’70 1’49 1’60 1’70 1’33 1’45 1’69 1’35 1’46 1’70
0’50 50H290 5OC290 7’60 1’15 2’90 + 18 1’47 1’59 1’70 1’49 1’60 1’71 1’33 1’45 1’69 1’35 1’46 1’70
0’50 50H330 5OC330 7’60 1’35 3’30 ; 14 1’47 1’59 1’70 1’49 1’60 1’70 1’33 1’45 1’69 1’35 1’46 1’70
0’50 50H350 5oc350 7’65 1’50 3’50 T 12 1’47 1’59 1’70 1’50 I ‘60 1’71 1’33 1’45 1’69 1’35 1’46 1’70
0’50 50H400 5oc400 7’65 1’70 4’00 * 12 1’48 1 ‘60 1’70 1’51 1’61 1’71 1’33 1’45 1’69 1’35 1.47 1’70
0’50 50H470 5oc470 7’70 2’00 4’70 rt 10 1’49 1’61 1’71 1’52 I ‘62 1’72 1’33 1’45 1’70 1’35 1’46 1’71
0’50 50H530 5oc530 7’70 2’30 5’30 f 10 1’51 1’63 1‘74 1’54 1’64 1’74 1’35 1’47 1’71 1’36 1’48 1’72
0’50 50H560 5OC560 7’75 2’40 5’60 i: 10 1’51 1’63 1’74 I’54 1 ‘64 1’75 1’35 1’49 1’71 1’36 1’48 1’73
0’50 50H600 5OC600 7’75 2’60 6’00 * 10 1’53 1’64 1’75 1’55 1’65 1’75 1’38 1’50 1’72 1’39 1’51 1’74
0’50 50H630 5OC630 7’75 2’80 6’30 * 10 1’53 1‘ 64 1’75 1’55 1’65 1’76 1’38 1’50 1’72 1’39 1’51 1’74
0’50 50H700 5oc700 7’80 3’00 7’00 * 10 1’54 1‘ 65 1’76 1’58 1’68 1’76 1’41 1’51 1 74 1’42 1’53 1’76
0’50 SOHXOO 5OC800 7’80 3’60 8’00 + IO 1’56 1’66 1’77 1’58 1’68 1’77 1’45 1’52 1’76 1’46 1’53 1’77
0’50 50H900 5oc900 7’80 3’80 9’00 zt IO 1’56 ‘66 1’77 1’58 1’68 1’77 1’45 ‘53 1 ‘80 1’46 1’54 1’81
0’50 50HlOOO 50c1000 7’85 4’40 10’00 f 10 1’57 I ‘68 1’79 1’59 ‘69 1’79 1’45 ‘53 1’80 1 ‘46 1 ‘54 1’81
0’50 5OHl300 5OC1300 7’85 6’00 13’00 + 10 1.57 ‘68 1’79 1’59 ‘69 1’79 1’45 ‘54 1’80 I’46 1 ‘55 1’82
0’50 50H 1600 5OC1600 7’85 7’00 16’00 f 10 1’58 ‘69 1’80 1’60 ‘70 1’80 1’46 ‘54 I’81 I ‘47 ‘55 1’82
0’65 65H330 65c330 7’60 1’35 3’30 f 14 1’46 1 ‘57 1’67 1’49 ‘60 1’70 1’33 1 ‘45 1’69 1’35 ‘46 1’70
0’65 65H350 65C350 7’60 1’50 3’50 + 14 1’46 ‘57 1’67 1’49 ‘60 I.70 1’33 ‘45 1’69 1’35 ‘46 1’70
0’65 65H400 65C400 7’65 1’70 4’00 * 14 1’49 ‘59 1’69 1’50 ‘60 1’70 1’53 ‘60 1’80 1’54 ‘61 1’81
0’65 65H470 65C470 7’65 2’00 4’70 * 14 1’50 1 ‘60 1’70 1’51 ‘60 1’71 1’53 1 ‘59 1’80 1’55 ‘60 1’81
0’65 65H530 65C530 7 70 2’30 5’00 f 12 1’50 ‘60 1’70 I’51 : ‘61 1’71 1’53 1 ‘59 1’80 1’55 1 ‘60 1’81
0’65 65H600 65C600 7’70 2’60 6’00 * 10 1’52 ‘63 1’73 1’54 ‘64 I ‘74 1’53 ‘61 1’80 1’55 1’62 1’81
0’65 65H700 65C700 7’75 3’00 7’00 + 10 1’52 ‘64 1’74 1’55 ‘65 1’75 1’56 ‘62 1’80 1’57 1’63 1’82
0’65 65H800 65C800 7’80 3’00 8’00 * 10 1’54 1 ‘66 1’75 I ‘56 ‘66 1’76 1’56 ‘62 1’80 1’57 1’63 1’82
0’65 65H940 65C940 7’75 4’20 9’40 + 10 1’56 I ‘67 1’76 1’58 1 ‘68 1’77 1’57 ‘63 1’84 1’59 1’65 1’86
0’65 65HlOOO 65ClOOO 7’85 4’50 10’00 f 10 1’56 1 ‘67 1’76 1’58 ‘68 1’77 1’57 .63 1’84 I ‘59 1’65 1’86
0’65 65H1200 65C1200 7’85 5’40 12’00 + IO 1’57 1 ‘68 1’79 1’59 ‘69 1’79 1’58 ‘64 1’85 1’59 1’65 1’86 E
0’65 65H1580 65C1580 7’85 7’10 15’80 * 10 1’57 1 ‘68 1’79 1’59 ‘69 1’79 1’58 ‘64 1’85 1’59 1‘65 1’86
0’65 65H1900 65C1900 7’85 8’60 19’00 + 10 1‘58 1’69 1’80 1’60 ‘70 1’80 1 ‘58 1’64 1’85 I ‘59 1’65 1’86 g
1’00 100H1120 lOOC1120 7’85 4’90 11’20 & 10 1’56 1’66 1’77 1’58 1’68 1’78 1’45 1’54 1’80 1’46 1’55 1‘80 . .IS 634s : 1994
8.1.3 D. C. Permeability Test Cold Rolled sheet/strip when measured in terms
of Stacking Factor as specified in IS 649 : 1963
If in special case the magnetic permeabilitv is
shall comply with minimum values given in
to be determined in the direct field, the mini-
Table 2.
mum values to be agreed between the manufac-
turer and the purchaser. 9.2 Bend Test
8.2 Total Specific Loss The bend test shall be carried out as specified
in IS 649 : 1963. The test piece shall withstand
8.2.1 The maximum values of total specific loss
the number of bends as given in Table 1. The
to be guaranteed at 1.5 Tare as per Table 1. The
radius of Jaws shall be 5.0 mm.
values apply for the thickness of 0.35 and
0.50 mm to the aged sample and for 0.65 and 10 SURFACE INSULATION
1.00 mm to non-aged samples. The values of CHARACTERISTICS
total specific loss at 1.0 Telsa given in Table 1
are for information only. 10.1 Unless otherwise specified, fully processed
cold rolled electrical sheets shall be supplied
8.2.2 The test samples shall be prepared and without coating. In the case of coating, they
tested as described in IS 649 : 1963 at a peak shall be coated with either organic or inorganic
magnetic flux density of 1.5 r at 50 Hz. Where-
materials, as specified by the purchaser. The
ver relevant, the samples shall be annealed in description of the coatings is given at Annex D.
accordance with the manufacturer’s recom-
mendations before testing. 10.2 The coating should have uniform colour
throughout the surface of the coil tightly adhe-
8.2.3 The ageing shall be carried out as specified
rent to both sides.
in IS 649 : 1963 or this may be replaced by an
accelerated ageing with a duration of 24 h at 10.3 If insulated material is required for subse-
a temperature of 225°C. quent annealing, this should be stated by
purchaser on his inquiry and order. The coating
8.2.4 Anisotropy of Losses
supplied shall withstand annealing under condi-
8.2.4.1 If reqaired by the purchaser, the aniso- tion specified by the supplier.
tropy bf losses ( for testing, see Annex R ) should
be tested. The maximum values of Table 1 10.4 The thickness of insulation coating shall
should be guaranteed ( see 8.2.1 ). be as agreed between the manufacturer and
the purchaser.
8.2.5 If agreed to between the purchaser and
the manufacturer, the manufacturer shall supply 10.5 The minimum values for Insulation Resis-
characteristic curves for the following proper- tance on both types of coatings shall be as
ties to the purchaser on request: given below:
a) Core Loss at 50 Hz Average of 10 Non- Individual
b) A. C. Magnetization Overlapping Readings Min
c) A. C. Permeability of IR ( 5 on Either Value of
d) D. C. Magnetization Side of Sheet ) IR
e) D. C. Permeability Ohm-cm2 Ohm-cm2
f) Hysteresis Locp D. C.
2.5 1
g) Exciting Power
5.0 1
h) High Frequency Core Loss
10.0 1
k) High Frequency Permeability
15.0 2
8.2.6 If agreed to between the purchaser and
20 2
the manufacturer, the manufacturer should also
give information for the following properties to 30 10
the purchaser on request. 50 10
a) Typical Electrical Resistivity values for 100 20
each grade.
10.6 Method of measurement of insulation resls-
b) Typical Thermal Conductivity values for
tance shall be as described in Annex C.
each grade.
10.7 Thermal Effect on Coating
9 PHYSICAL PROPERTIES
If agreed between the purchaser and the manu-
9.1 Stacking Factor
facturer, twelve specimens of the coated strip
The surface quality of the uninsulated Hot shall be clamped together under a pressure of
Rolled,Cold Rolled sheet/strip and insulated 1 N/mma approximately and heated in a labora-
4IS 648 : 1994
Table 2 Stacking Factor grades specified in this standard:
( Clause 9.1 ) Length Width
mm mm
Nominal Uninsulated Insulated 3 000 1 000
Thickness ~_~~~~h~___~~ Cold Rolled
Hot Rolled Cold Rolled 3 000 1 200
3 000 800
mm % % %
2 745 915
0’35 93 95 93
2 500 1 000
0’50 95 97 95
0’65 95 97 95 2 500 900
1’00 96 98 96 2 000 1 000
2 000 915
tory oven at a temperature of 150°C for a period 2 000 800
of 7 days. After cooling to the room temperature
1 720 860
the insulation surface resistance ( two side
1 500 750
coated ) shall be not less than the minimum
specified values mentioned in 10.4 above. 13.3 When the material is supplied in coils, the
following shall be considered as preferred
10.8 Resistance to Solvents and Cleanliness
dimensions of coils for all the grades specified
If agreed between the user and the manufac- in this standard:
turer, the specimens shall be kept in a container Internal Diameter
filled with boiling Trichloroethylene or xyline
400/430/450/510/610
for 5 min. After removal and cooling to room
temperature, the film should not get soft enough 13.3.1 When supplied in cut length form, the
so that it can be wiped off. packet mass shall not be more than 3.5 tonnes.
13.3.2 Interleaves and Welds
11 RETESTS
If a coil is not in one continuous length, the
11.1 Should a test sample fail, two further interleaves shall be clearly marked for the
samples shall be selected at random from the benefit of operators unwinding the coils.
same batch of material and tested in the same
13.3.2.1 Small coils may be joined together by
manner.
butt welding to form larger continuous coils in
11.2 If either of both of the retest samples on which case the welds shall be marked as for
testing indicate that the core loss is greater interleaves. The supplier shall ensure that the
welds are made in such a manner as not to
than the maximum loss specified for the respec-
tive grade, the batch represented by these damage areas of the coils adjacent to the weld.
samples shall be taken as not complying with 13.3.2.2 No coil shall contain more than 3 butt
the requirements of that grade. welds or interleaves. If either welds only or
interleaves only are required, this should be
12 NOMINAL THICKNESS stated by the purchaser on the inquiry and
order. If less than 3 butt welds or interleaves
12.1 The nominal thickness for each grade are
are required this shall be the subject of an
given in Table 1.
agreement between the purchaser and the
12.1.1 If the material is required in thicknesses manufacturer.
other than those specified in Table.1, these may
13.3.3 Stability
be supplied as per the properties mutually
agreed between the purchaser and the manu- Coils shall be sufficiently tightly wound to pre-
facturer. vent collapse to an extent that would preclude
their being mounted on a mandrel appropriate
13 SIZES to the ordered internal diameter.
13.1 The sizes of strips and sheets supplied in 14 TOLERANCES
coil or in cut lengths shall be subject to mutual 14.1 Hot Rolled Sheet and Strip
agreement between the purchaser and the
14.1.1 Tolerance on thickness and width of hot
manufacturer.
rolled sheet and strip.
13.2 The following sizes of sheets in cut lengths 14.1.2 The tolerance on thickness at any point
shall be considered as preferred sizes for all the on any sheet, or strip measured by contact
5IS 648 : 1994
micrometer at a point not less than 25 mm from 14.3 Tolerance on length on the sizes specified
any edge shall not exceed the following limits: under 13.2 shall be as follows:
f 15 percent of nominal thickness. Hot Rolled Cold Rolled
(mm> (mm)
14.1.3 The maximum range of thickness varia-
tion for an individual sheet in general shall be + 20 + 10
less than those given below: -0 -0
14.3.1 Tolerance on sizes other than those
Nominal Thickttess Range
covered under 13.2 and 13.3 shall be subject to
mm mm an agreement between the purchaser and the
manufacturer.
Less than 0.5 0.08
0.5 to 0.65 0.10 14.4 Tolerance on Shape
More than O-65 0.15 Out of square, tolerance shall not be more
than 1 percent of the length and width ( see
14.1.4 The permissible tolerances on the sizes Fig. 1 ).
specified under 13.2 shall be as follows:
Tolerance on width, mm 2’0,
rr__--_~YI_-_ I2
1
14.2 Cold Rolled Sheet and Strip SPECIFIED
SIZE
14.2.1 Tolerance on thickness measured as
in 14.1.2 and width on Cold rolled insulated $____-- __:
sheet and strip shall be as given in Table 3.
Table 3 Tolerances
FIG. 1 SHAPE TOLERANCES
Width Thickness Thickness Width* 14.4.1 The tolerance on edge camber of strip in
Tolerance Tolerances coil shall not exceed 4 mm in 2 000 mm measu-
for Trim- red against a straight edge using a 2 000 mm
med Sheets
length cut from a coil ( see Fig. 2 ).
mm mm % mm
2000mm
up to 150 0’35 f 10 + 0’3 /-
0’50 f8 -0
0’65 f 8
1’00 f 8
Over 150 and 0’35 + 10 + 0’5
up to 500 0.50 f 8 -0
‘X=WIDTH OF COIL
0’65 * 8 r: =ECGE CAMBER
1’00 f 8
FIG. 2 EDGECAMBER
Over 500 0’35 f 10 -I- 1’5
0’50 f 8 -0
14.4.2 Bowing
0’65 f8
Strip unwound from coil shall exhibit a minimum
1’00 18
amount of residual curvature in the longitudinal
*The height of edge burr shall not exceed 50 microns. direction ( bowing ) and the distance shall not
exceed 10 mm.
14.2.2 The deviation of thickness in trnsverse 14.5 Tolerance on Flatness
direction measured as in 14.1.2 on cold rolled
material in coil form shall not exceed 0.03 mm Flatness shall be measured by placing a speci-
for a nominal thickness of 0.35 mm, 0.50 mm, men of sheet or strip 2.000 mm long on a flat
0.65 mm and 1.00 mm. surface with convex side up. The deviation at a
free edge from the flat surface shall not exceed
14.2.3 The tolerance on the width of mill run 4 mm for cold rolled material and 25 mm for
sheet shall be as per 14.1.4. hot rolled material ( see Fig. 3).
6IS 648 : 1994
c The method of packing shall be subject to the
approval by the purchase; before shipment from
manufacturer’s works.
d=DEVIATION
16.2 Some typical methods of packing are given
FIG. 3 FLATNESS TOLERANCES in Fig. 4 to 8.
14.6 Sheet and Strip for Specific Purposes 17 MARKING
Material required to tolerances other than those 17.1 Every bundle/coil of sheet/strip shall be
specified in 14.1 to 14.5 shall be subject to legibly marked with the following:
agreement between the purchaser and the manu-
4 Manufacturer’s name or trade-mark;
facturer.
b) Grade and thickness;
15 SURFACE CONDITION c) Gross and net mass ( at the top of
bundle );
15.1 Uninsulated Material
4 Cast number or identification mark by
15.1.1 The material shall be as free from rust, which the sheets/strips may be traced to
loose scale, dents, surface defects, residlres the cast from which they were made;
resulting from pickling of neutralizing liquor,
4 Whether silicon-steel ( SI ) or silicon-free
dust and internal stresses as is commercially
steel ( SIF );
practicable at the time of despatch.
f) Whether fully processed ( FP ) or semi-
15r1.2 If oil is used as a rust preventive it shall
processed ( SP ); and
not inhibit the subsequent insulating process.
g) Type of coating; if coated.
The residual scale, if present, should be adherent
and shall not be detachable in subsequent pro-
17.1.1 The material may also be marked with
cessing by shearing or stamping.
the Standard Mark.
15.1.3 The Surface Roughness, R,, value of the
cold rolied material shall not exceed 2.5 mic- 18 TEST CERTIFICATE
ron.
The manufacturer shall provide with each con-
signment, a test certificate giving the following
15.2 Insulated Material
as per the agreement between the manufacturer
15.2.1 The material shall be as free from rust, and the purchaser at the time of placing the
scale, dents and surface defects as is commer- order:
cially practicable.
a) Grade/Thickness;
15.2.2 The coating shall be smooth and reason- b) Specific total loss for each coil/packet;
ably free from dust.
c) Chemical composition;
15.2.3 The coating shall be sufficiently adherent, d) Insulation resistance, if coated;
so that it does not become detached during
e) No. of bends;
shearing or stamping.
f) Stacking factor;
15.2.4 The Surface Roughness, R,,v alue of the
g) Density;
material shall be between 0.2 micron to O-75
h) Anisotropy;
micron.
j) Insulation thickness;
16 PACKING
k) Adherence;
16.1 The sheets/strips shall be suitably packed
m) Resistance to solvent;
in metal protected containers lined with water-
proof material lming to avoid any damage and n) Thermal effect; and
to ensure protection from rust during transit. p) Dimensions.IS 648 : 1994
THICK ANGLE STEEL BAWDS TO BE
PROVIDED ON OUTSIDE DIAMETER
/- TO AVOID BUCKLING OF COIL
_/ /-WOODEN SKID
GALVANIZED STEEL SHEET
STEEL BAND
25mm WIDE
20 GAUGE
SHOULD BE WRAPPED IN
LETELY WITH ANTI-RUST
R AND THEN WITH POLY-
WEAR STRIP E SHEET AND SEALED.
OF THE COIL SHOULD BE
PROVIDED WITH PROTECTION
BOARD TO PREVENT FROM
PUNCTURE DURING HANDLING
SECTION-AA
1. Protection board 4. Galvanized sheet
2. Anti-rust paper 5. Protection board
3. Polythene sheet 6. Steel ring both inside and outside
FIG. 4 DETAILS ok PACKING FOR ELECTRICAL STEEL SHEET AND STRIP IN
COIL FORM (HORIZONTAL)
8IS 648 : 1994
PRESS BOARD PROTECTOR\
GALVAi;dic?EQ SHEET
RUST-PROOF PAPER
STEEL BAND
POLYETHYLENE FILM
SH!PPING MARft
WOOOEN PLATFORM
PRESS BOARD
STEEL RlNG ------__, ~ ,
GALVAMlfED SHEET
r
POLYETHYLENE FILM
STEEL BAND
HARD BOARD -I-
STEP 1 - to4,annular protection board should be placed at either end of the
STEP 11 - The coil should then be wrapped with waterproof anti-rust crape
kraft paper by lapping axially all around the circumference.
STEP III - The coil shall then be covered by polythelene sheet or waterproof
kraft paper and the ends sealed properly.
STEP IV - A galvanized sheet should be wrapped on the outside of the coil
and the two ends. Care should be taken to ensure that the ends
extend sufficiently over the inside diameter of the coil.
STEP V - A galvanised sheet should be wrapped on the inside of the coil;
care should be taken that it overlaps sufficiently over the ends of
the sheet mentioned in (IV) above.
STEP VI - Steel rings made from thick angle sheet should be placed on the
rims of the inner and outer diameters at both ends of the coil. The
rings should be held at either ends at four points by steel bands.
STEP VI1 - The coi! should then bc mounted on wooden skids held together
by steel bands.
STEP VI11 -- The packing should ensure that there is no seepage of moisture
and the sheets reach BHEL in completely rust free condition. It
should be strong enough to withstand handling at the docks, at
sea and on the road.
STEP IX - Coils should be sufficiently tight wound to prevent collapse to an
extent that would preclude their being mounted on a mandrel
appropriate to the ordered internal diameter.
STEP X - The strip shall be of constant width and wound in such a way that
the edges are superimposed in a regular manner and that the side
faces of the coil are substantially flat.
FIG. 5 DETAILS OF PACKING FOR ELECTRICAL SHHKT AND STRIP
IN COIL FORM ( VERTICAL )
9IS 648 : 1994
SEALED PAD
WATER-PROOF
MATERIAL TO BE
WRAPPED OVER
TRANSVERSE
ONGITUDINAL
SKiDS ‘8’
FIG. 6 DETAILS OF ELBC~RICAL STEEL SHEETP ACKINGS IN CUT LENGTHS
( For Details see Fig. 7A and 7B )
\- SltiGLE METAL SHEET - hDETAL COVER GENT -POLYltIENE
SHEET WRAPPING
: COVER BENT TO AVOID ,/\ COVERING ALL SIOES
1, ‘WATER SEE PING HAND ONE THIRD Par+
HESSIAN LINED
\ , [CLOTH WRAPPING
7A
( Read this matter alongwith F&y 6 )
STEP I - Wrap the pack all round with polythene sheet and then with water
proof hessian cloth as shown at ‘A’.
STEP II - Wrap the pack in metal sheet and bend metal sheet on the sides on
top to cover one-third portion of the top. Cover the top with
single metal cover bent over the sides. ( A box type cover on top
if possible is preferred to avoid water seeping inside 1. Care has to
be taken to ensure that top sheet is not made up of a number of
sheets from which water may seep inside the back.
STEP Ill - Keep assembled back on three longitudinal wooden skids approxi-
mately 75 mm X 75 mm cross section and fasten with 32 mm wide
x 20 gauge iron hoop as shown at ‘B’.
STEP IV - MaiI three transverse skids to the longitudinal skids and fasten
with strips band as shown at ‘D’.
FIG. 7 DETAILS OF ELECTRICAL STEEL SHEET PACKINGS IN CUT LENGTHS
10IS 648 : 1994
TOP STEEL
SHEET WRAPPING
STEEL SHEET
WRAPPING
FRONT SECTIONAL ELEVATION SIDE SECTIONAL ELEVATKIN
NOTES
1 Water-proof paper lining shall be preferably Volatile Cqrrosion Inhibitor
( V. C. I. ) coated paper with an additional polythene ( 100 micron ) envelope.
2 Approximate weight of each bxdle shall be 2 in 3 metric tonnes. Bundles
weighing 2 metric tonnes are, however, preferred.
FIG. 8 DETAILS OF PACKING ELBCTRICAL STEBL SHEET IN CUT LENGTHS
ANNEX A
( Fortword )
INFORMATION TO BE SUPPLIED ALONG WITH EACH ENQUIRY AND
ORDER BY THE PURCHASER
A-I Grade of electricai steel sheet/strip required or the width, thickness, maximum and minimum
( see Table 1 ). acceptable mass and internal diameter of coils
required ( see Table 1, 13.2 and 13.3 >.
A-2 Whether the sheet/strip is to be supplied
hot rolled or cold rolled. A-6 The number of interleaves and/or butt
welds acceptable in a coil ( 13.3.2 ).
A-3 Whether the sheet/strip to be supplied is
with si!icon or silicon free. A-7 Type of coating and nominal thickness.
A-4 Whether the sheet/strip to be supplied is A-8 Any optional tests required.
fully processed or semi-processed.
A-9 Any special requirements (see 4,13.1,14.3.1,
A-5 The length, width and thickness of sheets 14.6 and 16.1 ).
ANNEX B
( Clause 8.2.4 )
METHOD FOR DETERMINING ANISOTROPY AND LOSSES
For determining the anisotropy of losses, the where
total specific loss shall be measuled separately on P is the anisotropy of losses;
sample strips taken parallel and perpendicular
to the direction of rolling. The anisotropy of P, is the total specific loss P at 1.5 T per-
losses is to be calculated from the formula pendicular to the direction of rolling; and
P%=
P pa - P pi
x100
Pi is the total loss Pat 1.5 T parallel to the
8T 1 direction of rolling.
11153 648 : 1994
ANNEX C
( C’lause 10.6 )
INSULATION RESISTANCE TEST METHOD BASED ON
FRANKLIN TEST METHOD
This method covers testing of single strips or NOTE - When conducting a test in accordance with
punchings of flat rolled electrical steel for sur- this method, single readings should not be considered
significant since the nature of the test device and
face insulation resistance under predetermined specimen are such that successive measurements of a
conditions of voltage, pressure and temperature. specimen often yield different values. The minimum
An average current from multiple contacts, average of 10 known overlapping resistance measure-
through one insulating coating to the metal core ments ( five on each side of sheet 1 should be taken.
of the lamination is measured at the contact This method applies ten metallic contacts of
pressure desired. The test range is found zero to fixed area to the coated surface under specified
laOA. This current can be converted into an load and temperature conditions. The effective-
equivalent surface resistance by proper conside- ness of the coating insulation between the
ration of the test voltage and circuit resistance. surface of these contacts and the base metal
This method is particularly suitable for quality may then be evaluated on the basis of a current
control in the application if insulatmg coatings. measurement.
ANNEX D
( Foreword )
CONVERSION FACTOR
~~ ~~ ~~~-~
Unit Multiply BY To Obtain
Oersted ( Oe ) 7.958 x 10 Ampere per meter ( A/m )
Oersted ( Oe ) 2.02 1 Ampere per inch ( A/in )
Megnetizing Ampere per meter 1.257 x IO-2 Oersted ( Oe )
Force ( A/m )
Ampere per meter 2.540 x 10-Z Ampere per inch ( A/in )
( A/m )
Ampere per inch 4.947 X 10-1 Oersted ( 0e )
( A/in )
Ampere per inch 3.937 x 10 Ampere per meter ( A/m )
( A/in )
Ampere per centemeter 102 Ampere per meter ( A/m )
( A/cm )
Tesla ( T ) Gauss ( G )
Tesla ( T ) Weber per square meter
( Wb/mz )
Gauss ( G ) 10-4 Weber per square meter
( Wb/mz )
Gauss ( G ) 6.452 Lines per square inch
( Line/ins )
Magnetic Weber per square meter IO-4 Gauss ( G )
Induction ( Wb/mz )
Weber per square meter I Tesla ( T )
( Wb/mZ )
12IS 648 : 1994
Weber per square mete1 6.452 x 10’ Lines per square inch
( Wb/mz ) ( Line/in” )
Lines per square inch I.550 x 10-l Gauss ( G )
( Line/ins )
Lines per square inch 1.550 x 10-5 Weber per square meter
( Lines/in” ) ( Wbima)
Watt per kilogram 4.536 x 10-l Watt per pound ( W/lb )
( W/kg )
Core Loss
Watt per pound (W/lb) 2.204 Watt per kilogram ( W/kg )
- ~~
CGS electro-magnetic 1 Gauss per Oersted ( G/Oe)
unit ( emu )
OGS electro-magnetic 1.257 x IO-4 Henry per meter ( H/m )
unit ( emu >
CGS electro-magnetic 1.257 x 10-E Weber per Ampere-meter
unit ( emu ) ( Wb/A-m )
CGS electro-magnetic 3.192 x 10-s Weber per Ampere-inch
unit ( emu ) ( Wb/A-in )
Permea- CGS electro-magnetic 3.192 Lines per Ampere-inch
bility unit ( emu ) (Line/A-in )
Henry per meter (H/m) 7.958 x 105 CGS electro-magnetic unit
(emu)
Henry per meter (H/m) 7.958 x 105 Gauss per Oersted ( G/Oe )
Henry per meter (H/m) 2.540 x 10-2 Weber per Ampere-inch
( Wb/A-in )
Henry per meter (H/m) 2.540 x 104 Lines per Ampere-inch
( Line/A-in )
_______
Meter ( m ) 3.937 x 10s inch ( in )
Inch ( in ) 2.540 x 10-s Meter ( m )
Length Meter ( m ) 3.281 Feet ( ft )
Feet ( ft ) 3.048 IO-’ Meter ( m )
Kilogram ( kg ) 2.204 Pound ( lb)
Weight Pound ( lb-) 4.536 10-l Kilogram ( kg )
13Bureau 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 copyrrght of all its publications. No part of these publications may be reproduced in any
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of implementing the standard, of necessary details, such as symbols and sizes, type or grade
designations. Enquiries relating to copyright be addressed to the Director ( Publications ), BIS.
Review of Indian Standards
Amendments are issued to standards as the need arises on the basis of comments. Standards are also
reviewed periodically; a standard along with amendments IS reaffirmed when such review indicates that
no changes are needed; if the review indicates that changes are needed, it is taken up for revision.
Users of Indian Standards should ascertain that they are in possession of the latest amendments or
edition by referring to the latest issue of ‘BIS Handbook’ and ‘Standards Monthly Additions’,
This Indian Standard has been developed from Dot No. MTD 4 ( 3566 ),
Amendments Issued Since Publication
Amend No. Date of Issue Text Affected
_I____-_- -_--
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BOMBAY 400093 632 78 91, 632 78 92
Branches : AHMADABAD. BANGALORE. BHOPAL. RHUBANESHWAR.
COIMBATORE. FARIDABAD. GHAZIABAD. GUWAHATI. HYDERABAD.
JATPUR. KANPUR. LUCKNOW. PATNA. THIRUVANANTHAPURAM.
--
Printed at New India Printing Press, Khurja, IndiaAMENDMENT NO, 1 MAY 1996
TO
IS 648 : 1994 NON-ORIENTED ELECTRICAL
STEEL SHEETS AND STRIPS FOR MAGNETIC
CIRCUITS - SPECIFICATION
(Fourth Revision)
(Puge 2, clause 8.1.2 ) - Substitute the following for the existing clause:
r
‘8.1.2 The minimum values of AC. permeability for various grades of cold
rolled sheet/strip to be guaranteed are given in Table 1. For hot rolled sheets, the
test shall be carried out only if mutually agreed upon by tbe supplier and the
purchaser. The acceptance values for the test shall be agreed between the
supplier and the purchaser.’
( Page 4, clause 10.1, lust 5enfence ) - Delete.
( Page 6, clause 14.2.2, fine 1 ) - Substitute the word ‘transverse’ for
‘trnsverse’.
(MTD4)
Reprography Unit, BIS, New Delhi, IndiaAMENDMENT NO. 2 AUGUST 2000
TO
IS 648 : 1994 NON-ORIENTED ELECTRICAL STEEL
SHEETS AND STRIPS FOR MAGNETlC CIRCUlTS -
SPECIFICATION
(FourthR evision)
(Page 9, Fig. 5, Step WI) -Substitute ‘purchaser’for ‘BHEL’.
(MTD4)
Reprography Unit, BIS, New Delhi, IndiaAMENDMENT NO. 3 MARCH 2002
TO
IS 648:1994 NON-ORIENTED ELECTRICAL STEEL
SHEETS AND STRIPS FOR MAGNETIC CIRCUITS —
SPECIFICATION
(Fourth Reviswn )
( Page 3, Table 1)— Delete the grades mentioned at S1No. 19,20,32,33,
34and 35.
( Page 4, clause 8.2.1, second sentence ) — Substitute following for the
existing sentence:
‘Thevalues apply for the thickness of0.35 and 0.50 mm to the aged sample and
for0.65 mm tonon-aged sample.’
(Page 12,Amex C, Note, line 6)— Substitute ‘non’for ‘known’.
(MTD4)
ReprographyUnit,BIS,NewDelhi,India
|
5871.pdf
|
IS:5871-1987
Indian Standard
SPECIFICATION FOR
BITUMEN MASTIC FOR TANKING AND
DAMP-PROOFING
( First Revision )
_
First Reprint AUGUST lW5
UDC 691.167:699.82
BUREAU OF INDIAN STANDARDS
MANAK BHAVAN, 9 BAHADUR SHAH ZAFAR MARC
NEW DELHI 110002
Gr 2 February 1988IS f 5871.1987
Indian Standard
SPECIFICATION FOR
BITUMEN MASTIC FOR TANKING AND
DAMP-PROOFING
( First Revision
)
Waterproofing and Damp-proofing Sectional Committee, BDC 41
Chairman Repaenfing
Poor M. S. SHETTY Ministry of Defence ( Engineer-in-Chief’s Branch)
Members
LT-COL V. K. K~NITEAR ( Altcmatr to
Prof M. S. Shetty )
SEMI R. C. ABORA Hindurtan Petroleum Corporation Ltd, Bombay
SHRI N. VEERABANDHV Central Public Works Department, New Delhi
SvaVEYOR OF Worr~s ( NZ ) ( Altcrnata )
SHEI T. CEOUDHURY National Test House, Calcutta
SRRI D. S. GHUYYAFJ Roofrite Private Limited, New Delhi
SHRI K. K. LAL (Alternate )
SHRI A. D. Gnpr.4 Fertilizer ( Planning and Development ) India
Limited, Sindri
SHRI S. S. Das GUETA Indian Oil Corporation Ltd, Bombay
SERI M. S. GUPTA Roof Water proofing Company, Calcutta
SHSI S. N. DVTTA GUPTA Bharat Petroleum Corporation Ltd, Bombay
SHRI A. D. NAYAK ( Abcmatr )
SH~I S. K. JAIN Hoechst Dyes and Chemicals Ltd, Bombay
SHRI K. A. T. VA~OFIESE ( Altrrnate )
SHEI M. B. JAYWANT Synthetic Asphalts, Bombay
SH~I S. K, KA~AMOEANDANI Union Carbide India Ltd, Calcutta
Saar V. NIJF~AVAN ( Alternate )
SHRI M. R. MALYA In personal capacity (Flat No. 3, Punorumc,
30 Pali Hill Road? Bombay )
SHRI S. P. MODI Engineers India Limued, New Delhi
Da MOHDAILAY Central Building Rtqearch Institute ( CSIR ),
Roorkee
SH~I M . V. PANSY Public Works Department, Governmrnt of
Maharashtra, Rombav
( Continurd 011p age 2 )
Q crplrichl 1988
BUREAU OF INDIAN STANDARDS
Tbii ublication is protected under the In&n Coplrig& Act ( XIV of 1957 ) and
rePJ uction in whole or in part by any meana except with written permission of the
publisher shall be dermed to be an infringement of copyright under the said Act.IS .:3 871 - 1987
Mkn&rs RIprrzrrJin~
SHBI R. P. PUNJ Lloyd Bitumen Products, Calcutta
Saul M. M. MATEAX ( Allrrnstr )
Sasr T. K. ROY Shalimar Tar Products ( 1935 ) Ltd, Calcutta
SFUU B. K. BEATTAOEA~IYA ( Alrnnatr ).
SEBI A. Slpa GUPTA Ministry of Railways, Calcutta
S~IOB DJWUTY CHIEI ENOINEEU Public Work Department, Government of
( BUILDINQ ) Tamil Nadu, Madras
SUPIEIUXUTMDINOE NBINEEB,
Dssxon CIEOLII ( Altrmatc )
CAp’E &EOr SHArTItY Oasar Chemical Pvt Ltd, Bombay
SHBI S. K. BANEIULG ( Al6rrnate)
SHIIA. SRABII FGP Limited, Bombay
SHB~ G. K. TAKIAB ( Altsrna~~ )
SnsrY.S. SBINIVA~AN National Building Organization, New Delhi
SHBI SHMHI KANT ( Alternate )
SHBI Y. 0. GOXHALE Central Road Research Institute ( CSIR ),
New Delhi
Sarr R. S. SiH7KLA ( Altemok )
SEBX0 . RAYW, Director General, BIS ( Ex-@cio Mm&r)
Director ( Civ Engg )
secrstuy
SHBI M. SADAEUVAIU
As&ant Director (Civ Engg ), BIS
2Ists71-1987
Indian Standard
SPECIFICATION FOR
BlTUMEN MASTIC FOR TANKING AND
DAMP-PROOFING
( First Revision )
0. FOREWORD
0.1 This Indian Standard ( First Revision ) was adopted by the Bureau
of Indian Standards on 30 June 1987, 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 a suitable damp-proofing material
for underground tanks, basements, etc. The inherent quality of
mineral components and its binder to resist dampness, decay, bacterial
contamination, weathering, etc, makes bitumen mastic suitable for use
as a good dampproofing material. This standard is intended to
provide .the required guidance in proportioning of bitumen and
aggregates so as to get bitumen mastic for tanking, damp-proofing, etc.
The choice of materials and proportioning aims at obtaining dense
voidless mix to ensure imperviousness, the required flexibility of the
mastic and the workability to ensure case of application.
0.3 This standard was first published in 1970. The present revision
incorporates the changes necessary due to developments and revision
of other standards referred to in the standard. In this revision, use -of
carbon tetrachloride and trichlaroethylene have been added in the
physical properties of bitumen.
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 the country.
0.5 This standard is one of a series of Indian Standard specifications
on materials for use in wate roofing and damp-proofing of buildings.
Other specifications publishe ‘B SO farin the series are:
IS : 1322-1982 Specification for bitumen felts for waterpoofing
and damp-proofing ( tlrird rez&&a )
8IS : 3871 - 1987
IS : 1580- 1969 Specification for bituminous compounds for
waterproofing and caulking purposes (fist revision)
1s : 3037-l!Wii Specification for bitumen mastic for use in water-
pronfiing of roofs (first revision )
IS : 3384-1986 Specification for bitumen primer for use in water-
proofing and damp-proofing ( jirst revision )
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 : Z-1960*. The number of significant places
retained in the rounded off value should be the same as that of the
specified value in this standard.
1. SCOPE
1.1T his standard covers the requirements for bitumen mastic used as
covering material for damp-proofing of underground tanks, basements
of buildings, water reservoirs, swimming pools, irrigation canals, etc.
2. TERMINGI,OGY
2.1 For the purpose of this standard, the definitions given in IS : 334-
1982t and IS : 491 l-1968t shall apply.
3. GENERAL CHARACTERISTICS
3.1 The bitumen mastic shall consist of a mixture of bitumen, aggre-
gates and mineral filler in suitable proportions so as to give it a semi-
fluid consistency when heated to about 180°C. The mastic at this
temperature shall be easily compressible by trowels into a compact and
uniform layer.
4. MATERIALS
4.1 Bitumen - The physical ‘properties of bitumen used shall conform
to those specified in Table 1, when tested in accordance with the
methods of tests specified therein.
*Ruleaf or rowding off numerical values ( mid).
slowuy of termsr el&ag to bitumen and tar ( sr#oct&).
$GlolWy of tctms rel8ting to bitunl&ous mW+oo&$g md damp-prooiing of
bulldii.
4IS:5871-1987
TABLE 1 PHYSICAL PROPERTIES OF BITUMEN
(Claw4.1 )
sr.
c IIA R A s’“rPR:I STIC REQIJIREMENT~ METEODO~TEBT,
NO. REP TO
(1) (2) (3) (4)
9 Softening point (ring and ball 50 to 90°C IS : 1205-1978’
method)
ii) Penetration at 25% in II lOO cm 20 to 40 IS : 1203-1978a
iii) Ductility at 27% ( Min ) in cm 3 IS : 1208-1978’
iv) Lorr on heating, percent ( Max ) I IS : 1212-1978’
v) Solubility in CS,, percent (Ma) 99 IS : 1216-1978‘
Or
Carbon tvtrachloride or trichloroethylene
NOTE- Paving bitumen of the grade 535 conforming to IS : 73-1961# and
industrial bitumen of the grade 65/25, conforming to IS : 702-1961’ are typical
examples of binder which will satisfy the requirementa of this table.
*Determination of softening point.
*Determination of penetration.
*Determination of ductility.
‘Determination of ion on heating.
~Determination of solubility in carbon disulphide or trichloroethylene.
*Specification for paving bitumen ( mired ) .
‘Specification for industrial bitumen ( rrvirrd).
4.2 Filler- The filler shall be lime-stone powder passing 75-micron
IS Sieve and shall have a calcium carbonate content of not less than
80 percent by weight, when determined in accordance with the method
specified in Appendix A of IS : 119501978*.
4.3 Aggregates - Fine aggregates shall only be used. Fine aggregate
shall consist of naturally occurring sand or crushed lime-stone or
crushed hard rock. The grading of the aggregate is given in Table 2
for guidance.
5. MANUFACTURE AND COMPOSITION
5.1 The filler and fine aggregate shall be mixed together and heated to
a temperature of 190 to 205%. The required quantity of bitumen
*Specification for bitumen mastic for Boaring ( ucexd nridw, ).
5IS:s871-1987
shall be separately heated to 170 to 180°C and added to the ag regate.
These shall be mixed and cooked in a mechanically agitate f mastic
cooker until the materials are thoroughly mixed. During mixing, care
shall be taken to ensure that the contents in the cooker are at no tide
heated to a temperature exceeding 205°C. Mechanical cooker should
be such that it can divharce whole of the mix in about 30 minutes
time.
TABLE 2 GRADING OF F’WE AGGREGATES
( chf84.3 )
TYI’IT OF SIEVK USJSI, PElSOENTAOk BY
[see 1s : 460 ( PART 1 )-1985 ] WESWT
Pasaing 75 micron IS Sieve 0 to 10
Retained on 75 micron 10 to .1a
IS Sieve and pauing
212 micron IS Sieve
Retained on 212 micron 40 to 54
IS Sieve and passing
600 micron IS Sieve
Retained on 600 micron 24 to 40
IS Sieve and puing
2.36 mm IS Sieve
Retained on 2.36 mm IS Sieve Nil
5.2 If the mastic has to be pre-manufactured in the factbry, and be
cast into blocks and then taken to site, the mastic shall be prepared as
given in 5.2.1.
53.1 The filler and fine aggregates shall be properly mixed and
heated to a temperature of 190 to 205°C. The required quantity of
bitumen shall be separately heated to 170 to 180% and added to the
aggregate. These shall be mixed and cooked in a mechanically
agitated mastic cooker, until the materials are thoroughly mixed. The
mastic shall then be cast into blocks weighing about 25 kg.
!X2.2 When required, the bitumen mastic blocks shall be broken into
convenient sizes, and remelted and mixed in the mastic cooker at the
site of the work.
5.3 Compomition -The composition of the bitumen mastic, when
determined in the manner specified in Appendix C of IS : 1195- 1978*,
&all conform to the requirements given in Table 3.
lS pecificationf or bitumen mastic for flooring ( WC& rkbn ).
6IS : 5871- 1987
TABLE 3 COMPOSITION OF BITUMEN MASTIC BY ANALYSIS
( Claur 5.3 )
I%. REQUIREMENTS hRoENTAQEB Y WEIGHT
TOTAL MASTW
3 Soluble bitumen 15 to 17
ii) Aggregate paazdng 75-micron IS Sieve 42 to 52
iii) Aggregate parsing 212-micron IS Sieve 3 to 10
and retained on 75-micron IS Sieve
iv) Aggregate palring 600-micron IS Sieve 15 to 25
and retained on 212-micron IS Sieve
v) Aggregate parring 2.36 mm IS Sieve 7 to 20
and retained on 600-micron IS Sieve
vi) Aggregate retained on 2’36-mm IS Sieve Nil
6. HARDNESS NUMBER
6.1 The hardness number of the bitumen mastic shall be between 20
:~nd 50 at 25”C, when determined in the manner described in Appen-
dix 1) oi IS : 115i-197P.
7. SAMPLING AND CRITERIA FOR CONFORMITY
7.1 During Discharge from Mixer -Three or more separate
portions of not less than 5 kg each of bitumen mastic shall be taken at
intervals during the discharge of the mixer. The specimen shall include
portions taken at beginning or at the end of the discharge except in
cases where the practice of returning to the mixer the first and last
portions discharged is followed. The portions shall then be thoroughly
mixed at a temperature of 190 to 205’C. The mixture shall be floated
out on an iron plate with the aid of a wooden float to a thickness not
less than 25 mm. While still warm, the specimen shall be loosened
from the plate, and a representative portion wetghting not less than
5 kg, shall be forwarded to the laboratory for examination.
7.2 Blocks - Material in block form shall be sampled by taking
approximately equal amounts, in pieces, from not less than 6 blocks
taken at random. The total specimen of not less than 5 kg, shall be
forwarded to the laboratory for examination.
-. --.
*Specification for bitumen mastic for Hooring( srcond &lion ).
7IS : 5871 - 1987
7.3 Criteria for Conformity -The bitumen mastic shall be consi-
dered as conforming to this specification if the requirements given in 5.3
and 6.1 are satisfied.
8. MARKING
8.1 If cast into blocks for storage the date of manufacture and name
of the manufacturer shall be indicated suitably.
8.2 BIS Certification Marking
The productm ay also be marked with Standard Mark.
8.2.1 Tbe use of the Standard Mark is governed by the provisions of Bureau of
Indian Standards Act, 1986 and the Rules and Regulations made thereunder.
The details of conditions under which the licence for the use of Standard Mark
may be granted to manufacturers or producers may be obtained from tbe Bureau
of Indian Standards.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 1375
I
*Eastern : l/l4 C. I. T. Scheme VII M, V. I. P: Road. 36 24 991
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
( 41 29 16
tWestern : Manakalaya, E9 MIDC, Marol, Andheri ( East ), 6 32 92 95
BOMBAY 400093
Branch Offices:
‘Pushpak’. Nurmohamed Shaikh Marg, Khanpur, 2 63 48
AHMADABAD 380001 I 2 63 49
SPeenya Industrial Area 1 st Stage, Bangalore Tumkur Road (38 49 55
BANGALORE 560058 138 49 56
Gangotri Complex, 5th Floor, Bhadbhada Road, T. T. Nagar, 667 16
8HCPAL 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
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/l 421. 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 411005
*Sales Office in Calcutta is at 5 Chowringhee Approach, P. 0. Princep 27 68 00
Street, Calcutta 700072
tSales Office in Bombay is at Novelty Chambers, Grant Roed, 89 66 28
Bombay 400007
$Sales Office.in Bangalore is at Unity Building, Narasimharaja Square, 22 36 71
Bangalore 560002
-Reprography Unit, BIS, New Delhi; Indin
|
228_15.pdf
|
IS 228 ( Part 15 ) : 1992
Indian Standard
METHODS FOR CHEMICAL ANALYSIS
OF STEELS
PART 15 DETERMINATION OF COPPER BY THIOSULPHATE
IODIDE METHOD ( FOR COPPER 0’05 TO 5 PERCENT)
(Second Revision )
First Reprint SEPTEMBER 19%
UDC 669.14 : 543[ 546.56-226]
Q BIS 1992
BUREAU OF INDIAN STANDARDS
MMANAK BHAVAN, 9 BAHADUR SHAH ZAFAR MARG
NEW DELHI 110002
November 1992 Price Group 1Methods of Chemical Analysis of Ferrous Metals Sectional Committee, MTD 2
FOREWORD
This Indian Standard ( Part 15 ) ( 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. along with pig iron and cast iron. It was revised
again to make it comprehensive in respect of stee1 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 copper by thiosulphate-iodide method. The
other parts of this series are:
Part 1 Determination of carbon by volumetric method ( for carbon 0.05 to 2.50 percent )
Part 2 Determination of manganese in plain carbon and low alloy steels by arsenite
method
Part 3 Determination of phosphorus by alkalimetric method
Part 4 Determination of total carbon by gravimetric method ( for carbon > 0.1 percent )
Part 5 Determination of nickel by dimethyl glyoxime ( gravimetric ) method ( for nickel >
0.1 percent )
Part 6 Determination of chromium by persulphate oxidation method ( for chromium > 0.1
percent )
Part 7 Determination of molybdenum by a-benzoinoxime method ( for molybdenum > O-1
percent )
Part 8 Determination of silicon by the gravimetric method ( for silicon > 0.1 percent )
Part 9 Determination of sulphur in plain carbon steels by evolution method
Part 10 Determination of molybdenum by thiocyanate ( photometric ) method in low and
high alloy steels ( for molybdenum up to 0.1 percent )
Part 11 Determination of silicon by photometric method in carbon steels and low alloy
steels ( for silicon 0.01 to 0.05 percent )
Part 12 Determination of manganese by periodate spectrophotometric method in low and
high alloy steels ( for manganese 0.01 to 2.0 percent )
Part 13 Determination of arsenic
Part 14 Determination of carbon by thermal conductrvity method ( for carbon 0.005 to 2.000
percent)
Part 16 Determination of tungsten by spectrophotometric method ( for tungsten O-1 to 2
percent )
In this revision ‘The Gravimetric Method’ for determination of copper in steel has been replaced
by ‘The Thiosulphate Iodide Method’.
In reporting the result of a test or analysis made in accordance with this standard, if the final
value observed or calculated is to be rounded off it shall be done in accordance with IS 2 : 1960
‘Rules for rounding off numerical values ( revised )‘.IS228(Part15):1992
Indian Standard
METHODS FOR CHEMICAL ANALYSIS
OF STEELS
PART 15 DETERMINATION OF COPPER BY THIOSULPHATE
IODIDE METHOD ( FOR COPPER O-05 TO 5 PERCENT )
Second Revision )
(
1 SCOPE 5.2.3 Wash Solution
This standard ( Part 15 ) describes the thio- Saturate dilute sulphuric acid solution 1 : 99
sulphate-iodide method for determination of ( v/v ) with hydrogen sulphide.
copper in steel in range from 0.05 to 5 percent.
5.2.4 Dilute Nitric Acid, 60 percent.
2 REFERENCES
NdTE - Nitric acid conforming to IS 264 : 1976
The following Indian Standards are necessary contains 70 percent of nitric acid.
adjuncts to this standard:
5.2.5 Sodium Fluoride, solid.
IS Na. Title
264 : 1976 Nitric acid ( second revision ) 5.2.6 Dilute Ammonium Hydroxide, 1 : 1 ( v/v ).
1070 : 1992 Reagent grade water - Speci- 5.2.7 Acetic Acid, 80 percent.
fication ( third revision )
5.2.8 Potassium Iodide, solid.
3 SAMPLING
5.2.9 Starch Solution, O-5 percent.
The sample shall be drawn and prepared as
prescribed in the relevant Indian Standard. Make a suspension of 0.5 g of starch in 10 ml
of water. Add to it 90 ml of boiling water,
4 QUALITY OF REAGENTS cool and mix.
Unless specified otherwise, analytical grade re- 5.2.10 Standard Sodium Thiosulphate Solution
agents and distilled water ( see IS 1070 : 1992 )
( N/50 )
shall be employed for the test.
Dissolve 5 g of sodium thiosulphate ( Nas!&O,.
5 DETERMINATION OF COPPER 5Hz0 ) in 500 ml of water, add 0.1 g of sodium
carbonate and dilute to 1 litre. Standardize
5.1 Outline of the Method against pure copper.
The sample is dissolved in dilute sulphuric
5.2.10.1 Standardization
acid and copper is precipitated with sodium-
thiosulphate. Precipitate is ignited, dissolved
Transfer 0.05 g of pure copper to 150 ml beaker,
in acid and determined iodometrically.
cover and dissolve in 4-5 ml of dilute nitric
acid ( 3 : 5 ),. Boil gently to expel oxides of
5.2 Reagents
nitrogen. Cool and add ammonium hydroxide
5.2.1 Dilute Sulphuric Acid, 1 : 9 ( v/v )* ( 1 : 1 ) until the solution just turns blue. Add
5 ml of acetic acid and then 1 ml in excess.
5.2.2 Sodium Thiosulphate Solution Complete the titration as described in 5.3.2
to 5.3.4. Find out the copper equivalent for
Dissolve 100 g of sodium thiosulphate ( Na,S,O, 1 ml of thiosulphate solution.
5H,O ) in 100 ml of water and filter if a hazy
solution is obtained. 5.2.11 Ammonium BiJuoride Solution, 200 g/l.
1Is228(Part 15):B92
until the solution is just alkaline as noticed by
5.3 Procedure
the blue colour. Cool the solution to room
5.3.1 Test Portion temperature.
5.3.4 Acidify the solution with acetic acid and
Weigh a sample neatest to 1 mg as follows:
add 1 ml in excess. Add 3-4 g of potassium
iodide and stir well. Immediately titrate
Copper, Percent Mass in g of Sample
with standard sodium thiosulphate solution.
Up to 0.25 5 When the brown tint has nearly disappeared,
add 5 ml of starch solution and continue titra-
0.25 to 1 2
tion until with one drop it changes the colour
1 to 1.5 1 from biue to yellowish white and remains
1.5 to 5 0.5 permanent for 15 to 20 seconds ( see Notes ).
NOTES
5.3.2 Weigh the quantity of sample as per 1 Add 5 ml of potassium thiosulphate solution
copper content mentioned above and transfer ( 10 percent ) to get a better end point detection.
to 500 ml beaker. Add 100 ml of dilute sulphu- 2 If caper is present in small amount, estimate
ric acid (see Note ). Heat gently until copper by diethyldithio-carbamate spectrophoto-
reaction ceases, dilute to 250 ml. Heat to metric method.
boil, add 10 ml of sodium thiosulphate solu-
5.3.5 Blank
tion in small portions and continue to boil for
5-10 minutes or until the precipitate settle Carry out a blank determination following the
rapidly. Filter, and wash the precipitate procedure specified in 5.3.2 to 5.3.4 using same
with wash solution. Place the paper and amount of all reagents but without the sample.
precipitate in a porcelain or silica crucible,
5.3.6 Calculation
dry and ignite at a low temperature ( 520 to
550°C) until all carbon is destroyed. Cool, Copper, percent
and transfer the contents of the crucible to
(A-B) x C x 100
250 ml beaker. Add 5-6 ml of dilute nitric acid by mass =
D
to the crucible, warm gently and pour upon
where
the contents in the beaker. Rinse the crucible
with water and warm the beaker and the A= volume in ml, of Na,S,O, solution
contents until the copper oxide has dissolved. required for the sample;
B= volume in ml, of Na,S,O, solution
NOTE - For samples not dissolving in dilute sulph.
uric acid, use mixture of hydrochloric acid, nitric required for the blank;
acid and 10 ml of sulphuric acid. Heat to fumes, C!= copper equivalent ( in g/ml ) of
cool and repeat the operation once more.
Na$,O, solution; and
5.3.3 Carefully, evaporate the solution to 2-3 D= mass in g, of sample taken.
ml. Cool, add 30 ml of water and either 5 ml
5.4 Reproducibility
of ammonium bifluoride solution or 1 g of
sodium fluoride. Add ammonium hydroxide &O-O1p ercent at 0.1 nercent cooper level.
2Bureau of Indian Standards
BIS is a statutory institution established under the Bureau of Indian Standards Act, 1986 to promote
harmonious development of the activities of standardization, marking and quality certification of goods and
attending to connected matters in the country.
Copyright
BIS has the copyright of all its publications. No part of these publications may be reproduced in any form
without the prior permission in writing of BIS. This does not preclude the free use, in the course of
implementing the standard, of necessary details, such as symbols and sizes, type or grade designations.
Enquiries relating to copyright be addressed to the Director (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
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13383_2.pdf
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IS 13383 (Part 2) : 1992
(Superseding IS 7678 : 1975)
(Reaffirmed2000)
Edition1.1
(2000-10)
Indian Standard
PHOTOMETRY OF LUMINAIRES — METHOD
OF MEASUREMENT
PART 2 LUMINAIRES FOR ROAD AND STREET LIGHTING
(Incorporating Amendment No. 1)
UDC 628.971.6:535.24
© 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 6Illumination Engineering and Luminaires Sectional Committee, ETD 24
FOREWORD
This Indian Standard (Part 2) was adopted by the Bureau of Indian Standards after the draft
finalized by the Illumination Engineering and Luminaires Sectional Committee had been
approved by the Electrotechnical Division Council.
The object of this standard is to recommend the adoption of the test procedures that will give
acceptable results in determining and reporting the photometric characteristics of luminaires
intended for use of road and street lighting.
This standard (Part 2) is one of the series of Indian Standards which deals with the methods of
photometry of luminaires. The series consist of the following parts:
Methods of photometry of luminaires:
Part 1 Luminaires intended for use of interior lighting;
Part 2 Luminaires for road and street lighting; and
Part 3 Luminaires for floodlighting.
In the formulation of this standard, assistance has been derived from CIE Publication No. 27
(TC-2.4) 1973 on Photometry of luminaires for street lighting.
This standard supersedes IS 7678:1975 ‘Method of photometric testing of incandescent type
luminaires for general lighting services’ which covers the method for photometric testing of
filament type general lighting luminaires.
This edition 1.1 incorporates Amendment No. 1 (October 2000). Side bar indicates modification of
the text as the result of incorporation of the amendment.IS 13383 (Part 2) : 1992
Indian Standard
PHOTOMETRY OF LUMINAIRES — METHOD
OF MEASUREMENT
PART 2 LUMINAIRES FOR ROAD AND STREET LIGHTING
1 SCOPE 2.5 Light Output Ratio
1.1This standard applies to testing of The light output ratio is defined as the ratio of
luminaires designed primarily for road and the light output of the luminaire measured
street lighting, suitable for ac electricity supply under specified practical conditions, to the sum
and using the following lamp types: of the individual light outputs of the lamps
a) High pressure mercury vapour; operating outside the luminaire under specified
conditions.
b)Blended or self — ballasted mercury
vapour;
The ‘specified conditions’ should be the
c) Low pressure sodium vapour; standard conditions defined in 5.3.
d) High pressure sodium vapour;
3 GENERAL REQUIREMENTS
e) Tubular fluorescent;
f) Incandescent; and 3.1 Photometric Characteristics
g) Tungsten halogen.
The requirements described in these
recommendations relate to the following
2 DEFINITIONS
characteristics. They can be divided into the
2.0For the purpose of this standard the measured characteristics, that is, those directly
following definitions shall apply. measured with laboratory instruments, and the
derived characteristics which can be calculated
2.1 Luminaire Photometry per 1000 Lamp
from the measured ones and used in the
Lumens application of the luminaires. The derived
characteristics are more closely related to
Photometric measurements of a luminaire
lighting application than to photometric
converted into a total luminous flux of 1000
measurements, but it is emphasized that these
lumens from all the lamps in the luminaire
recommendations only deal with the measured
together, when these are operated under
photometric characteristics.
standard test conditions (see 5.3).
2.2 Measuring Half-Plane (C-Plane) 3.2 Distribution of Luminous Intensity
That portion of any vertical plane through the
Distribution of luminous intensity in specified
photometric light centre of a luminaire, which
directions per 1000 lamps lumens (see 2.1).
is wholly to one side of the vertical axis.
The directions in which the luminous intensity
2.3 Distribution of Luminous Intensity needs to be measured will depend on the later
use of the measurements (see 2.3).
By the luminous intensity distribution of a
luminaire or light source is meant the luminous 3.3 Flashed Area
intensities of the luminaire or light source in all
directions. The luminous intensity distribution The flashed area is used in the calculation of
may be represented by tables, diagrams or glare in street lighting installations. It is the
curves. area of orthogonal projection of the light
emitting surface of a luminaire on a plane
2.4 Test Distance
perpendicular to a given direction of viewing
Photometric test distance is the distance from within which the luminance exceeds 1 percent
the photometric centre of the distribution of the brightest part. For the purpose of the
photometer to the surface of the photocell, determination of the glare control mark the
taking into account the distance to and from direction of viewing in specified as = 76°C in
any mirror or mirrors that may be used. the plane C = 0°.
1IS 13383 (Part 2) : 1992
3.4 Presentation of Distribution Intended givesa luminous intensity as a function of the
for Luminance Calculations horizontal angle C and the vertical angle Y
(CY-system, see Fig. 1).
Luminance calculations are practically always
made by means of the computer. The light
distribution must, therefore, be given in digital The table should be given in the following
form (a light distribution table). The table form:
2IS 13383 (Part 2) : 1992
The reference half-plane (that is C = 0°) should 4 SELECTION OF TEST APPARATUS,
generally be orientated parallel to the road as PROCEDURES AND METHODS
shown in Fig. 1.
4.1 General
In cases where that light distribution according
to the construction of the luminaire can be The accuracy of a street lighting design
considered symmetrical about the half-planes depends upon a knowledge of the
C= 270° and C = 90°, the table may contain characteristics of the road surface, the
only the luminous intensities for the performance of the luminaires and of the
half-planes from C = 270° to C = 90°. Each associated lamps.
value in the table (except for C = 270° and
C=90°) will then be the mean value of the two The accuracy of photometric measurement is in
readings in symmetrical directions. turn depended upon the apparatus used, and
also on the testing procedure adopted.
3.5 Presentation of Distribution Intended
4.2 Sources of Error
for General Purposes
In General, two kinds of errors impair
The presentation may be given in (one or more
accuracy, namely, systematic errors, inherent
of) the following forms:
in the test methods used, or caused by
imperfections of instruments; and random
a)A polar curve in a vertical plane parallel
errors, due to variations in test conditions
to the road axis;
outside the photometrist’s control. It is the
b)A polar curve in a vertical plane through latter which affects repeatability. Examples of
the peak intensity, if different from (a); such sources of errors are given in Table 1.
c)A conical light distribution through the
peak intensity. The value of the constant Table 1 Examples of Sources of Inaccuracy
angle shall be stated; and
RandomErrors SystematicErrors
d) An isocandela diagram.
Instability of lamp Measurement of voltage
Temperature variation Measurement of tem-
perature
Draughts due to air Non-linearity of photocell
conditions, etc
Stray light
Air movement due to Spectral selectivity of
relative movement of luminaire*
the lamp of luminaire
Variation in reflectance
factor of mirror due to
distortion from a plane
surface, variation in
silvering
Fatigue of photocell Polarisation of light source
variation in frequency,
of voltage source
Non standard value of
phosphor density of test
lamp
Variation in reflectance Misalignment of lamp and
factor of mirror due optical components of
todust luminaire, etc
Too short measuring
distance
*If the luminaire is spectrally selective, systematic
errors could arise due to the spectral response curve of a
FIG. 1 COORDINATE SYSTEM FOR LUMINAIRE
mirror system and/or photocell departing from the CIE
LIGHT DISTRIBUTION spectral luminous efficiency curve V ( ).
3IS 13383 (Part 2) : 1992
4.3 Acceptable Order of Accuracy of with sufficient accuracy and that a realistic
Photometric Measurement comparison between different luminaires can
be made. Provision is, therefore, made in these
It is recommended that the sum of any recommendations for: (a) appropriate standard
systematic error and random error, specified by test conditions (5.3); (b) acceptable variations
the standard deviation, is not greater than: produced by limitations of the laboratory and
its apparatus, for example, temperature and
— For measurement of luminous intensity: orientation during test (5.4); and (c) correction
factors where a service condition causes the
±5 percent or for the lower intensities
luminaire to operate differently to the
±2cd/1000 lm, whichever is the greater.
laboratory standard test conditions (5.5).
— For measurement of angle:
5.3 Standard Test Conditions
± 0.5°
The standard test conditions should be taken
4.4 Selection of Apparatus and Testing
as:
Procedures
Luminaire : The luminaire should be
Apparatus and testing procedures listed in
orientation suspended in the position
Annex A are considered acceptable for
for which it is designed to
photometry of street lighting luminaires within
operate in service.
the scope of these recommendations and to the
order of accuracy nominated in 4.3. Light source : Fundamentally the photo-
meter should be calibrated
4.5 Calibration Procedures
with the lamp, operated
under the same conditions
The distribution photometer may be calibrated
for which the nominal
either by the relative or by the absolute (or
luminous flux is measured.
direct) method.
For most lamps this means
In the relative method the luminous flux of the
freely suspended in either
lamp(s) used for the test is obtained from
horizontal or vertical
measurement of intensity distributions in
position.
terms of arbitrary units of the photometer scale
reading. Intensity measurements on the If lamp data are published
luminaire being tested are then made in the for the lamp in both
same arbitrary units of scale reading. A horizontal and vertical
description of this method is given in 8. positions, the position
during calibration should be
In the absolute method both the lamp(s) and the same as the operating
the photometer are calibrated in absolute units position in the luminaire.
against standard light sources of which the
luminous flux (in lumens) or the intensity (in Air movement : Still air at 25°C in the
candelas) are known. and ambient vicinity of the luminaire, or
temperature bare lamp(s) when
5 LABORATORY REQUIREMENTS FOR calibrating the photometer.
TESTS
Test ballasts : The same ballasts should be
used for testing the
5.1 General
luminaire and the bare
lamps, and they should be
Photometric tests on luminaires should be
representative for the
carried out under the conditions and with the
manufacturer’s normal
corrections, where applicable, as described
production.
in5.5.
5.2 Object of Tests 5.4 Practical Test Conditions
The object of the tests is to provide the users As it is virtually impossible to carry out
and manufacturers of luminaires with such photometry on a lamp or luminaire without
information of the photometric characteristics some variation in ambient temperature and
of the luminaires under test that calculations some movement of air within its vicinity, tests
of lighting installations may be carried out should be made to ensure that the laboratory
4IS 13383 (Part 2) : 1992
conditions are satisfactory. Where the output of 5.5 Electric Power Supply
a lamp or luminaire is affected by changes in
ambient temperature or air movement the 5.5.1 Supply Voltage and Frequency
recommendations of 5.4.1 and 5.4.2 should be
The voltage and frequency at the supply
observed. Usually these considerations only
terminals of the luminaire, except where
apply when testing tubular fluorescent lamps
tungsten filament lamps are used should be
or luminaires incorporating them, but may be
taken as the rated values marked on the
important for some other types of discharge
luminaire. If not marked the rated voltage and
lamps.
frequency of the ballast should be used.
5.4.1 Ambient Temperature Variation During photometric measurements the supply
voltage and frequency should be maintained
The mean ambient temperature t should be constant within ± 0.5 percent.
m
equal to 25 ± 2°C throughout the test on the
NOTE — It will be necessary to control the variation in
lamp or luminaire.
voltage and frequency to a closer tolerance when
selecting tests lamps in accordance with 7.2.
The difference between mean ambient
In the case of luminaires incorporating
temperature t for the lamp during calibration
m tungsten filament lamps the voltage should be
and mean ambient temperature t for the
m controlled to within ±0.2 percent or better.
luminaire during the test should not exceed
2°C.
It should be noted that many matt black paints
have a reflection factor as high as 4 percent
5.4.2 Limits of Error Due to Air Movement when new and unmarked. For angles of
incidence close to the plane of such surfaces the
5.4.2.1 General reflection factor is much higher. Where
possible, therefore, screening should be
Movement of air may be caused by draughts, arranged so that stray light from the luminaire
air conditioning, or motion of the luminaire on reaches the photocell only after two or more
the photometer. It is recommended that the reflections from blackened surfaces. Where
following tests be made to ensure that the only one surface can be provided it may be
laboratory conditions are satisfactory. necessary to cover it with black velvet, black
carpet, etc.
5.4.4.2Air movement due to draughts or air
Possible paths of stray light which should not
conditioning
be overlooked are:
A bare lamp mounted on the photometer should a)Luminaire — blackened surface (floor,
be stabilized, as in 8.2, in the proposed screen, etc) — mirror — photocell.
laboratory conditions, and the luminous
b)Luminaire — blackened surface (floor,
intensity in a specified direction measured at a
screen, etc) — luminaire — mirror —
known ambient temperature. The air
photocell.
conditioning plant should then be switched off,
any remaining draughts reduced as far as c)Luminaire — mirror — luminaire —
practicable, and the lamp re-stabilized and the mirror — photocell.
luminous intensity again measured at the same
ambient temperature. 6 REQUIREMENTS FOR TEST
APPARATUS
A similar test should be carried out on the
6.1 General
luminaire.
The requirements in this clause are
These tests should be repeated for a number of supplementary to the laboratory conditions
positions of the lamp or luminaire in the described in 5.
photometer.
6.2 Requirements for Photocells
5.4.2.3 Satisfactory laboratory conditions
6.2.1 Performance of Photocells
Laboratory conditions may be considered The photocell and its measuring circuit should
satisfactory, if the sum of the differences be stable in operation and not subjected to
between the readings measured under 5.4.2.2 fatigue when exposed to the maximum level of
and 5.4.2.3 does not exceed 2 percent. illuminance encountered.
5IS 13383 (Part 2) : 1992
The combination of photocell and measuring However, for luminaires with an approxi-
circuit should possess essentially linear mately cosine distribution in planes passing
response to light up the maximum level of through the long axis of the luminaire, the test
illuminance encountered. distance may be determined as:
The spectral sensitivity of the photocell should
either : fifteen times the dimensions of the
closely follow the CIE spectral luminous
light emitting part normal to the
efficiency curve. It is recommended that the
lamp axis,
stability of the spectral response be checked
periodically. A method of checking with colour or : five times the dimension of the
filters is given in Annex B. light emitting part parallel to the
lamp axis.
6.2.2 Measurement of Photocell Output
The output of the photocell should be measured The test distance to be used will be the larger
to an accuracy of ± 1 percent. If automatic distance of these two.
recording equipment is used for the
measurement of photo current, it is important 6.3.3 Special Requirements for Mirrors
that the maximum inherent errors of the
equipment are determined, for example, Any mirror used in the construction of a
delayed response to change in photo current, distribution photometer should be rigidly
and lack of response (a finite dead zone) to supported and kept flat in all normal positions
small changes. of rotation. The variation of the reflectance
factor over its usable surface should not be
6.2.3Additional Requirements for the Auxiliary more than ± 3 percent from the mean. This
Photocell Used in the Monitored Light Source should be checked at regular intervals using
Method the method described in 6.3.4 or a similar one.
Errors introduced by mirrors may be caused by
The auxiliary photocell used in the monitored one or more of the following factors:
light source method should comply with the
above requirements. In addition, it should be a)departures of the mirrored surface from a
shielded so as to respond only to light from the plane surface, for example, ripples in glass
centre position of the luminaire. The photocell due to method of support, sagging etc.
may be mounted at any convenient distance,
b)variation in reflectance factor over the
but should be rigidly fixed and rotate with the
main reflecting surface of silver,
luminaire. The position chosen should not
aluminium, etc;
cause any disturbance of light reaching the
main photocell when at normal measuring c)variation in transmission through the
position. glass, when the reflecting surface is on the
rear side.
6.3 Requirements for Distribution
d)light scattering due to scratches, dust, etc;
Photometers
and
6.3.1 Selection of Performance e) spectral selectivity.
The selection of a distribution photometer for
use in an industrial laboratory involves the 6.3.4Testing of Mirrors for Variation in
aspects of acceptable accuracy as discussed in 4 Reflectance Factor
as also laboratory space available. The choice
By setting the photometer so that the effective
largely lies on one hand between:
position of the photocell is at nadir and moving
a)mounting the luminaire on the normal a light source in a horizontal plane through the
service position, or optical centre of the photometer, variation in
the reflectance factor of the mirror over the
b)a test distance complying with the
area traversed can be measured. The light
recommendation below (see 6.3.2).
source should have an essentially uniform light
6.3.2 Test Distance distribution in directions near the vertical, and
the apparent area should be approximately
In general the test distance should not be less 0.003 m2 (that is, a 100 W inside white
than fifteen times the maximum dimension of incandescent lamp) with the photocell placed in
the light emitting part of the luminaires. its normal position.
6IS 13383 (Part 2) : 1992
The variation of the angle of incidence on the 7.2.3 Ageing of Lamps
photocell and of the distance between the
photocell and the light source, when moving All lamps should be aged until the light output
this, must be taken into account. is shown by successive readings to be stable.
Ageing should be carried out by cycle operation
NOTE — Variation observed by such a test will be due
of the lamps close to their electrical design
to one or more of the causes listed under (a) to (d)
specifications for a recommended minimum
of6.3.3 above.
period of 100 h in the case of tungsten filament
6.3.5Special Requirements for Luminaires and tubular fluorescent lamps and 200 h for
Mounted in Their Designed Operating Positions other lamps. A suggested cycle consists of
15min off period every 4 h. The position of
Movement of the luminaires should be smooth, lamps during ageing should be as follows:
free from rocking and in the case of luminaires
a) Tubular fluorescent — horizontal
using tubular fluorescent lamps, sufficiently
slow so as not to upset the air temperature b) Low pressure sodium — horizontal
within the luminaire (see 5.4).
For the U bend type the plane through the
NOTE — Mirror Goninometer method is recommended
limbs should be vertical unless otherwise
for accurate measurements. However in the absence of
mirror goninometer other methods using convential specified.
goninometer may be used.
NOTES
7 PREPARATION OF LAMPS AND 1The lamp should be marked to ensure that in
subsequent use it is operated in an identical position
LUMINAIRES FOR TESTS
including its orientation about the long axis.
7.1 General 2After ageing any lamp showing an abnormal
distribution of metallic sodium should be discarded.
The preparation of lamps and luminaires for
If the lamp is of a type which is intended to be
testing should comply with the following
used either horizontally or vertically the
recommendations.
stability should be checked for both positions.
7.2 Test Lamps
7.2.4 Stability of Lamps
7.2.1 Selection of Lamps for Test
Lamps should be regarded as stable when the
The lamps selected for test should comply with variation in luminous flux during consecutive
the relevant Indian standards. If such switch-ons is not greater than ±1 percent, and
standards do not exist, the lamps should when the variation between the mean values
comply as close as possible with the nominal for any consecutive switch-ons is not greater
specifications of the lamp manufacturer. In the than 2 percent.
case of tubular fluorescent lamps, the variation
from a uniform circular distribution in a plane 7.2.5 Tests for Lamp Stability
at right angles to the axis should not exceed 3
percent. Tests may be made either by measurement of
total flux in an integrating sphere or by
Lamps for multiple lamp luminaires, if
measurement of luminous intensity in one
intended to be of the same type and wattage,
direction at 90° to the lamp axis in a
should be matched for light output within a
distribution photometer.
spread of 3 percent when operated on the same
supply and ballast circuit. They may then be
The lamps should not be moved between
used in calibration and test without regard to
measurements.
the light output which might be obtained on the
circuits of the luminaire ballasts.
For tubular fluorescent lamps air temperature
in the vicinity of the lamp should be stable
The lamp should furthermore comply with the
throughout this test, and the air draughtfree
specifications given in 7.2.2 and 7.2.4.
(see 5.4.2).
7.2.2 Diffusing Quality of Lamps Bulb
7.2.6 Handling of Aged Lamps
For lamps with a phosphor or diffuse coating of
the bulb should correspond to the average of Aged lamps should be carefully handled. This is
the production. particularly important for low pressure sodium
7IS 13383 (Part 2) : 1992
lamps both when hot and cold because a sudden It is recommended that the following
movement can alter the distribution of sodium conventions are adopted, where possible.
within the arc tube.
Tungsten filament lamps with a ring-type
7.2.7 Mounting of Bare Lamps in Photometer filament should be positioned so that the
filament gap faces across the street. A
It is most important that curing calibration of plane-type filament should be aligned so that
the distribution photometer the bare lamp or the filament lies in the C=0° and C=180°
lamps are mounted in the position for which half-planes (see 3.5).
they are specially designed or for which the
lamp photometric data are normally prepared. Low pressure sodium lamps of the ‘U’ tube type
For example, most low pressure sodium lamps should be mounted so that the plane through
should be mounted horizontally, since except the two tubes is vertical, unless the
for the lowest wattage they will not operate manufacturer has specified otherwise. Low
satisfactorily in any other orientation. Tubular pressure sodium lamps of the linear type
fluorescent lamps should be mounted should be mounted so that the plane containing
horizontally as lamp data are usually only the profile of the grooves is vertical, unless the
prepared for that condition. manufacturer has specified otherwise.
Lamps of the type designed for universal High pressure sodium or mercury vapour lamps
mounting such as some types of high pressure when mounted vertically should be arranged so
mercury vapour lamps can be mounted in that the arc tube support rods are in a vertical
either position provided lamp photometric data plane perpendicular to the kerb lines. If there is
are published for the position chosen, but only one support rod it should be located
preferably in the same position as the operating towards the house side. When such lamps are
position in the luminaire. In such cases the mounted horizontally the arc tube support rods
orientation of the lamp during calibration should preferably be in a vertical plane. If there
should be included in the test report. is only one rod it should be located towards the
zenith.
7.3 Test Ballast
A small variation from the above
7.3.1 General
recommendations, which does not significantly
change the light distribution, is permissible.
The output of the luminaire is affected by the
ballast used. In the case of tubular fluorescent
The alignment of the lamp should be recorded
lamps of the ballast position and method of
in the test report.
attachment are also important, and they should
be positioned as intended by the luminaire
7.4.3 Mounting of Luminaire in Photometer
manufacturers.
The luminaire should be mounted in the
Ballasts used for test on the luminaire should
distribution photometer so that the photometer
comply with the specification in 5.3.
light centre of the luminaire (see 7.4.4)
corresponds with the optical centre of the
7.4 Preparation of Luminaires for Test
photometer.
7.4.1 Selection of Luminaire
The luminaires should be levelled according to
The luminaire selected for test should be the manufacturer’s instructions so that its
representative of the manufacturer’s regular alignment is mechanically true.
product.
If instructions are not provided, then the plane
The optical parts should be clean, and all containing the lower edge of the luminaire
components rigidly located in their designed canopy (or the plane containing the reflector
positions. opening if this is lower) should be taken as one
reference and the longitudinal axis, determined
7.4.2 Alignment of Lamp in Luminaire from the outer edges of the luminaire, when
viewed in plan, should be taken as the second
The photometric distribution of a luminaire is reference.
somewhat dependent upon the alignment of the
lamp in relation to the position of a filament The mounting of the luminaire should also
gap, arc tube support, etc. comply with.
8IS 13383 (Part 2) : 1992
7.4.4 Photometric Light Centre 8.3 Calibration of Distribution
Photometer Relative Method
The position of the photometric light centre of
the luminaire should be determined in The principle underlying the relative method of
accordance with the following paragraphs: calibration is
a)At the lamp centre, if this is positioned
below the plane of the lower edge of the
luminaire canopy (or the plane of the
reflector opening if this is lower).
b)At the intersection of the vertical axis
where
passing through the lamp centre with the
plane of the lower edge of the luminaire =luminous flux of lamp No. x, in
x
canopy (or the plane of the reflector arbitrary units calculated from the
opening if this is lower), if the lamp centre readings of the photometer without
is positioned above the said plane. converting these readings to absolute
intensity units (candelas);
c)For luminaires with more than one lamp
the lamp centre is taken as being at the n =number of lamps in luminaire;
geometric centre of the individual lamp
I =luminous intensity of the lamp
centres. C, (1000)
in the direction C, per 1000
lumens; and
8 METHODS AND PROCEDURES FOR
R =reading of the photometer for the
C,
TEST APPARATUS
direction C, .
8.1 General 8.3.1 Determination of
x
is determined from a number of intensity
The stabilization of the lamps and luminaire, x
readings and calculated by means of a suitable
the calibration of the photometer and the
procedure, for example, direct calculation,
procedures for testing should comply with the
Russel angles, zone factors, etc.
provisions in this section.
The necessary number of intensity readings
8.2 Stabilization of the Lamps, Luminaire
will depend on the light distribution, but in
and Photometer
general 18 to 20 readings in each of 12 to 20
vertical half-planes will be adequate.
The lamps, luminaire and measuring devices
can be regarded having reached stability when For lamp types for which certain assumptions
the variation between three successive on the light distribution can be made, fewer
readings of luminous intensity of flux at readings may be sufficient. The accuracy of
intervals of not less than 15 min does not such a simplified procedure should, in these
exceed 1 percent. cases, be verified.
Experience may show that a bare incandescent 8.3.2 Calibration of the Photometer
lamps is sufficiently stable within 10 min, and
The photometer can be calibrated according to
most gaseous discharge lamps after 30 min
the principle described in 8.3.1 measuring the
operation. For metal halide lamps, however,
lamp or lamps just prior to or immediately after
the stabilization time may vary between 30 min
the measurement of the luminaire.
and 6 h.
A detailed description of how the calibration
The stabilization period of luminaires may be
may be carried out is given in Annex C.
much greater than that for the respective bare
lamps, particularly in the case of tubular
Precautions should be taken to ensure that the
fluorescent lamps which may require periods in
given direction can be reproduced in the
excess of 2 h.
photometer, for example, by marking the lamp
and the direction should be so chosen that the
Care should be taken to stabilize the measuring variation of the luminous intensity with the
circuits and associated devices. angle is small.
9IS 13383 (Part 2) : 1992
The position of the lamp axis should be as 8.4 Procedure for Measurements on the
recommended in 7.2.7. Lamps should be Distribution Photometer — Lamps and
carefully positioned in the photometer, using Luminaire in Standard Test Condition
any convenient method, so that their axis is
either vertical or horizontal, which is relevant. When the lamps and luminaire are located in
It is not advisable to simply insert the lamp the distribution photometer in accordance
into the lampholder and assume it is correctly with5.3 and laboratory temperature variation
aligned. Lamps fitted with bayonet caps may complies with 5.4.1 then measurements can be
require a modified lampholder to provide a reported as relating to the standard laboratory
sufficiently rigid support. test condition.
Precautions should be taken to avoid the
creation of cool spots with tubular fluorescent 9 TEST REPORT
lamps. The light output of a tubular fluorescent
lamp operated in some multi-lamp circuits is 9.1 General
affected by the operating temperature of the
The following list is intended as a guide to the
other lamp (or lamps) in the same circuit. In
information which should be included in a test
such cases the other lamps not under test
report covering photometric measurements on
should remain energised, but should be freely
a luminaire.
suspended horizontally outside the luminaire,
in still air at 25°C. It should not be necessary to
The purpose of this information should be:
remove the ballast from the luminaire for
photometric measurement on the lamp. a)to correctly inform the user of the data as
to the nature of the various controlled
The precautions under 7.2.7 relating to low conditions under which the luminaire was
pressure sodium lamps should be observed. measured; and
A check on lamp stability should be made at b)to give sufficient information so as to
intervals during the test by comparing readings relate the photometric information to the
taken at the nadir. The drift in such readings particular luminaire tested. Without
should not exceed 2 percent. which the report may become quite
meaningless.
NOTE — It may be necessary to sight from the photocell
position to ensure that the view of the lamp is not
9.2 Description of Luminaire
obstructed by the supporting structure. Should this be
unavoidable at some angles then the reading at these
a)Manufacturer’s name, type, catalogue
angles may be interpolated from measurements either
number; and
side or alternatively taken as equal to the reading
diametrically opposite.
b) Rated voltage and frequency.
However, most lamps if carefully handled,
9.3 Ballasts (and Auxiliary Starting
maintain a constant light distribution through-
Transformers)
out the life, which means that the ratio:
a)Manufacturer’s name, type catalogue
number;
b)Type of circuit, for example, single or
multi lamp, switch or quick start;
where
c)Rated voltage, wattage and frequency;
R = reading of the photometer in the given
direction; d)Method of mounting;
I = the luminous intensity in the given e)Marked operating temperature; and
direction; and
f)Capacitive circuit, if used.
= luminous flux from the lamp.
9.4 Test Lamps
will be constant.
a)Manufacturer’s name, type, relevant
If this ratio has been determined previously for dimensions;
the test lamp, it will in subsequent luminaire
b)Rated lumen output and orientation of the
measurements, in which the same lamp is used,
lamp for which this output was given;
be sufficient to measure the photometer
reading for the lamp in the given direction. c) Colour;
10IS 13383 (Part 2) : 1992
d) Rated watts; method of calibration of the photometer
and alignment of lamp within the
e) Diffusing quality of lamps (see 7.2.2);
luminaire (see 4.5 and 7.4.2).
f)If universal mounting operating position
b) Test distance.
during calibration of distribution
photometer (see 7.2.2); and
9.6 Test Results
g)Alignment of lamp in luminaire (see
a)Polar curve is one or more vertical
7.4.2).
half-planes (see 3.5),
b)Conical light distribution,
9.5 Test Procedure
c)Isocandela diagram, and
a)Description of photometric procedure and
equipment used. This should include the d)Light output ratio.
ANNEX A
(Clause 4.4)
SELECTION OF TESTING APPARATUS AND TESTING PROCEDURE
Procedure Orientation of Luminaire Apparatus and Procedure Comments
No. (5.3 and 5.4.3) (6.3.1) (see 6.2.1
and6.3.5)
1 Standard Distribution photometer see 6.2.1 to 6.3.3
without mirror 6.3.4 to 6.3.5
2 Standard Distribution photometer
with mirror(s)
ANNEX B
(Clause 6.2.1)
METHOD OF CHECKING STABILITY OF SPECIAL RESPONSE OF A
PHOTO-ELECTRIC CELL USING COLOUR FILTERS
B-1It is recommended that the stability of the to extraneous effects. The light source should
spectral response of a photocell and associated be an incandescent lamp operated at the same
filter be checked periodically. This may be done colour temperature on each occasion, usually
simply by using the cell to make periodic 2856 K (CIE Illuminant A).
measurements of the luminous transmittances
of three stable colour filters. NOTES
Measurements should be made at a normal 1 Filters with characteristics similar to the following are
illuminance level. High illuminance of the satisfactory for this measurement:
photocell should always be avoided. It is
Blue filter : Corning Type CS 1-62, Glass type 5900
recommended that, in the case of selenium
or Schott Type BG 28/1 mm
photovoltaic cells, the illuminance should not
exceed a level at which the cell begins to show Green filter : Corning Type CS 4-64, Glass Type 4010
or Schott Type VG 6/1 mm
non-linearity. In practice this is commonly in
the region of 200 lux for a cell operating with Red filter : Corning Type CS H, R, 2-61, Glass Type
zero external resistance. 2412 or Schott Type RC 1/3 mm
Periodic measurements should be made under
2 The red filters may be sensitive to high temperatures
identical test conditions to minimise errors due and should not be mounted close to the light source.
11IS 13383 (Part 2) : 1992
ANNEX C
(Clause 8.3.2)
DESCRIPTION OF A PROCEDURE FOR CALIBRATION OF THE
PHOTOMETER BY MEANS OF ZONE FACTORS
C-1 The lamp is mounted in the photometer C = Luminous intensity Mean Zone Zonal
and connected as specified in 5.3 and 7.2.7. A in scale units of Fac- Flux
number of readings of the luminous intensity Zone tor inac
(in scale units) is taken as specified in the Units
table.
0° 30° 60° 90° 130° 150° 180° 210°
240° 270° 300° 330°
The luminous flux of the lamp (in scale units) is
then calculated by means of the given zone y =
factors. Finally the value of one scale units in 5° 0.095
cd per 1000 lumen is calculated (Formula 1). 15° 0.284
25° 0.463
35° 0.628
45° 0.774
55° 0.897
65° 0.993
75° 1.058
85° 1.091
If there is more than one lamp, the lamp flux 95° 1.091
from each lamp ( 1, 2, 3, etc) is measured 105° 1.058
and calculated separately as described above. 115° 0.993
The luminous flux from all lamps together is: 125° 0.897
135° 0.774
145° 0.628
= + + + etc
1 2 3 155° 0.463
165° 0.284
175° 0.095
And the value of one scale unit in cd per 1000
lumen is calculated from Formula 1. (scale unit) =
12Standard 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. ETD 24 (3209).
Amendments Issued Since Publication
Amend No. Date of Issue
Amd. No. 1 October 2000
BUREAU OF INDIAN STANDARDS
Headquarters:
Manak Bhavan, 9 Bahadur Shah Zafar Marg, New Delhi 110002. Telegrams:Manaksanstha
Telephones:323 01 31, 323 33 75, 323 94 02 (Common to all offices)
Regional Offices: Telephone
Central :Manak Bhavan, 9 Bahadur Shah Zafar Marg 323 76 17
NEW DELHI 110002 323 38 41
Eastern : 1/14 C. I. T. Scheme VII M, V. I. P. Road, Kankurgachi 3378499, 33785 61
KOLKATA700054 3378626, 3379120
Northern : SCO 335-336, Sector 34-A, CHANDIGARH 160022 603843
602025
Southern : C. I. T. Campus, IV Cross Road, CHENNAI 600113 2350216, 2350442
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MUMBAI 400093 8327891, 8327892
Branches : AHMEDABAD. BANGALORE. BHOPAL. BHUBANESHWAR. COIMBATORE.
FARIDABAD. GHAZIABAD. GUWAHATI. HYDERABAD. JAIPUR. KANPUR.
LUCKNOW. NAGPUR. NALAGARH. PATNA. PUNE. RAJKOT. THIRUVANANTHAPURAM.
VISHAKHAPATNAM.
|
7779_2_3.pdf
|
IS : 7779 ( Part II/Set 3 ) - 1979
Indian Standard
SCHEDULE FOR PROPERTIES AND
AVAILABILITY OF STONES FOR
CONSTRUCTION PURPO-SES
PART II MAHARASHTRA STATE
Section 3 Engineering Properties of Stone Aggregates
-
Stones Sectional Cammittee, BDC 6
Chairman Representing ,
SHRI B. RAMACHANDRAN Geological Survey of India, Calcutta
Members
SHRI S. FL PRKDHAN( Alternatet o
Shri B. Ramachandran )
SHRI K. K. AGRAWALA Builders’ Association of India, Bombay
SHRI K. K. MADHOK ( Alternate )
SHRI R. K. BANSAL Delhi Marble Dealers’ Association, New Delhi
SHRI J. 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- I
SHRI G. C. DAS National Test House, Calcutta
SHRXP . R. DAS ( Alternate )
SHRI Y. N. DAVE Department of Geology & Mining, Government of
Rajasthan, Udaipur
SHRI R. G. GUPTA ( Alternate )
DE;~~~~IRECTOR (RESEARCH ), Public Works Department, Government of Orissa,
& RESEARCH Bhubaneshwar
LABORATORY
DEPUTY DIRECTOR (RESEARCH ), Public Works Department, Government of Uttar
PWD RESEARCH INSTITUTE Pradesh, Lucknow
DR M. P. DHIR Cen;tr:hiRoad Research Institute ( CSIR ), New
DR N. B. LAL ( Alternate )
DIRECTOR ( CSMRS ) Central Water Commission,-New Delhi
DEPUTY DIRECTOR ( CSMRS) ( Alternate )
DIRECTOR, GERI Public Works Department, Government of Gujarat,
Vadodara
( Continued on page 2 )
@ Copyright 1979
INDIAN STANDARDS INSTITUTION
This publication is protected under the Zndian Copyrighr Acf ( XIV of 1957 ) an.d
reproduction in whole or in part by any means except with written permission of the
publisher shall bo deemed to be an infringement of copyright under the said Act.IS : 7779 (Part II/Set 3 ) - 1979
( Continued from page 1 )
Members Representing
DIRECTOR, MERI Irrigation & Power Department, Government of
Maharashtra, Bombay
RESEARCHO FFICER,~MATERIAL
TESTING DIVISION, MERI
Snrzt MA11F72~.4 Himalayan Tiles and Marble Pvt Ltd, Bombay
DR IQB~L ALI Engineering Research Laboratories, Government of
Andhra Pradesh, Hyderabad
SHRI A. B. LINQAM ( Alternate )
SHRI P. J. JAGUS Institution of Engineers ( India ), Calcutta
SHRI R. C. JAIN Ministry of Shipping & Transport ( Roads Wing )
SHRI PREM SWARU~ Department of Geology & Mining, Government of
Uttar Pradesh, Lucknow
SHRI A. K. AGARWAL ( Alternate)
DR A. V. R. RAO National Buildings Organization, New Delhi
SHRI J. SEN GUPTA ( Alternate )
SUPERINTENDING E N G I N E a R Public Works & Electricity Department, Govern-
( DESIGNS) ment of Karnataka, Bangalore
SUPERINTENDING E N G I N E E R Public Works Department, Government of Tamil
( DESIGN) Nadu, Madras
DEPUTY CHIEF ENGINEER
( I & D ) ( Al!ernate )
SUPERINTENDING E N G I N E E R Public Works Department‘ Government of Andhra
( DESIGNS& PLANNING ) Pradesh, Hyderabad
SUPERINTENDING E N G I N E E R Public Works Department, Government of West
( PLANNING CIRCLE) Bengal, Calcutta
SUPERINTENDING SURVEYOR OF Public Works Department, Government of
WORKS Himachal Pradesh, Simla
SHRI D. AJITHA SIMHA, Director General, IS1 ( Ex-o&cio n4ember )
Director ( Civ Engg )
Secretary
SHRI S. SENGUPTA
Assistant Director ( Civ Engg ), IS1
2IS t 7779 (Part II/!Jec 3 ) l I979
Indian Standard
SCHEDULE FOR PROPERTIES AND
AVAILABILITY OF STONES FOR
CONSTRUCTION PURPOSES
PART II MAHARASHTRA STATE
Section 3 Engineering Properties of Stone Aggregates
0. FOREWORD
0.1 This Indian Standard ( Part II/Section 3 ) 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 information. It is hoped that
with the publication of this standard it will be convenient for the users to
know the location of 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 equality 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 into 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 map showing geological classification
and location of known stones quarries; Section 2 covers engineering
properties of~building stones; and Section 3 covers engineering properties
of stone aggregates.
0.3 The information contained in this section is based on the data
provided by the 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 amendm.ent to this standard.
3IS : 7779 ( Part II/Set 3 ) I 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
I
1.1 This standard ( Part II/Section 3 ) covers the engineering properties of /
stone aggregates of Maharashtra State.
2. TEST RESULTS I
2.1 The results of stone aggregates tested for some of the important
properties according to relevant Indian Standards are given in Table 1.
*Rules for rounding off numerical values (revised).
4IS : 7779 (Part II/Set 3 ) - 1979
[ordance with
8, be rounded
TABLE 1 SCHEDULE OF CHARACTERISTICS OF STONE AGGREGATES-MAHABASIi’TRA STATE
(Clause 2.1 )
SL LOCATION TYPE OF AGGREGATE SPECIFIC APPARENT W&ER CRUSW1NG LOAD IMPACT ABRASION SOUNDNESS
No. GRAVITY SPECIFIC ABSORPTION VALUE REQUIRED VALUE VALUE BY Na#Od
‘; @rofierties of IS : 2386 GRAVITY FOR TEN PER- % 01
( PART III )- IS : 2386 IS :%386 IS :?386 CENT FINES IS 3386 IS : 2386 L&s
1963* ( PART III )- (PART III )- ( PART IV 1- (2*36mm) (PART Iv ),- C PART IV 1- IS : 2386
1963* 1963. 1963t IS : 2386 ’ 1963t I 1963t ’ (PART V)-
(PART IV)- 1963$
1963t ( 10 CYCLE8)
ce important
I Table 1. (1) (2) (3) (4) (5) (6) (7) (8) (9) (10) (11)
1. Abmedhager
Bhandardara Greyish black fine medium 2.63 2.99 449 22’40 - 15.80 1800 3930
grained moderately weathe-
red basalt few amygdalcs of
zeolites present
2. Aurangabad
Hashangate quarry Medium grained basalt 2.61 2.92 4.07 25.20 - 23.20 35.10 6.90
Aurangabad-Nagpur Fine grained amygdaloidal 2.59 2.97 5.00 !zl*OO - 19’30 2410 7?8U
Road, 7 Miles from prophyritic basalt
Aurangabad
3. Bombay
Andheri Medium giained basalt 2.97 3.08 1.28 1470 - 10.40 11.00 l-70
4. Osmanabad
Osmanabad quarry Fine grained basalt 2.96 3.02 0.73 11.00 - 570 12’40 l-30
5. San@
Birnal quarry Fine grained amygdaloidal 2.91 3.06 1.68 11.50 - 910 1060 O-i0
basalt
Sidhewadi quarry Fine grained basalt 2.92 3.03 1.30 10.60 - 7.20 950 2.10
Tasgaon quarry Fine grained prophyritic basalt 2.84 3.04 2.40 13.50 - 820 1460 2.30
6. Yeotmal
Umarkhed quarry Fine grained compact basalt 2.07 2.97 1.17 13.00 - 950 870 0.70
Woni quarry Medium grained sandstone 2.20 2.52 5.73 44.40 4 tonnes 50’90 57.60 27.10
*Method of test for aggregates for concrete. . Part III Specific gravity, density, voids, absorption and bulking.
tMethod of test for aggregates for concrete. . Part IV Mechanical properties.
fMethod of test for aggregates for concrete: Part V Soundness.
5
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228_14.pdf
|
UDC 669.14 : 643,226 1643,942 ) ( Second Reprint SEPTEMBER 1996 ) IS:228(Partl4)-1988
Indian Standard
METHODS FOR CHEMICAL ANALYSIS OF STEELS
PART 14 DETERMINATION OF CARBON BY THERMAL CONDUCTIVITY METHOD
(FOR CARBON 0.005 TO 2.000 PERCENT)
I. scope -This standard ( Part 14 ) covers a method for determination of carbon in all types (
steels and alloy steels in the range of 0’005 to 2’000 percent.
2. Determination of Carbon by Thermal Conductivity Method
2.1 Oofh’ne offhe Method- The sample is burnt in a stream of oxygen in presence of a met;
accelerator. The carbon dioxide formed is selectively adsorbed on the molecular sieve at a tempera
ture apd released by heating at 300°C. The detector is a thermistor cell which senses the differenc#
between thermal conductivity of the carrier gas ( with helium specially for extra-ldw carbon, ant
oxygen in other cases ) and that of the carrier gas containing carbpn dioxide. This difference i
proportional to carbon content of the sample.
3. Reagents
3.1 Oxygen ( 01) - 99’6 percent pure, Min.
3.2 Helium- 99’5 percent pure, Min.
1.3 Ascarite or Soda-Lime - 0’80 mm-2’0 mm.
.4 Magnesium Perch/orate - 0’80 mm-20 mm.
.S Concentrated Sulphuric Acid ( rd 7 1’84 ) - Conforming to IS : 263-1977 ‘Specification fo
ulphuric acid ( second revision )‘.
.6 Sulphur Trap - containing manganese dioxide ( MnOt ).
,7 Carbon Dioxide Converter - containing copper oxide maintained at 300°C.
8 Accelerators - coppei, tin or iron granules, free from carbon and sulphur.
9 Crucibles -pre-ignited crucibles of precise dimensions which may be accommodated in
mibustion tube of the induction furnace.
Apparatus - Any analyser consisting of induction furnace, molecular sieve, chromatographic
blumn and thermistor type detector.
Sampling - The samples shall be drawn and prepared as prescribed in the relevant Indian
Standard.
6, Procedure
6.1 Standardization
6.1 .I Switch on the instrument for 4 hours before analyzing the samples for attaining thermal
stability of the cell.
6.1.2 Start the flow of purified oxygen gas and pass it continuously through the system at the
rate of 1 000 - 1 500 ml/minute.
Adopted 22 December 1987 @ June 1988. BIS Gr 1
I . I
BUREAU OF INDIAN STANDARDS
MANAK BHAVAN. 9 BAHAOUR SHAH ZAFAR MARG
NEW OELHI 110002IS : 228 (Part 44 ) - 1988
6.1.3 Transfer into the pre-ignited crucible 1’00 g standard sample which has a value Of carbon
in the range of interest and add 1’0 g accelerator.
6.1.4 Insert the crucible into the induction furnace, wait for 30 seconds and start the induction.
6.1.5 Note the percentage carbon, and adjust if necessary, the standardization until the certified
value of carbon for the standard sample is obtained and with the desired reproducibility.
6.2 For Sample
6.2.1 Transfer 1 g of accurately weighed sample previQusly washed with organic solvent ( like
acetone, benzene or ether) thrice and dried at 100&5”C OF the crucible and add 1’0 g of accelerator.
6.2.2 Insert into the induction furnace and proceed until the percentage of carbon is read out.
7. Reproducibility - rf, 0’000 2 percent or f 0’5 percent of carbon present whichever is greater.
EXPLANATORY NOTE
The first revision of IS : 228-1959 covered the chemical analysis of plain carbon and low alloy
steels along with pig iron and cast iron. This standard was again revised to make it comprehensive
in respect of steel analysis and to exclude pig iron and cast iron analysis which is being covered in 8
separate standard. The second revision of IS : 228 was issued in parts covering chetnical analysis
of steels. This part ( Part 14 ) covers chemical analysis of ca!bon in steels by thermal conductivity
method. Determination of carbon in steels by infra-red combustion .method is being covered in
another part of series of this standard. However, determination of carbon in steels by volumetric
and gravimetric methods has been prescribed in Part 1 and Part 4 of this standard. The other parts
of this series are :
( Part 1 )-1988 Determination of darbon by volumetric method (for carbon 0’05 to 2’50 per-
cent ) ( third revision)
( Part 2 )-1987 Determination of manganese in plain carbon and low alloy steels by arsenite
method (third revision)
( Part 3 )-1987 Determination of phosphorus by 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 dimethylglyoxime ( gravimetric ) method ( for
nickel > 0’1 percent ) ( third revision )
( Part 6 )-1987 Determination of chromium by persulphate oxidation method (for chromium
3 0’1 percent ) ( third revision )
( Part 7)-1974 Determination of molybdenum by a-bentoinoxime method ( for molybdenum
3 1 percent) ( second revision )
( Part 8 )-1975 Determination of silicon by the gravimetric method (for silicon Z 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 J-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
2
Reprography Unit, DIS, New Delhi, India
|
2720_13.pdf
|
IS : 2720 ( Part 13 ) - 1986
Indian Standard
METHODS OF TEST FOR SOILS
PART 13 DIRECT SHEAR TEST
Second Revision /
(
First Reprint JANUARY 1996
UDC 624:131.439.5
0 Copyri,glrt 1987
B’IJREAU OF INDIAN STANDARDS
MANAK BHAVAN, 9 BAIlADUR SHAH ZAFAR MARG
NEW DELI11 110002
Gr 3 May 1987IS : 2720 ( Part 13 ) - 1986
Indian Standard
METHODS OF TEST FOR SOILS
PART 13 DIRECT SHEAR TEST
Second Revision /
(
Soil Engineering Sectional Committee, BDC 23
Chairman Representing
*SHRI H. C. VERMA All India Instrument Manufacturers’ and Dealers’,
Association, Bombay
Members
SHRI H. K. GUHA ( Alfernate to
Shri H. C. Verma )
ADDITIONALD IKECTO~( GE ) Ministry of Railways
JOINT DIHECTOO(I (G E ) ( Alternate )
DR ALAWSINC~H University of Jodhpur, Jodhpur
SHRI B. AN~IAH Engineering Research Laboratories, Government
of Andhra Pradesh
DR R. K. BHANDARI Cent;laior3~~lding Research Institute ( CSIR ),
SHRI S. K. KANSAL ( Alternate )
CHIEP ENGINEER( IrPRI ) Irrigation Department, Government of Punjab,
Chandigarh
DIRECTOR ( DAM ) ( Alternate )
DR T. N. CHOJER PublFraye;;lks Department, Government of Uttar
DEPUTY DIRECTOR (R ) ( Alternate )
SHRI A. VERGHESEC HUMMAR F. S. Engineers Private Limited, Madras
SHRI C. S. DABKE Howe ( India ) Private Limited, New Delhi
SHRI G. V. MIJRTHY ( Alternate )
SHRI A. G. DASTZDAR In -personal capacity ( 5 Hungerford Court, 1211
riungerford Street, Calcutta )
( Continued on page 2 )
*Chairman for the meeting in which this standard was recommended for
finalization.
@ Copyright 1987
BUREAU OF INDIAN STANDARDS
This publication is protected under the Indian Copyright Act (XIV of 1957) and
reproduction in whole or in part by any means except with written permission of the
publisher shall be deemed to be an infringement of copyright under the said Act.
6Is : 2720 ( Part 13 ) - 1986
~( Continuedfiompoge 1 )
Members Representing
SHR~N . V. DE-SOUSA Cemindia Company Limited, Bombay
DIRECTOR Cent$wSg\hmd Matertals Research Station,
DEPUTYD CHECTO(~ A hwatc )
DIRHCT~R( IRI ) Irrigation Department, Government of Uttar
Pradesh, Roorkee
SHRI A. H. DIVANIX Asia Foundations and Construction ( Private )
Limited, Bombay
SHRI A. N. JANGLE( Alternate )
DR OOPAL RANJAN University of Roorkee, Roorkee; and Institute of
Engineers ( India ), Calcutta
SHRI M. IYENQAR Engineers India Limited, New Delhi
SHRI ASHOK K. JAIN G. S. Jain and Associates, New Delhi
Smu VIJAY K. JAIN ( Alternate )
SHRI A. V. S. R. MURTY India Geotechnical Society, New Delhi
Sum T. K. NATARAJAN Central Road Research Institute (CSIR ),
New Delhi
Swu RANJIT SINGH Ministry of Defence~( R & D )
Sum V. B. GHORPADE( Alternate )
I)R G. V. RAO Indian Institute of Technology, New Delhi
DR K. K. GWTA ( Alternate )
RESEARCHO FFICER( B & RRL ) Public Works Department, Government of Punjab,
Chandigarh
SBCRETARY Central Board of Irrigation and Power, New Delhi
DIRECTOR( C ) ( Altemute )
SHRI N. SIVAGURU Roads Wing, Ministry of Shipping and Transport
SHRI U. JAYAKODI( Afternute )
DR N. SAM Jadavpur University, Calcutta
SHRI K. S. SRINIVASAN National Buildings Organization, New Delhi
S~ru SUNK Baaa~ ( Alternate )
SHRI N. SUBRAMANYAM Karnataka Engineering Research Station, Govern-
ment of Karnataka, Krishnarajasagar
COL R. R. SUDHINDRA Ministry of,Defence ( Engineer-in-Chief’s Branch )
SHRI S. S. J~~XH(I A lternate )
SUPERINTENDINEQN GINEER( P & D) Public Works Department, Government of
Tatuil Nadu
EXECUTIVEE NOIHBB(R SMRD ) ( AIternute )
SHRI G. RAMAN, Director General, BIS ( Ex-&lo Member )
Director ( Civ Engg )
Secretary
SHRI K. M. MATHUR
Joint Director ( Civ Engg ), BIS
( Continued on page 12 )
2IS:272o(Part13)-1986
Indian Standard
METHODS OF TEST FOR SOILS
PART 13 DIRECT SHEAR TEST
( Second Revision )
0. FOREWORD
0.1 This Indian Standard ( Part 13 ) ( Second Revision ) was adopted by the
Indian Standards Institution on 28 August 1986, after the draft finalized by
the Soil Engineering Sectional Committee had been approved by the Civil
Engineering Division Council.
0.2 With a view to establishing uniform procedures for the determination
of various characteristics of soils and also to facilitate comparative study
of the results, this standard is being published, in various parts. This
standard ( Part 13 ) deals with the method for direct shear test of soils.
0.3 Depending upon the application of shear load, the direct shear test
is of two types, controlled stress and controlled strain. The cootrolled
strain test is simpler and provides accurate results and is, therefore,
recommended.
0.4 This standard was first published in 1965 and subsequently revised in
1972. In this revision, provisions regarding the requirements for equipment
have been deleted as these have now been covered in detail in IS : 11229-
1985%‘.O pportunity has also been taken to make the requirements up-to-
date in respect of procedure for the test, based on the experience gained in
the use of this test by various laboratories in the past years.
0.5 For the purpose of deciding whether a particular requirement of this
standard is complied with, the final value, observed or calculated, expressing
the result of a test or analysis, shall be rounded off in accordance with
IS : 2-196Ot. The number of significant places retained in the rounded off
value should be the same as that of the specified value in this standard.
*Specificationf or shear box for testing of soils.
tHules for rounding off numerical values (revised).
3IS : 2720 (-Part 13 ) - 1986
1. SCOPE
1.1 This standard ( Part 13 ) covers the methods for determination of shear
strength of soil with a maximum particle size of 4.75 mm in undrained,
consolidated undrained and consolidated drained conditions.
‘NOTE - The undrained test can be performed only for highly.impermeable
clays. When silty clays and silts are involved, partial drainage is inevitable. This fact
should be recognized while interpreting the results.
2. TERMINOLOGY
2.1 For the purpose of this standard, definition of terms given in IS : 2809-
1972* shall apply.
3. APPARATUS
3.1 The shear box grid plates, porous stones, base plates, and loading pad
and water jacket shall conform to IS : 11229-19857.
3.2 Loading Frame - It shall satisfy the following requirements:
4 The vertical stress on the sample shall remain vertical and constant
during the test and there shall be arrangement to measure compres-
sion.
b) The shear stress or strain can be applied in the dividing plane of the
two parts of the shear box.
c>It shall be possible to maintain a constant rate of increase in stress
during the test ( irrespective of the strain rate ) with arrangement to
get different rates of stress increase.
d) In case of a strain-controlled apparatus, the strain rate should
remain constant irrespective of the stress. Suitable arrangement
shall be provided to obtain different strain rates.
4 No vibrations should be transmitted to the sample during the test
and there should not be any loss of shear force due to friction
between the loading frame and the shear box-container assembly.
3.3 Weights - for providing the required normal loads, if necessary.
*Glossary of terms and symbols relating to soil engineering ( first rzvision ).
tspecification for shear box for testing of soils.
4IS : 2720 ( Part 13 ) - 1986
3.4 Prosing-Ring - force measuring of suitable capacity, fitted with a
dial-gauge accurate to 0.002 mm to measure the shear force.
NOIE - For normal testing, proving-rings of 100 to 250 kg capacity, depending
on the type of soil and the normal load on the sample during test, may he needed.
3.5 Micrometer Dial-Gauges - accurate to 0.01 mm; one suitably mounted
to measure horizontal movement and the other suitably mounted to
measure the vertical compression of the specimen.
3.6 Sample Trimmer or Core Cutter
3.7 Stop Clock
3.8 Bglance - of _1k g capacity, sensitive to 0.1 g.
3.9 Spatula and a Straight Edge
4. PR-EPARATION OF SPECIMEN
4.1 Undisturbed Specimens - Specimens of required size ( see 5.1 ) shail
be prepared in accordance with IS : 2720 ( Part 1 )-1983*.
4.2 Remoulded Specimens
a) Cohesive soils may be compacted to the required density and
moisture content, the sample extracted and then trimmed to the
required size. Alternatively, the soil may be compacted to the
required density and moisture content directly into the shear box
after fixing the two-halves of the shear box together by means of the
fixing screws.
b) Cohesionless soils may be tamped in the shear box itself with the
base plate and grid plate or porous stone as required in place at the
bottom of the box.
4.3 The cut specimen shall be weighed and trimmings obtained during
cutting shall be used to obtain the moisture content. Using this information,
the bulk dry density of the specimen in the shear box shall be determined.
5. PROCEDURE
5.1 Undrained Test - The shear box with the specimen, plain grid plate
. over the base plate at the bottom of the specimen, and plain grid plate at
*Methods of test for soils: Part 1 Preparation of dry soil samples for various tests
( second revision ).
5IS : 2720 ( Part 13 ) - 1986
the top of the specimen should be fitted into position in the load frame.
The w-rations of lhc grid plates should be at right angles to the direction
of shear ( .wr Note ). The loading pad should be placed on the top grid
plate. The water jacket should be provided so that the sample does not get
dried during the test. The required normal stress should be applied and the
rate of longitudinal displacement/shear stress application so adjusted that
no drainage cln occur in the sample during the test. The upper part of the
shear box should be raised such that a gap of about 1 mm is left between
the two parts of the box. The test may now be conducted by applying
horizontal shear load to failure or to 20 percent longitudinal displacement,
whichever occurs first. The shear load readings indicated %y the proving
ring assembly and the corresponding longitudinal displacements should be
noted at regular intervals. If necessary, the vertical compression, iF any, of
the soil specimen may be measured to serve as a check to ensure that
drainage has not taken place from the soil specimen. At the end of the
test, the specimen should be removed from the box and the final moisture
content measured. A minimum of three ( preferably four ) tests shall be
made on separate specimens of the same density.
Nom - As porous stones are not used for the undrained tests, plain plates of
equal thickness should be substituted in their place so as to maintain the shear plane
in the sample in the middle of its thickness.
5.2 Consolidated Undrained Test - The apparatus should be assembled fin
a way similar to that given in 4.1 except that instead of the plain grid
plates, perforated grid plates and saturated porous stones should be used
at the top and bottom of the specimen. The procedure is same as in 4.1
except that after the application of normal stress, the vertical compression
of the soil with time should be recorded [ scc IS : 2720 ( Part 15 )-1986* 1.
The shear test should be conducted only after complete consolidation has
occurred under the particular normal stress. The rate of shear should be
such that water does not drain from the specimen at the time of applica-
tion of the shear load. At the end of the test, the specimen should be
removed from the box and the final moisture content measured. A mini-
mum of three ( preferably four ) tests should be made on separated
specimens of the same density at different normal stresses.
5.3 Consolidated Drained Test -- The shear box with sample and perforated
grid plates and porous stones should b~c fitted into the load frame as in
4.2. After application of ndrmal stress which is done in increments [ see
IS : 2720 ( Part 15 )-1986* 1, the sample should be allowed to consoli-
~date. When the consolidation has completely occurred, the shear test
should be done at such a slow rate that at least 95 percent pore pressure
*Methods of test for soils: Part 15 Determination of consolidation properties ( first
revision ).
6IS : 2720 ( Part 13 ) - 1986
dissipation occurs during the test in this calculated time factor ( see
Appendix A ). At the end of the test, the specimen should be removed
from the box and the final moisture content measured. A minimum of
three ( preferably four ) tests should be made on separate specimens of
the same density at different normal stresses.
5.4 The normal stresses to be selected for the test should correspond to
the field conditions and design requirements.
6. CALCULATIONS AND REPORT
6.1 All Tests
6.1.1 Results of tests shall be recorded suitably. A recommended
proforma for recording the results is given in Appendix B.
6.1.2 From the calibration chart of the proving-ring, the loads corres-
ponding to the load dial readings obtained during the test should be
calculated. The loads so obtained divided by the corrected cross-sectional
area of the specimen gives the shear stress in the sample. The corrected
cross-sectional area shall be calculated from the following equation:
Corrected area = Ae
(4)
where
A0 = iuitial area of the specimen in cm*, and
8 = displacement in cm.
6.1.2.1 The longitudinal displacement at a particular load may be
either noted directly from the strain dial readings or calculated as the
product of the corresponding time reading and the strain rate, allowing
for the compression of the proving-ring, where applicable. The stress-
longitudinal displacement readings should be plotted and the maximum
stress and corresponding longitudinal displacement together with the normal
load applied during the test recorded ( see Note).
NOTE- Tn general, failure in direct shear may be considered to take place
either at maximum shear or at the maximum obliquity of the Mohr failure envelope.
If the failure is assumed to take place at maximum shear and not at maximum
obliquity, the angle of shearing resistance thus obtained will be smaller, giving an
error, if any, on the safe side. It should, however, be noted that differences in the
values of the angle of shearing resistance obtained by using the two criteria
mentioned above are more important for sands than for clays.
~6.1.2.2 The maximum shear stress and the corresponding longitudinal
displacement and applied normal stress should be recorded for each test
and the results should be presented in the form of a graph in which the
applied normal stress is plotted as abcissa and the maximum shearing stress
7IS : 2720 ( Part 13 ) - 1986
is plotted as ordinate to the same scale. The angle which the resulting
straight line makes with the horizontal axis and the intercept which the
straight line makes with the vertical axis shall be reported as the angle of
shearing resistance and cohesion intercept respectively ( see Note ).
N~IE - The normal stress-maximum shear stress relationship may not be a
straight line in all cases. In such cases, the shear parameters may be obtained by
drawing a tangent to the normal stress expected in the field.
6.1.3 In the cast of the consolidated undrained and consolidated drained
tests, the load at which the specimen is consolidated and the consolidation
characteristics as determined during the consolidation part of the test
should also be reported.
APPENDIX A
( Ciause 5.3 )
RATE OF SHEAR FOR CONSOLIDATED DRAINED TEST
A-l. RATE OF STRAIN
A-l.1 For sandy soils, a rate of strain of 0.2 mm/min may be suitable.
For clayey soils, a rate of strain of 0.01 mm/min or slower may be used
but actual rate of strain suitable for the soil under test may be ascertained
as in A-J.1.l.
A-1.1.1 From the consolidation data collected, the compression dial
readings should be plotted against the logarithm of time and from this
curve, the value of coefficient of consolidation, CV, should be computed
from the formula:
C = 0.197 I12
Y
t50
where
2h = initial thickness of the specimen, and
tso = time corresponding to 50 percent consolidation.
A-1.1.2 The requisite time to failure when theoretically 95 percent
dissipation is ensured, may be obtained from the following equation:
h2 20 h2
lf= ilC”(1-&)=3
8IS : 2720 ( Part 13 ) - 1984
where
f1 I= time to failure,
2h = initial thickness of the specimen,
n = a constant for drdnage from both ends = 3, and
UC = degree of pore pressure dissipation.
From a knowledge of approximate strain expected at failure, the rate
of strain for the test may be calculated. In the case of cohesive soils, the
failure may be assumed as taking place at 5 percent deformation.
APPENDIX B
( Clause 6.1.1 )
PROFORMA FOR RECORDING TEST RESULTS
Project Location of samples
Bore hole No. _ Sample No.
*Rate of strain Proving-ring/load cell, No.
___~- -- ,
Calibration cur\ie ~~__ _~ _
Load-hanger lever ratio
Soil Specimen Measurements
Dimensions Area of specimen ___
Thickness _.._..~._ Volume of specimen
lnitial wet weight of specimen
Moisture content ( Average of _________. tests )
Bulk density
Final wet weight of the specimen
Moisture content at shear zone
Consolidation
Hanger load Applied load
Normal stress
*Should be decided after analyzing consolidation-time data in the case of drained
tests.
9Date and Vertiizal Dial Vertical Dial Thickness of
Time Reading Difference Specimen
Shearing Stage
“Rate of shearing mm/min
Late / Displace- 1 Displace- Area Correct- Stress Sliear Shear Vertical Vertical Thickness
and ment Dial ment , Zorrec- ed Dial Force Stress Dial Dial of
Time Reading 6 tion Area Read- Reading Diffe- Specimen
ing rence
*Should be. decided aftet analyzing consolidation-time dnta in the case of drained tests.Plot shear stress-shear displacement curve and find:
a) Maximum shear stress, and
b) Corresponding shear displacement.
Summary of Results
Test No. Normal Shear Stress Shear Displace- Initial Water Final Water I Remarks
Stress’ ment at Failure Content Content
I I
I
Plot shear normal stress displacement curve and find:
a) Cohesion intercept, and
b) Angle or shearing resistance.IS : 2720 ( Part 13 ) - 1986
( Continued from page 2 )
Soil Testing Procedures~Subcommittee, BDC 23 : 3
Convener Representing
DR ALAM SINGH University of Jodhpur, Jodhpur
Members
ASSISTANTR ESEARCHO FFICER Irrigation Department, Government of Punjab,
( IrPRL ) Chandigarh
ASSISTANTR ESEARCHO FPICER, IRI Irrigatt;;es3epartment, Government of Uttar
SHRI A. K. CHATUKVEDI Ministry of Defence ( Engineer-in-Chief’s Branch )
SHRI P. VERDARP~JAN( Alternate )
DEPUTY DIRECTOR ( GE-III ) Ministry of Railways
AR0 ( GE ) ( Afternate )
DIRECTOR Central Soil and Materials Research Station.
New Delhi
DEPUTY DIRECTOR ( Alternafe )
DR GOPAL RANJAN Universitv of Roorkee. Roorkee
DR S. C. HANDA ( Ahrnute )
SHRI H. K. GUHA Geologists’ Syndicate Private Limited, Calcutta
SHRI N. N. BHATTACHARYA ( Alternate )
DR SHASHI K. GULHATI Indian Institute of Technology, New Delhi
SHRI M. D. NAIR Associated Instruments Manufacturers ( India )
Private Limited, New Delhi
PROP T. S. NAGARAJ ( Alternate)
SHRI P. JAQANATHAR AO Central Road Research Institute ( CSIR ),
New Delhi
SHRI U. N. SINHA Central Building Research Institute ( CSIR ),
Roorkee
DR N. SOM Jadavpur University, Calcutta
DR S. C. DAS ( Alternate )
12BUREAU OF INDIAN STANDARDS
Headquarters :
Manak Shaven, 9 Sahadur Shah Zafar Marg, NEW DELHI 110002
Telephones : 331 01 31 Telegrams : Manaksansthe
331 13 75 (Common to all Offices)
Regional Offices : Telephone
Central : Manak Shavan, 9. Bahadur Shah Zafar Marg. 331 01 31
NEW DELHI 110002 1
l Eastern : 1114 C.I.T. Scheme VII M. 333: As3i i25
V.I.P. Road. Maniktola. CALCUTTA 700054
Northern : SC0 445-446, Sector 35-C CHANDlGARH 160036 21843
Southern : C.I.T. Campus, IV Cross Road, MADRAS 600113 41 29 16
t Western : Manakalaya, ES MIDC. Marol. Andheri (East), 6 32 92 95
BOMBAY 400093
Branch Offices :
‘Pushpak’, Nurmohamed Shaikh Marg, Khanpur, AHMADASAD 380001 2 63 48
! Peerrya Industrial Area, 1 st Stage, Sangalore-Tumkur Road, 39 49 55
SANGALORE 560058
Gangotri Complex, 5th Floor, Shadbhada Road, T.T. Nagar. 55 40 21
SHOPAL 462003
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LUCKNOW 226005
Patliputra Industrial Estate, PATNA 800013 6 23 05
District Industries Centre Complex, Bagh-e-Ali Maidan.
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T. C. No. 14/1421. University P. O., Palayam, 6 21 04
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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. 5 24 35
PUNE 411005
‘Sales Office Calcutta is at 5 Chowringhee Approach, 27 68 00
P. 0. Princep Street, CALCUTTA
t Satas Office is at Novelty Chambers, Grant Road, BOMBAY 89 65 28
2 Sales Office is at Unity Building, Narasimharaja Square. 22 39 71
BANGALORE
Seprography Unit, BIS, New Delhi, India
|
r20_39_1.pdf
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IS:272O(PartXXXIX/Sec 1).1977 ~
1
Indian Standard
1
METHODS OF TEST FOR SOILS
PART XXXIX DIRECT SHEAR TEST FOR SOILS
CONTAINING GRAVEL
Section I Laboratory Test
( First Reprint AUGUST 1989 )
Ui;C 624.131.377.620.176
U..
@ CoPyright 1978
BUREAU OF INDIAN STANDARDS
MANAK BHAVAN, 9 BAHADUR SHAH ZAFAR MARG
NEW DELHI 110002
ck4 February 1978IS : 2720 (Part XXXIX$ec 1) - 1977
Indian Standard
METHODS OF TEST FOR SOILS
PART XXXIX DIRECT SHEAR TEST FOR SOILS
CONTAlNlNG GRAVEL
Section I Laboratory Test
Soil Engineering Sectional Committee, BDC 23
Chairman Refiresenting
PROP DINESH MOHAN Cent;Jorkt;ilding Research Institute ( CSIR ),
Members
ADDITIONAL CHIEF ENGINEER Public Works Department, Government of Uttar
Pradesh
SHRI D. C. CHATURVEDI ( Altcmnfe )
ADDITIONAL DIRECXO~ RESEARCH Railway Board ( Ministry of Railways )
( RDSO )
DEPUTY DIRECTOR RESEARCH
( RDSO ) ( Alternate )
PROF ALAM SINGH University of Jodhpur, Jodnpur
LT-COL AVTAR SINOII Engineer-in-Chief’s Branch, Army Headquarters
MAI R. R. SUDHINDRA ( Altcrnote 1
DR A. BANERJEE Cementation Co Ltd, Calcutta
SIIRI S. GUPTA ( Alternate )
CHIEF EX~NEER ( D & R ) Irrigation Department, Government of Punjab
DIRECTOR ( IPRI ) ( Alternote )
SHRI K. N. DADINA In personal capacity (P-820 ‘P’ New Alipore, Calcutta
700053 )
SHRI A. G. DASTIDAR In personal capacity ( 5 Hungrrford Street, 12/I Hunger-
ford Court, Calcutta 700017 )
SHRI R. L. DEWAN Irrigation Research Institute, Khagaul, Patna
DR G. S. DI~ILLON Indian Geotechnical Society, New Delhi
SRRI A. H. DIVANJI Asia Foundations and Construction (P) Ltd, Bombay
SHRI A. N. JANGLE ( Alternate )
DR SHASHI K. GULHATI Indian Institute of Technology, New Delhi
DR G. V. RAO ( Alternate )
SARI V. G. HE~DE National Buildings Organization, New Delhi
SHRI S. H. BALCHANDANI ( Alternate )
SHRI 0. P. MALHOTRA Public Works Department, Government of Punjab
SHRI J. S. MARYA Roads Wing, Ministry of Shipping Rr Transport,
New Delhi
SHRI N. SEN ( Alternate )
( Continued on page 2 )
@ Copyright 1978
BUREAU OF INDIAN STANDARDS
This publication is pr&cted under the Insian Copyright Act (XIV of 1957 ) and
reproduction in whoie or in part by any means except with written pcrmissioq of the
publisher shall be deemed to ba an infringeglent of copyt~ht under the said Act.fS : 2720 ( Part XXXIX/Sec 1) - 1977
( Continuedfrom page 1 )
Members Representing
SHRI R.S. MBLKCXE Central Water Commission, New Delhi
Sam C. SUDHINDRA ( Alternate )
SHRI T. K. NATARAJAN Central Road Research Institute ( CSIR ), New Delhi
REPRIL~E~ATIVE Hindustan Construction Co Ltd, Bombay
RBSEAR~H OFFICER Building & Roads Research Laboratory, Chandigarh
SHRI K. R. SAXENA Engineering Research Laboratories, Hyderabad
SECRETARY Central Board of Irrigation & Power, New Delhi
DEPUTY SECRETARY ( Alternate )
DR SHAMSHER PRAKASH* University of Roorkee, Roorkce
DR GOPAL RANJAN ( Alternate )
SHRI H. D. SHARMA Irrigation Research Institute, Roorkee
SUPERINTENDING ENOINEER Public Works Department, Government of Tamil
Nadu
EXECUTIVE ENOINEBR ( Alternate )
SHRI B. T. UNWALLA Concrete Association of India, Bombay
SHRI T. M. MENON ( Alternate )
SHRI H. c. VEHMA All India Instruments Manufacturers 8s Dealers
Association, Bombay
SHRI V. K. VA~UDEVAN ( Alternate )
SHRI D. AJITHA SIMHA, Director General, IS1 ( &-o&o 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 SINQH University of Jodhput, Jodhpur
Members
SHRI A~AAR SINOH Central Building Research Institute ( CSIR ),
Roorkee
LT-COL AVTAR SINQH Engineer-in-Chief’s Branch, Army Headquarters
MAJ R. R. SUDHINDRA ( Alternate )
DEPUTY DIRECTOR RESEARCH Railway Board ( Ministry of Railways )
(SOIL MECHANICS-I ) (RDSO )
ASSTT DIRECTOR RESEARCH (SOIL
MECHANICS-I ) (,RDSO ) ( Alternate ) .
&RI R. L. DEWAN Irrigation Research Institute, Khagaul, Patna
DIRECTOR ( I & C ) Beas Dams Projects, Talwara Township
SHRI K. S. PREM ( Alternate )
SHRI H. K. GUHA Geologist Syndicate Pvt Ltd, Calcutta
SHRI N. N. BHATTACIIARAYA ( Alternate )
DR SHASHI K. GULHATI Indian Institute ofTechnology, New Delhi
SHRI R. K. JAIN United Technical Consultants (P) Ltd, New Delhi
DR P. K. DE (Alternate)
SHRI 0. P. MALHOTRA Building & Roads Research Laboratory, Chandigarh
RESEARCH OFFICER ( BLD~ &
ROADS ) ( Alternate )
*He also represents the Institution of Engineers, India.
( Continued on @ge 14 )
2IS : 2720 ( Part XXXIX/Sec 1) - 1977
Indian Standard
METHODS OF TEST FOR SOILS
PART XXXIX DIRECT SHEAR TEST FOR SOILS
CONTAINING GRAVEL
Section I Laboratory Test
0. FOREWORD
0.1 This Indian Standard (Part XXXIX/Sec 1 ) was adopted by the
Indian Standards Institution on 30 September 1977, after the draft
finalized by the Soil Engineering Sectional Committee had been approved
by the Civil Engineering Division Council.
0.2 With a view to establish uniform procedures for the determination of
different characteristics of soils and also for facilitating a comparative study
of the results, the Indian Standards Institution is bringing out this Indian
Standard methods of test for soils ( IS : 2720 ) which is being published
in parts. 38 parts of this standard have been published so far. This
part [ IS : 2720 ( Part XXXIX/Scc l )-1977 ] deals with the laboratory
determination by direct shear, the shear strength of soils containing gravel
with particle size more than 4.75 mm on with disturbed specimen. The
test is of two kinds depending upon the state of samples, namely, laboratory
test and in situ test. The in situ test is being covered separately.
0.3 In the formulation of the 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 In reporting the result-of a test or analysis made in accordance with
this standard, if the final value, observed or calculated, is to be rounded off,
it shall be done in accordance with IS : 2-1960*.
1. SCOPE
1.1 This standard ( Part XXXIX/Sec 1 ) covers the method for the
laboratory determination by direct shear, of the shear strength of soils
containing gravel ( with particle size more than 4-75 mm ).
NOTE- It is recommended that the 300-mm box shall be used for soils containing
gravel up to 30 mm size.
*Rules for rounding off numerical values (.rcubd ).
3IS t 2720 ( Part XXXlX/Sec 1) - 1977
1.2 The test shall be carried out at natural xnoisture content. In case, the
deposit is likely to get saturated, the test shall be carried out in the
saturated condition.
2. APPARATUS
2.1 Shear Box - (See Fig. 1 ) of mild steel, totally open at top and
bottom of size 300 x 300 mm and deep enough to hold a sample of size
300 x 300 x 150 mm. The box shall be divided horizontally so that the
dividing plane coincides with the central plane of the sample. These two
parts shall be accurately attached .together by two easily removable screws
which ‘pass vertically through the walls of the upper half and fit into the
lower half. Suitable spacing screws to separate the two halves of the shear
box, when it is assembled for the test by the amounts required for the test
shall be provided.
2.1.1 Suitable holes, about 1.5 mm in diameter shall be provided on the
sides of the lower half of the shear box to enable entry of water below the
bottom of the soil specimen.
2.2 Gontainer for Shear Box - so constructed that it holds the bottom
of shear box rigidly with respect to the top half and holds water to
surround the shear box when it is placed in the container. A drain cock
shall be fitted to the container for filling and draining water.
2.3 Gripper Plates - ( See Fig. 2A and 2B ) two pairs of mild steel
plates to fit into the shear box; one pair plain and one pair perforated.
2.4 Top and Bottom Plates - ( See Fig. 3A and 3B ) two pairs of
toothed mild steel plates to fit into the shear box; one pair plain and one
pair perforated.
2.5 Base-Plate - ( See Fig. 4 ) of mild steel with grooves on its top face,
to fit into the shear box.
2.6 Loading Plate- A mild steel plate of adequate thickness fitting the
shear box which shall distribute the load from a yoke over the specimen
normal to the shear plane. The lower face of the loading plate shall have
cross grooves.
2.7 Loading Device - The major requirements of the loading device
are the following :
a) The vertical stress on the sample shall remain vertical and
constant during test. The normal load shall be applied uniformly
on the soil specimen in the shear box without eccentricity;
b) The shear stress or strain shall be applied in the same plane as the
dividing plane of the two parts of the shear box;
4IS : 2720 ( Part XXXIX/Sec 1) - 1977
c>
In case of a stress controlled apparatus, it should be possible to
maintain a constant rate of stress increase during the test
irrespective of the strain rate; proper arrangement shall be pro-
vided to get different rates of stress increase;
4 In case of strain controlled apparatus, the strain rate shall remain
constant irrespective of the stress. Suitable arrangement shall bc
provided to provide different strain rates; and
cl No vibrations shall be transmitted to the sample during the test
and there shall not be any loss of shear force due to friction
between the loading frame and the shear box container assembly.
2.8 Weights ( If Necessary) - For providing the normal load through
a normal loading device.
2.9 Proving Ring- of suitable capacity fitted with dial gauge accurate
to 0.002 mm to measure the shear force.
2.10 Micrometer Dial Gauges - Accurate to O*Ol mm. Two, suitably
mounted to measure the horizontal movement and the other two suitably
mounted to measure the compression or expansion of the specimen.
\
2.11 Stop Clock
2.12 Balance - of 50 kg capacity sensitive of 1 kg.
3. PREPARATION OF SPECIMEN
3.1 Specimen may be compacted in layers to the required density by a
suitable hammer into the shear box after fixing the two halves of the shear
box together by means cf fixing screws.
4. PROCEDURE
4.1 The shear box with the soil specimen should be fitted into position as
shown in Fig. 1. The required normal load shall be applied. After the
required normal load is applied, the shear strain shall bc applied. Before
the application of shear strain, the upper half of the box should be lifted
up slightly to eliminate friction between the parts of the shear box. The
shear strain should be applied at a constant rate of 0.2 mmjmin on the
upper half of the box till the failure of the specimen. The final shear shall
be recorded through the calibrated proving ring. At the end of the test,
the specimen should be removed from the box and the water content at
the shear zone should be determined. The process shall be repeated for
the next higher normal load. A minimum of 4 sets of readings shall be
taken.
5LOAD BAR-, TOP GOADING
‘\ TOP PERFORATED
LOCKER U-BRACKET
BOLT-
L TOP GRIPPER PLATE
SAMPLE
(30X30X15 cml
eoTToM
GRIPPER PLATE,
WATER
JACKET ,- DRAIN COCK
BOTTOM PERFORATED PLATE
FIG. 1 SHEAR Box ASEMBLY
-
c ,,_
L-IS : 2720 ( Part XXXIX/Scc 1) - 1977
- zse.s+_g3 so
5
-I
12.5
c
Alld imensions in millimetrw.
2A Gripper Plate ( Plain )
FICL 2 GRIPPER PLATES- (Contd)
7IS : 2720 ( Part XXXIX/Sec 1) - 1977
-
_-. -__ _
‘-MB, 2 HOLES FOR I/ 0 3,120 HOLES
LIETING BOLTS
t-25 -+-2+-i
All dimensions in millimetres.
2B Gripper Plate ( Perforated )
Fro. 2 GRIPPER PLATES
aIs : 2729 ( Part XXXlX/Sec 1) - 1977
------4
-299.5~~.3sQ
All dimensions in millimetres.
3A Plain Plate
FIG. 3 TOP AND BOTTOM PLATES - ( Contu')IS : 2720( Part XJkXIX/Sec1 ) - 1977
fl d 3, 529 HOLES
t iii i!i iii iii /I
All dimensiona in millimetra.
3B Perforated Plate
FIG. 3 TOP ANDBoTToM PLATS8
10IS : 2720 ( Part XXXIX/Sec 1) - 1977
-
- -.-~- .-
q r-l t
I 1
~
I
q
~._
q
___.-
t
I
+
All dimensions in millimetrer.
FIG. 4 BASE PLATE
11IS : 2720 ( Part XXXIX/Sec 1) - 1977 (
5. CALCULATION AND REPORT I
5.1 Results of tests shall be recorded suitably. A recommended proforma
I
for recording the result is given in Appendix A.
5.2 The longitudinal displacement at a particular load shall be recorded Project . . . . .
from the shear displacement dial readings.
Rate of shca
5.3 The maximum shear force shall be the peak load from load-displacc-
ment curve or where the tangent of flatter portion of later part of the i
curve leaves in case the curve does not give peak point. I
5.4 The maximum shear stress and the corresponding longitudinal
Dimensions
displacement ( shear displacement ) and applied normal stress should be Initial wet *
recorded for each test and the result should be presented in the form of a Water contc
graph in which the applied normal stress is plotted as abscissa and the Bulk dcnsit)
Final wet m
maximum shear stress is plotted as ordinate1 The angle which the result-
Water contc
ing straight line makes with horizontal axis and the intercept which the
straight line makes with the vertical axis shall be reported as the angle of
shearing resistance and cohesion intercept respectively. i) Thicknc
NOTE- The normal stress versus maximum shear stress relationship may not be iii) Rate of
straight line in all cases. In such cases the shear parameter shall be obtained by draw-
ing a tangent to the normal stress and maximum shear stress curve at the point of
normal stress expected in the field. DATE
AND r
TIUE
I
(1)
PI0
TEST No.
(1)
12IS : 2720 ( Part XX%IX/Sec 1) - 1977
APPENDIX A
( Cluuse 5.1 )
PROFORMA FOR RECORDING TEST RESULTS
ed Project ................................................ Location of sample .................................
Sample No. .......................................
Rate of shear strain.. ............................... Proving ring No. ...................................
e- Proving ring constant ..............................
Weight of loading frame ........................
1e
Normal load applied ..............................
Soil Specimen Measurements
Dimensions .......................................... Area of specimen ....................................
Initial wet mass ofs pecimen. .................... Volume of.specimen ..............................
Water content .......................................
Bulk density ..........................................
Final wet mass of specimen ....................
Water content at the shear zone.. .............
PrGforma for Recording Shear Stage
i) Thickness of specimen .................. mm ii) Area of cross-section
of specimen ............................... cm2
iii) Rate of shearing .................. mm/min iv) Normal stress applied ............... kg/cm%
DATE SIIEAR SHEAR PROVING SHEAR SHEAR VERTICAL VERTICAL
AND DISPLACE- &PLACE- RINQ FORCE STREET DIAL DISPLACE-
TIME MENT MENT READING READINGS MENT
DIAL
READING
(1) (2) (3) (4) (5) (6) (7) (8)
Plot - Shear stress uerst~ss hear displacement and find
a) Maximum shear stress at the peak of curve, and
b) Corresponding shear displacement.
Proforma 5or Recoqding Summary of Results
TEST No. NORMAL SHEAR SHEAR INITIAL FINAL REMARK
STRESS STRESS DISPLACEMENT WATER WATER
CONTENT CONTENT
F AI~RE FAl:RE
(1) (2) (3) (4) (5) (6) (7)
Plot - Shear stress minus normal stress relationship to obtain
a) Cohesion intercept, and
b) Angle of shearing resistance.Is : 2720 ( Part XXXIX/&ec 1) - 1977
( Continuedfr om page 2 )
MrmbffS Rtt%wnting
SHRI R. S. h’fELXME Central Water Commission, New E&i
SHRXC . SUDHIADRA ( Al&mate )
SliRI N. SEN Ministry of Shipping & Transport ( Roads Wing),
New Delhi
SH~U P. K. THOMAS( Al&n& )
&RI M. M. D. SETH PubFrarG;ks Department, Government of Uttar
DR B. L. DHAWAN ( Altcrnatc)
SHRI P. JAQANNATHAR ao Central Road Research Institute (CSIR), New Delhi
DR V. V. S. RAO In personal capacity ( F-24 GreenP ark, New Delhi )
SHRI H. C. VERMA Associated Instruments Manufacturers (I) Pvt Ltd,
New Delhi
PROF T. S. NAGARAJ ( ANcmate)
14AMEKMENT NO. 1 SEPTESIBEX1 987
TO
IS:2720(Part 39/Set II-1977 METHODS OF
TEST FOR SOILS
PART 39 DXRECT SHEAR TEST FOR SOILS
CONTAINING GP&VEL
Section 1 Laboratory Test
(Page 4, clauses 2.1 to 2.6) - Substitute the
following for these clauzs and renumber the
subsequent clauses accordingly:
"2.1 The shear box and its assembly shall conform
to requirements given in IS:11593-1986
'Specification for shear box (large) for testing of
soils'."
(Pa,o,e6s -t o 11, Fig. 1 -t o 4) - Delete.
(BDC 23)
EcproZraphy Unit, XS, New Delhi, IndiaAMENDMENT NO. 2 OCTOBER 1992
TO
IS 2720 ( Part 39/Set 1) : 1977 METHODS OF TEST FOR
SOILS
PART39 DIRECT SHEAR TEST FOR SOILS CONTAINING
GRAVEL
Section 1 Laboratory Test
(Page 13, Appendix A, Proform? for Recording Shear Stage):
a) Co1 2 - Substitute the word ‘Readings’ for ‘Reading’ and subdivide
the co1 as ‘a’ and ‘b’.
b) Cal 3 and 8 - Insert the word ‘Average’.
c) Subdivide co1 7 as ‘a’ and ‘b’.
Reprography Wait, BIS, New Delhi, India
Orn,il V. I.. Y‘lL”ZI‘.I.Y~ii.. \ A-“““.~....” ,
SHRI 0. P. MALHOTRA Public Works Department, Government of Punjab
fhKRlT.S.h'iARYA Roads Wing, Ministry of Shipping Rr Transport,
i New Delhi
SHRI N. SEN ( Alternate )
( Confinusdo n puge 2 )
Q) Copyright 1978
BUREAU OF INDIAN STANDARDS
This publication is prkctcd under the Itkfian Copyright ACP (XIV of 1957 ) and
reproduction in whole or in part by any means except with written permission of the
publisher shall be deemed to ba an infringement of copyright under the said Act.
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