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ISO 23279.pdf
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INTERNATIONAL ISO
STANDARD 23279
Second edition
2010-03-01
Non-destructive testing of welds —
Ultrasonic testing — Characterization of
indications in welds
Contrôle non destructif des assemblages soudés — Contrôle par
ultrasons — Caractérisation des indications dans les assemblages
soudés
Reference number
ISO 23279:2010(E)
Copyright International Org anization for Standardization
© ISO 2010
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Contents
Page
Foreword............................................................................................................................................................iv
1 Scope......................................................................................................................................................1
2 Normative references............................................................................................................................1
3 Principle..................................................................................................................................................1
4 Criteria....................................................................................................................................................2
4.1 General...................................................................................................................................................2
4.2 Echo amplitude criteria (stages 1 and 2)............................................................................................3
4.3 Directional reflectivity criteria (stage 3)..............................................................................................3
4.4 Echostatic pattern criteria (stage 4)....................................................................................................4
4.5 Transverse echodynamic pattern criteria (stage 5)...........................................................................4
4.6 Complementary examination...............................................................................................................4
Annex A (normative) Classification of internal indications in welds — Flowchart procedure...................5
Annex B (informative) Directional reflectivity..................................................................................................8
Annex C (informative) Basic echodynamic patterns of reflectors.................................................................9
Bibliography......................................................................................................................................................14
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Foreword
ISO (the International Organization for Standardization) is a worldwide federation of national standards bodies
(ISO member bodies). The work of preparing International Standards is normally carried out through ISO
technical committees. Each member body interested in a subject for which a technical committee has been
established has the right to be represented on that committee. International organizations, governmental and
non-governmental, in liaison with ISO, also take part in the work. ISO collaborates closely with the
International Electrotechnical Commission (IEC) on all matters of electrotechnical standardization.
International Standards are drafted in accordance with the rules given in the ISO/IEC Directives, Part 2.
The main task of technical committees is to prepare International Standards. Draft International Standards
adopted by the technical committees are circulated to the member bodies for voting. Publication as an
International Standard requires approval by at least 75 % of the member bodies casting a vote.
Attention is drawn to the possibility that some of the elements of this document may be the subject of patent
rights. ISO shall not be held responsible for identifying any or all such patent rights.
ISO 23279 was prepared by the European Committee for Standardization (CEN) Technical Committee
TC 121, Welding, in collaboration with ISO Technical Committee TC 44, Welding and allied processes,
Subcommittee SC 5, Testing and inspection of welds, in accordance with the Agreement on technical
cooperation between ISO and CEN (Vienna Agreement).
This second edition cancels and replaces the first edition (ISO 23279:2007), which has been technically
revised.
Requests for official interpretations of any aspect of this International Standard should be directed to the
Secretariat of ISO/TC 44/SC 5 via your national standards body. A complete listing of these bodies can be
found at www.iso.org.
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Non-destructive testing of welds — Ultrasonic testing —
Characterization of indications in welds
1 Scope
This International Standard specifies how to characterize embedded indications by classifying them as planar
or non-planar.
This procedure is also suitable for indications that break the surface after removal of the weld reinforcement.
2 Normative references
The following referenced documents are indispensable for the application of this document. For dated
references, only the edition cited applies. For undated references, the latest edition of the referenced
document (including any amendments) applies.
ISO 17640, Non-destructive testing of welds — Ultrasonic testing — Techniques, testing levels, and
assessment
3 Principle
Classification of indications as planar or non-planar is based on several parameters:
a) welding techniques;
b) geometrical position of the indication;
c) maximum echo amplitude;
d) directional reflectivity;
e) echostatic pattern (i.e. A-scan);
f) echodynamic pattern.
The process of classification involves examining each of the parameters against all the others in order to
arrive at an accurate conclusion.
For guidance, Figure A.1 gives the classification of internal weld indications suitable for general applications.
Figure A.1 should be applied in conjunction with the two first parameters listed above and not taken in
isolation.
The classification procedure specified in this International Standard is also suitable for indications that are
surface breaking after removal of the weld reinforcement (see Figure 1).
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Dimensions in millimetres
Key
A ground weld
Figure 1 — Location of indications in a weld
4 Criteria
4.1 General
The classification is carried out by the successive application of several discriminatory criteria to:
a) echo amplitude;
b) directional reflectivity;
c) echostatic pattern (A-scan);
d) echodynamic pattern.
These criteria are applied using a flowchart procedure (see Annex A).
It is recommended that the same probes be used for detection of indications and for classification. The
flowchart procedure standardizes a system of classification. Several thresholds are defined in decibels by a
comparison with the distance amplitude curve (DAC) or by a comparison between the maximum echo heights
from the discontinuity when tested from different directions.
Proposed thresholds for the different stages in the flowchart procedure are given in Table A.1.
The flowchart procedure calls for five stages:
a) stage 1: to avoid the classification of indications with very low echo amplitudes;
b) stage 2: to classify all indications with high echo amplitude as planar;
c) stage 3: primarily to classify lack of fusion;
d) stage 4: primarily to classify inclusions;
e) stage 5: primarily to classify cracks.
NOTE Indications resulting from a combination of an inclusion and lack of fusion are classified as planar by the
flowchart procedure. An example of this type of flaw is given in Figure A.2.
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4.2 Echo amplitude criteria (stages 1 and 2)
4.2.1 Low amplitudes (stage 1)
It is accepted that an indication with an echo amplitude lower than the evaluation level as specified in
ISO 11666 [1] (defined as T in Figure A.1) is not significant and shall not be characterized.
1
For special applications, this value T may be lowered, if defined by specification.
1
4.2.2 High amplitudes (stage 2)
It is assumed that an indication with an echo amplitude that is at least equal to the reference level plus 6 dB
(defined as T in Figure A.1) is a planar indication.
2
4.3 Directional reflectivity criteria (stage 3)
4.3.1 Applicability based on length
Stage 3 of the flowchart procedure shall be applied only to those indications exceeding:
a) t for the range of thicknesses 8 mm u t u 15 mm;
b) t/2 or 15 mm, whichever is the larger, for thicknesses over 15 mm.
For indications not exceeding the specified length proceed to stage 4.
4.3.2 Application conditions
The following application conditions apply:
a) echoes compared shall be obtained from the same reflector;
b) the comparison shall be made at the position where echo height, H , is the highest along the
d, max
indication;
c) when a straight beam probe and an angle beam probe are used, their frequencies shall be chosen to give
similar wavelengths (e.g. 4 MHz for longitudinal waves and 2 MHz for shear waves);
d) when two or more probe angles are used, the differences between the nominal refraction angles shall be
equal to or greater than 10°;
e) if the comparison is made between a beam passing through the weld and a beam passing through the
base material only, the attenuation of the weld shall be taken into account.
4.3.3 Criteria
The highest echo amplitude, H , obtained from the indication is compared to the minimum echo amplitude,
d, max
H , obtained from all the other directions.
d, min
To satisfy the directional reflectivity, the following conditions shall be fulfilled simultaneously:
a) H is greater than or equal to T (the reference level minus 6 dB);
d, max 3
b) the modulus of the difference in indication echo amplitudes, |H − H |, from two different
d, max d, min
directions is at least:
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1) 9 dB using shear wave angle beam probes only, or
2) 15 dB using one shear wave angle beam probe and one longitudinal wave normal beam probe.
The directional reflectivities depend on refraction angle and examination conditions (half skip, full skip).
Examples of different directions of examination are given in Figure B.1.
An example of the application of these criteria is given in Figure B.2.
4.4 Echostatic pattern criteria (stage 4)
At this stage, the echostatic pattern (i.e. A-scan) of the indication is compared with that obtained from the
reference reflector (3 mm diameter side drilled hole).
If the echostatic pattern is single and smooth, the indication is classified as non-planar.
If the echostatic pattern is not both single and smooth, proceed to stage 5.
This criteria shall be fulfilled for at least two directions of examination.
4.5 Transverse echodynamic pattern criteria (stage 5)
The transverse echodynamic pattern of an indication is the envelope of the resulting echoes when the
ultrasonic probe is moved perpendicular to the indication, in accordance with ISO 17640. The analysis takes
into account not only the envelope, but also the behaviour of the echoes inside it.
Classification of indications depends on the patterns observed:
a) pattern 1: single non-planar;
b) pattern 2: excluded by previous stage;
c) pattern 3 and pattern 4: planar, if observed for the two highest reflectivity directions — if only observed for
one reflectivity direction, use complementary examination (see 4.6);
d) pattern 5: cluster of non-planar.
The patterns used for classification are given in Annex C.
This criteria shall be fulfilled for at least two directions of examination.
4.6 Complementary examination
In case of doubt, carry out additional examinations, for example:
a) use of additional reflectivity directions or probes;
b) analysis of echodynamic pattern when the probe is moved parallel to the indication [see Figures C.1 c),
C.2 c), C.3 c), C.4 c), C.5 c)].
c) results from other non-destructive testing (e.g. radiography).
This list is not restrictive.
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Annex A
(normative)
Classification of internal indications in welds — Flowchart procedure
The flowchart procedure is defined in Figure A.1.
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Key
H indication echo amplitude
d
H maximum echo amplitude
d, max
H minimum echo amplitude
d, min
L length
L specified length
spec
T , T , T , T see Table A.1
1 2 3 4
Figure A.1 — Flowchart procedure
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Table A.1 — Different thresholds used in the flowchart procedure
Threshold T T T T
1 2 3 4
Threshold values Evaluation level Reference level plus 6 dB Reference level minus 6 dB 9 dBa or 15 dBb
a Shear waves.
b Between reflections obtained with a shear wave and a longitudinal wave.
Stage 1 (T 1, i.e. evaluation level): All indications u T 1 are not classified.
Stage 2 (T , i.e. reference level plus 6 dB): An indication being at least twice as reflective as the reference is
2
classified as planar.
Stage 3 (T , i.e. reference level minus 6 dB): If the indication echo amplitude is at least half of the reference
3
echo and, if the imbalance in reflectivity is greater than or equal to T , the indication is classified as planar:
4
⎯ with T = 9 dB for shear waves;
4
⎯ with T = 15 dB between reflections obtained with shear waves and longitudinal waves.
4
The angles at which the ultrasonic beam is incident upon the indication shall have a difference of at least 10°.
The comparison shall be made upon the same area of the indication.
Stages 4 and 5: These criteria shall be fulfilled for at least two directions of examination.
Stage 5: If the echodynamic pattern does not match pattern 3, the indication is classified as non-planar.
The echo patterns are those defined in Annex C.
Indications resulting from a combination of an inclusion and lack of fusion are classified as planar by the
flowchart procedure. An example of this type of flaw is given in Figure A.2.
Figure A.2 — Example of a combination of inclusion and lack of fusion
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Annex B
(informative)
Directional reflectivity
a) transverse wave, T b) longitudinal wave, L
Key
A, B, C probe positions
L longitudinal wave
T transverse wave
1 local grinding
Figure B.1 — Examples of directions of examination
Key
1 position 1
2 position 2
3 reference level
4 reference level minus 9 dB
d sound path
H amplitude
Figure B.2 — Example of application of directional reflectivity criteria
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Annex C
(informative)
Basic echodynamic patterns of reflectors
C.1 Pattern 1
A point-like reflector response is shown in Figure C.1. At any probe position, the A-scan shows a single sharp
echo. As the probe is moved, this rises in amplitude smoothly to a single maximum before falling smoothly to
noise level.
a) probe position of A-scan and variation in signal amplitude
b) typical occurrence in through thickness direction c) typical occurrence in lateral (length) direction
Key
1 A-scan
2 variation in peak signal amplitude
3 reflector
4 weld
d range
H amplitude
x probe position
Figure C.1 — Pattern 1 ultrasonic response
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C.2 Pattern 2
An extended smooth reflector response is shown in Figure C.2. At any probe position, the A-scan shows a
single sharp echo. When the ultrasonic beam is moved over the reflector, the echo rises smoothly to a plateau
and is maintained, with minor variations in amplitude of up to 4 dB, until the beam moves off the reflector,
when the echo falls smoothly to noise level.
a) probe position of A-scan and variation in signal amplitude
b) typical occurrence in through thickness direction c) typical occurrence in lateral (length) direction
Key
1 A-scan
2 variation in peak signal amplitude
3 reflector
d range
H amplitude
x probe position
Figure C.2 — Pattern 2 ultrasonic response
C.3 Pattern 3
There are two variants of an extended rough reflector response, depending upon the angle of incidence of the
probe beam on the reflector.
One variant, at near normal incidence, is shown in Figure C.3. At any probe position, the A-scan shows a
single but ragged echo. As the probe is moved, this may undergo large (greater than ±6 dB) random
fluctuations in amplitude. The fluctuations are caused by reflection from different facets of the reflector, and by
random interference of waves scattered from groups of facets.
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a) probe position of A-scan and variation in signal amplitude
b) typical occurrence in through thickness direction c) typical occurrence in lateral (length) direction
Key
1 A-scan
2 variation in peak signal amplitude
3 reflector
d range
H amplitude
x probe position
Figure C.3 — Pattern 3 ultrasonic response
C.4 Pattern 4
The second variant of an extended rough reflector response, oblique incidence, “travelling echo pattern”, is
shown in Figure C.4. At any probe position the A-scan shows an extended train of signals (“subsidiary peaks”)
within a bell-shaped pulse envelope. As the probe is moved, each subsidiary peak travels through the pulse
envelope, rising to its own maximum towards the centre of the envelope, and then falling. The overall signal
may show large (greater than ±6 dB) random fluctuations in amplitude.
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a) probe position of A-scan and variation in signal amplitude
b) typical occurrence in through thickness direction c) typical occurrence in lateral (length) direction
Key
1 A-scan
2 pulse envelope
3 variation in peak signal amplitude
4 reflector
d range
H amplitude
x probe position
Figure C.4 — Pattern 4 ultrasonic response
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C.5 Pattern 5
A multiple reflector response is shown in Figure C.5. At any probe position, the A-scan shows a cluster of
signals which may or may not be well resolved in range. As the probe is moved, the signals rise and fall at
random, but the signal from each separate reflector element, if resolved, shows a pattern 1 response.
a) probe position of A-scan and variation in signal amplitude
b) pattern 5 ultrasonic response through thickness c) pattern 5 ultrasonic response in lateral (length)
direction direction
Key
1 A-scan
2 variation in peak signal amplitude
continuous lines: long-range echoes
dashed lines: short-range echoes
d range
H amplitude
x probe position
Figure C.5 — Pattern 5 ultrasonic response
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Bibliography
[1] ISO 11666, Non-destructive testing of welds — Ultrasonic testing of welded joints — Acceptance
levels
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ICS 25.160.40
Price based on 14 pages
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1949.pdf
|
IS : 1949 -1961
Indian Standard
SPECIFICATION FOR
ALUMINIUM WlNDOWS FOR
INDUSTRIAL BUILDINGS
Fourth Reprint MAY 1990
( Incorporating Amendment No. 1)
UDC 69’028’2 : 669’71 : 725’4
0 Copyright 1976
BUREAU OF INDIAN STANDARDS
MANAK BHAVAN, 9 BAHADUR SHAH ZAFAR MARG
NEW DELHI 110002
Gr 6 April 1962IS : 1949 - 1961\
Indian Standard
-
SPECIFICATIONF OR
AiUMINIUM WINDOWS FOR.
INDUSTRIAL BUILDINGS
Doors, Windows and Building Furniture Sectional Committee, BDC 11
Chairman Reprqenting
Snur D. P. ALAR Sunderdas & Co, Bombay
Members
SHRI S.~H. ABHYANKAR Central Public Works Department
SHRI AKSHOYB OSE Ballardie Thompson & Matthews Ltd, Calcutta
SHRI AUWA MADHOB CHAKX Calcutta Cabinet Makers’ & Furnishers’ Association, 1
Calcutta
SHRI R. K’CHARI Indian Aluminitmr Co Ltd, Calcutta
SHRI K. SRINIVAS( Alternate )
SHRI -M. C. GANDHI Man Industrial Corporation Ltd, Jaipur
SHRI K. R. ANANTHASWA~~Y( Alternate )
ENGINEERI NCHARGE,W ORD WORKS
DEPARTMENT ( Alternate )
SHRI K. M. GUPTA Hind Construction Co Ltd, Calcutta
SHRI M. J. JAL Godrej & Boyce Manufacturing Co Ltd, Bombay
SHRI S. K. JOOLEKAR Central Public Works Department
SHRI V. M. PUNDLIK ( Alternate ) ’
SHRI L. S. LULLA Bombay State RoadQansport Corporation, Bombay
SHRI J. N. MULLAN (Alternate ) ;
SHRI C. P. MALIK National Buildings Organization ( Ministry of Works,
Housing CG Supply )
SHRI SHRI KRISHNA ( Alternate )
CAPT N. J. MASANI Forest Research Institute & Colleges; Dehra Dun
SHRI R. P. MHATRE Hindustan Housing FactoryPrivate Ltd, New Delhi
SHRI S. K. MULLICK Hopes Metals Windows ( India ) Ltd, Calcutta
REPRESENTP.TIVE Directorate General of Health Services (Ministry of
Health )
SHRI J. D. SHASTRI The Indian Institute of Architects, Bombay
SHRI C. D. SHARMA( Alternod)
SHRI N. B. SHROPP Research, Designs & Standards Organization (Ministry of
Railways )
SHRI H. THOMSON Plywood Products, Sitapur
SWRI G. W. M. WHITTLE ( Alternate )
DR H. C. VISVESVARAYA, Director, IS1 ( Ex-ojkio Member )
Deputy Director ( CIV Engg )
SHRI D. AJITHA SIMHA
Assistant Director ( Civ Engg ), IS1
Metal and Composite Doors and Windows Subcommittee, BDC 11 : 2
Convener
SHRI M. J. JAL Godrej 8; Boyce Manufacturing Co Ltd, Bombay
Members
c
SHRI R. K. CHARI Indian Ahiminium Co Ltd, Calcutta
SHRI K. SRINIVAS( Alternate )
SHRI M. C. GANDHI Man IndustriaICorporation Ltd, Jaipur
SHRI P. H. G. MENON ( Alternate )
SHRI S. K. MULLICK Hopes-Metals \Vindows ( India ) Ltd, Calcutta
SHR~ N. B. SHROPz Research, Designs & Standards Organization. ( Ministry of
Railways )
, ._:
BWRBAU OF INDI’AN STANDARDS
MANAK BHAVAN, 9 BAHADUR SHAH ZAFAR MARG
HEW DELHI 1 lOW2IS t ‘1949 4961
Indian Standard
0. FOREWORD
0.1 ,This Indian Standard was. adopt& by ,the standards in the series arc:
Indian Standards Institution on 2 November *IS: 1038-1957 SPECIFICA.lION FOR STELL
1961, after the draft finalized by the Doors, Doom, WISDOWS -4s~ VENTILATORS
Windows and Building Furniture ’ Sectional
IS: 1081-1960 CODE OF PRACTICE NOR Frxrxc
Committee had been approved by the. Building
AND GLAZNGOP ME.TAL(STEEL AND ALU-
Divisitin Council.
MIKIUJI) DOORS, WINDOM AND VENTI-
0.2 This specification is an adjunct to IS : 1361- LATORS
1959 Specification for Steel Windows for Indus-
IS: 1361-1939 SPECIFICATIOS FOF STEEL
trial Buildings which covers steel windows for
~VIKDO~S FOR I~DXTRIAL BUILDINGS
industrial buildings. With the increasing USC
IS: 1918-1961 SPECIFICATIONF OR ALUMIMUM
of extruded aluminium alloys sections in the
DOORS, \\:INDOWSA SD VENTILATORS
manufacture of windows, ,it lvas felt that a
separate standard be _@rega,red on the lines 0.6 \Vhercver a reference to any Indian Standard
of IS: 1361-1959 to cover the requirements appears in this specification, it shall be taken as
of aluminium industrial windows and their a reference to the~latest version of the standard.
fittings. 0.7 Metric system has been ‘adopted in India
0.3 The sizes of aluminium industrial windows and all quantities and dimensions in this stan-
and other requirements and details are identi- dard have been given in this system.
cal to those of the steel windows covered by 0.8 For the purpose of deciding whether a parti-
IS : 136 I -1959 Specification for S tee1 \Vindows for cular requirement of this standard is complied
Industrial Buildings, unless otherwise specilied. with, the final value, observed or calculated,
0.4 The Sectional Committee -responsible for the expressing the result of a test, shall be rounded
preparation of this standard has taken into consi- off in accordance will1 IS : 2-1960 Rules for
deration the views of producers, consumers and Rounding Off KumericaJ Values ( Revised). The
technologists aud hits related the standard to number of significant places retained in the
the manufacturing and trade practices follow- rounded off value should be the same as that of
ed in the country in this field. Due weight- the specified value in this standard.
age has also been given to the need for inter- 0.9 This standard is intended chiefly to cover
national co-ordination among standards prevailing the technical provisions relating to aluminium
in different countries of the world in this field. industrial windows, and it does not include all
the necessary provisions of a contract.
0.5 This standard is one of a series of Indian
Standards on metal doors and windows. Other *Second revision in 1975.
1. SCOPE 2.2 Com~l$ositeW indow -A window compris-
ing two or more sashes joined together with one
1.1 This standard deals with aluminium windows or more coupling members.
suitable for use in industrial buildings and design-
2.3 Ventilator -The opening part of a sash.
ed to suit openings based on a module of 10 cm.
It consists of an inner frame and’outer frame.
2. TEBMINOLOGY 2.4 CentreHung Ventilator-A ventilator
horizontally pivoted at the centre on each side,
2.0 For the purpose of this standard, the follow- with the top half opening inwards and bottom
ing defitiitions shBl1 apply. half ope&ing outwards.
2.1 Sash - A complete windew unit whether 2.5 Bottom-Hdng Vdilator - A ventilator
fixed or the opening type. hinged at the bottom, and opening inwards.
a2.6 Top-Hung Ventilator - A ventilator hinged nium Alloys, Bars, Rods and Sections ( for General
at the top, and opening outwards. Eugineering Purposes ). Hollow sections of alumi-
nium alloy employed in the manufacture of win-
3. DESIGNATSON dows shall conform to IS Designation HVS-WP
3.1 In designating the different sizes and types of *IS :, 1285-1958 Spcciflcation for \Vrought Alu-
of industrial windows, the following notation shall minium and Aluminium Alloys,, Extruded Round
be adopted: Tube and Hollow Sections for General Engineering
Purposes. The form of sections, dimensrons and
IN x Width of window expressed in number
weights shall be as given,in Fig. 2 ( se& P 5 ).
of modules x Type of window h Height of
window expressed in number of modules 5.2 Cord-eyes, pulleys, brackets and catch plates
for spring catches shall be of aluminium or galva-
The letters IN indicate an industrial window;
nized or cadmium-plated steel. Pivots, peg stays
and the type of window is indicated by the follow-
and c?ring catches shall be of non-ferrous metal.
ing letter symbols:
Brass OT bronze, if used, shall be either chro-
F = Fixed sash, mium- or cadmium-plated.
C = Centre-hung sash,
5.3 Coupling members formiiig composite win-
B = Bottom-hung sash, and
dows shall be of exttuded aluminium allo~~section
T = Top-hung sash. as shown in Fig. 2 and coupling derails &all be
Exatnphs : as shown in Fig. 3A to 3C ( see P 6 ),
1) IN 10 C 15 indicates ‘ Industrial window 5.4 Glass panes shall be free from flaws, specks,
for opening 10 module, wide ( 100 cm ) by bubbles, etc. i All panes shall have properly
15 module high ( 150 cm)’ withcentre- squared corners and straight edges. Glass panes
hung ventilator. shall weigh 7.5 kg/ms.
2) IN 16 F 10 indicates ‘Industrial window 5.5 Wood screws shall conform to
for opening 16 module wide ( 160 cm ) Specification for Wood’ Screws ( Revisqd ). All
by 10 module high ( 100 cm )’ with fixed bolts, nuts, screws, washers and other mild steel
glass panes. fittings shall be suitably corrosion treated.,
3.2 Composite Windows - For composite win- 5.6 Screw threads of machine screws. used in the
dows, the notations illustrated below shall be manufacture of aluminium windows for indus-
adopted: trial buildings shall conform to the requirements
a) IN 10 C IO/IN 10 C IO/IN 10 C 10: This of $IS : 1362-l 959 Dimensions for Screw Threads
indicates three industrial windows of type for General Purposes (‘Diameter Range 0.25 to.
IN 10 C IO, placed next to one another and 39 mm ). Other threads shall be permissible if
coupled. agreed to between the purchaser and thevendor.
IN-10 C lo/IN 10 C 10
b) IN 16 C ,5,1N 1o ~ 15: This indicates’the 6, CONSTRUCTION
combination of four windows, two of the -6.1 Sashes shall be square and flat.
type IN 10 C 10 on top and two of the 6.2 Sashes shall be constructed of sections which
type IN 10 C 15 at the bottom, all the four have been cut to the required length and tenoned
of them coupled both horizontally and and riveted or welded at the corners. Tee SCC-
vertically. . . tions fdy glazing shall be tenoned and riveted
into -the, frames and where they intersect, the
4. SIZES AND TOLERANCES
vertical tee shall be broached and the horizontal
4.1 The sizes of industrial sashes shall be as tee threaded through iit, and the intersection
given in Fig. 1 ( see P 4 3,. closed by hydraulic p&&ire;. Brazing for cor-
NOTE- The overall width and height of the wilidow ner joints may also be done. :,
aresmaller than the dimensions pf modular opening by
6.3 ~etitilators, consis!itig~ of an inner opening
2.5 cm, thus providing a clearance of 1.25 cm all round
when fitted into the opening. frame and an outer fixed ~frame, shall be made
as separate units which shall be bedded in mastic.
4.2 The ventilators shall be of one size and de-
and screwed into the sash frames or tees with
signed to fit into the outer frame of IN 10 C 10
aluminium or galvanized or cadmium-plated steel
and with 12 mm clearance.
screws. The bars ~forming ‘the vertical’ mcmberr
4.3 The overall dimensions of industrial windows of the inner and outer frames !of ccntre-hung
shall not differ from those given in Fig. 1 by-more ventilators shall be reversed at the oint of ivot;
than 3 mm. the top bars of inner and outer, ‘Pr ames o P top-
hung ventilators, and the bottom bars of inner
5, MATERIAL
and outer frames of bottom-hung ventilators
5.1 Aluminium extruded sections used in the shall also be ieversed ( tie Fig. 4, P 7 ).
manufacture of industrial windows shall con- _ - .---- f-.-V ?-T----- “. ;
form to IS Designation HES-WP of *IS : 733-1956 ?Since. +evi&d6.
tSecond r&ii+ in 1972. ‘, ’
Specification for Wrought Aluminium and Alumi-
$&per&cd ll>y IS 14218 ( Parts i to VI)-1967 ISOIS I 194d- 1961
rI -
217.5 c’m ..--
I
3zF-
! I
---r--
IN lb C 10 IN 22 C IO
IN IO 1 IO IN I6 1 IO IN 22 T IO
IN IO I3 IO IN 16 B IO IN 22 4 IO
I& 10 F IO IN 16 F IO IN 22 F IO
IN IO C IS IN 16 C I5 IN 22 C IS
IN IO I IS IN I6 T 15 IN 22 T IS
lN IO B IS IN 16 B IS IN 22 B IS
-2’--
l!l#i!l
”
in I , ’
(:
v
L__ !
IN IO F 15 IN l6,F IS IN 22 F I5
I 1 i _I_
-- +I
yL.
--+t- -.-
4. - ;
_
’ I
-
j
IN IO C 20 IN I6 C 20 IN 22 C 20
IN IO T 20 IN I6 T 20 IN 22 T 20
IN IO B 20 -IN I6 0. 20 IN 22 B 20
--
kl’- -I j-JI -+:_ -.
fF t ,
”
u- I
r: I
c? / /
_I- j I ; $i
- c 1 ,’ ’
IN 10 F 20 IN 16. F 20 IN 22 F 20
FIO. {,I hDU8TRUL hsms
4_
.I
t
I
-1
i
GLAZING BAR AC-T1 GLAZING BAR AL-T2 GLAZLNG BAR AL-T3 GLAZING BAR AL-14
0.363 Kg/m 0.384 Kg/m 0*418 Kg/m I Q*53CKg/m
L2,.4---! I----3s--+
VENTILATOR BAR VENTILATOR BAR OUTER BAR FOR SASH FRAME BAR
AL-F5 AL-F7 VENTILATOR AL-F6 AL:EZ7
0.613 Kg/m O-613 Kg/m 0.625 Kg/m 0.644 Kg/m
COUPLING BAR AL-HKI5
1,547 kg/m
NOT& 1 -All radii = 1’6 mm,
NOTE2 -The weights of sections per metre length as indicated are nomiqal.
All dimensions in millimetres.
FIG. 2 EXTRUDED ALUMINIUMS ECTIONS FOR INDUSTRIAL SASHES
7. HOLES FOR FIXING, COUPLING AND *IS : 737-1955 Specification for Wrought Alumi-
GLAZING nium and Aluminium Alloys, Sheet and Strip (for
General Engineering Purposes) and IS Designation
7.1 Holes for fixing and coupling sashes shall be A-5-M of IS : 617- 1959 Specification for Aluminium
provided in the web of the outside frame sections and Aluminium Alloy Ingots and Castings for
and of outer ventilator frame sections where General Engineering Purposes ( Revised > or of brass
these occur at the perimeter of the sash. These which shall be either cadmium- or chromium-
holes shall be of 8 mm diameter, countersunk, plated and each pivot consisting of an inner and
and shall be located 1.4 cm from the outside face outer cup, permitting the swinging of the ventila-
of the frame section in’ the positions shown in tor through an angle of at least 85”. The ventila-
Fig. 5 (seep 8). tor shall be so balanced that it shall be capable of
remaining open in any desired position under
7.2 Holes for glazing clips shall also be provided,
normal conditions.
one hole being located in the web of the section
8.2 Centre-hung ventilators ‘shall be provided
or tee, on each side of each pane.
with an aluminium- or cadmium-plated brass
pulley-wheel in the centre of the bottom section
8. FITTINGS AND FIXING MATERIALS
of the ventilator, and attached with aluminium
or galvanized or cadmium-plated\, steel screws
8.1 Centre-hung ventilators shall be mounted on a
( see Fig. 6, P 9 ). They shall also be’provided with
pair of cup:pivots made out of aluminium alloy
sheet .conforming to IS Designation -NS 4 of *Since revised.
5IS : 1949- 1961
3A COUPLING OF TWO FIXED SASHES
SIZE 1, -_&__--SIIE---__
IS
38 COUPLING OF A FIXED AND OPEN SASH
3C COUPLING OF TWO OPEN SASHES
All dimensions in millimetres.
FIG. 3 COUPLING DETAILS, HORIZONTALA ND VERTICAL
a cord-eye riveted or welded to the bottom inner sealed with oil, wax or lanolin.
frame bar of the ventilator in a position corres-
ponding to that of the pulley. 8.5 Bottom-hung ventilators shall be provided
with a pair of aluminium alloy folding side arms to
8.3 Centre-hung and bottom-hung ventilators
limit the opening of the ventilator ( sce=Fig. 7, P 9 ),
shall have cast aluminium or bronze ( gunmetal )
The aluminium alloy arms shall either be cast in
spring catch in the centre of the top section of
alloy IS Designation A-5-M of IS : 617-1959 Speci-
the ventilator, suitable for operation by hand
fication for Aluminium and Aluminium Alloy
i or pole ( and by cord, in the case of centre-hung Ingots and Castings for General Engineering Pur-
ventilators ). This spring catch, which shall
poses ( Revised) or fabricated from aluminium
be fixed ( riveted or welded) to the frame with
alloy sheet conforming to IS Designation NS4 of
aluminium or galvanized or cadmium-plated steel
*IS : 737-1955 Specification for Wrought Alumi-
screws, shall close into an aluminium catch plate
nium and Aluminium Alloys, Sheet and Strip ( for
fixed ( riveted or welded ) to the outside of the
General Engineering Purposes ) . When the venti-
outer ventilator frame section.
lator is closed, these side-arms shall be invisible.
18.4 Bottom-hung and top-hung ventilators shall
be hung on alum’mium-alloy hinges. The alu- 8.6 Top-hung ventilators shall be provided with a
minium alloy for cast hinges shall conform to 300 mm long peg stay of cast aluminium to IS
alloy IS Designation A-5-M of IS: 617-1959 Design&ion A-5-M of IS : 617-1959 Specification
Specification for’Aluminium and Aluminium Alloy for Aluminium and Aluminium Alloy Ingots and
Ingots and Castings for General Engineering Castings for General Engineering Purposes
Purposes ( Revised) and for extruded section of ( Revised) -or fol ed from IS Designation NS4
hinges to IS Designation HE lo-WP or HESO-WP aluminium alloy s1 eet of *IS : 737-1955 Specifica-
of *IS : 733-1956 Specificatibn for Wrought tion for Wrought Aluminium and Aluminium
Aluminium and Aluminium Alloys, Bars, Rods Alloys, Sheet and Strip ( for General Engineering
and Sections ( for General Engineering Purposes ). Purposes ) complete with cast aluminium peg and
The pins for hinges shall be of stainless steel of locking bracket. The stay shall be welded or
non-magnetic type or of aluminium alloy HR 30. riveted on to the bottom inner ventilator frame
Irrespective of the hinges being anodized or not, section and shall lock into the locking bracket of
the aluminium alloy pins shall be anodized to a similar ma$erial welded to the bottom outer venti-
minimum film thicknpld d O-025 mmland shall be lator section ( see Fig. 8, P 10 ) .
I *Since revised. t *Since revised.
1. ’
6IS : 1649 - 1961
HORIZONTALLY C$NTRE HUNG
BELOW CENTRE OR TOP-HUNG--
x / I-iORiZOhiTALL\
INSIDE CENTRE-tllrNG
OR BOTTOM-iiUNG
;‘, OR TOP-HUNG -A
i,,
:’ ‘.
: 8.::
-
ORIZONTALLY CENTRE-HUNG
BOvE CENTRE OR BOTTOM-HUNG
”
L1
L
INSIDE _
u
.+ HORIZSNTALLY
CENTRE-HUNG
BELOW Cki<TRE
: OR BGTTOM-HUNG.
I------
SIZES
_ -
_-.
HORIZONTALCf CENTRE-HUNG
BELOW CENTRE OR
HORIZONTALLY
CENTRE-HUNG
BELOW CENTRE
TOP-HUNG OR
BOTTOM-HUNG
7
,
FIG. 4 SECTIONAL DETAILS.T HROUGH SASHESIS : 1949- 1961
Tj 61.5 1 58.5 t 61.5 j"t-
I 1 I I_
-c c a b a c c’~-
-ccabacc-
A
I I I I ’
1
25.5 1 1 I I I I r I I I I
b----d d d- -c d d d c- -ccdddcc-
46.5
-d d do- -c d d d c- -c c d d d c c.-
2iz--
I I I I 8’ I I I I
-f-’ ’
All dimensions in centimetres.
FIG. 5 Flxnai HOLE CENTRES AND TYPES OF GLASS PANES
8IS : 1949- 1961
CORD NO7 APFLICABLE
(B)
I -
DRILL AND Y’
TAP MS- t, 29mm ,
--
,
A) Preparation for spring catch on horizontally pivoted and bottom-hung ventilators
..I B) Preparation for pulley and cord-eye on horizontally pivoted ventilators
NOTE- Mastic should be app@d to joints where hatching is shown.
FIG. 6 SPRING CATCH, PULLEY AND CORD-EYE
8.6.1 Alternatively, top-hung ventilators may
’ be provided with a SO-cm cam opener of alumi-
nium alloy to IS Designation A-5-M of IS : 617-
1959 Specification for Aluminium and Aluminium
Alloy Ingots and Castings for General Engineering
Purposes ( Revised) fixed ( preferably screwed or
riveted) to the ventilator with aluminium alloy or
galvanized or cadmium-plated steel screws (see
Fig. 9, P 10).
8.6.2 Both peg stay and cam opener shall be
capable of holding the ventilator open in three
different positions.
8.7 All sashes shall be provided with fixing fit-
tings for the fixing holes shown in Fig. 5. These
may be slotted reversible steel lugs (holdfasts)
’ (see Fig. 10,PlO) complete with countersunk*
steel nuts and bolts for fixing to brickwork; wood
screws for fixing to wood, plugged concrete or
stone, or steel screws, or mild steel fixing clips
with steel nuts and bolts ( see Fig. 11, P 10 ), for
fixing to steel. However, any steel lugs coming in
contact with aluminium shall be either galvanized
or given one coat of bituminous paint.
8.8 For coupling sashes with members specified
to form composite windows, countersunk*
\
*Where ventilatom occur, lug acrew: and coupling SCRWI FIO. 7 FOLDING SIDE ARMIJ FOR BOTTOM-HUNG
may be of round head type. VBNTILATORI
9.I&?i 1949 - 1961
All dimcnrions in millimetres.
FIN. 8 A TYPICAL PEG STAY FOR SII)E-HUNG SHUTTERS .
AND TOP-HUNG VENTILATORS
‘FI& IO SLOTTEDF IXING LUG FOR BRICK WORK
):
&-50-d
r:
cadmium-plated’ ‘.or
specified for fixing,
8.9 Two spring gl
to the design shown in ! I ~,” .
I
:-I !
9. COMPOSITE WIN
k*.
9.1 Composite windows s I
assembled, but complete
cotnpwp~. In, mgpi!$ w~&w_~ !w hr COYR-
/ :i~~:LAH.dimensianrin milIiietra.
lirig’keihber will i$qeq$~,;~,~overall heiiht or ‘* ” I
kidth by 25 mm. FIG. 11 FIXING CLIP.FOR S-~EL WORK
16IS : 1949 - 1961
265 420
; 300 420
c 290 -;55
'\ tl 300 455
\
\ c 300 490
1 230 490
-1
L-2
11.2 A tlrick layer ‘of char transparent lacquer,
based on mctlracrylatcs or cellulose but)ratc, shall
bc applictl on alrrminium sashes and coupling
nifqttlm-s 11).1 1~2 suppliers to prolrct the surface
from actiorr of wet ccmc.nt during installation.
‘l’lris lacclucr coating shall be removed after
installation is comph:ted.
12. PACKING
12.1 Industrial windows shall be despatclled with
the opening parts suitably secured to preserve
alignment when fixing and glazing.
12.2 Fixing lugs, coupling fittings a.nd all hard-
wart shall bc despatchcd separately.
12.3 Composite windows Fhall be despatched
uncoupled.
/
c 13. MARKING
Fro. 12 SPRISC STEEL GLAZISG CLIP 13.1 Industrial windows shall bc marked on the
frame with a mark identifying the manufacturer
and type.
10. GLASS
13.1.1 The windows may also be marked with
10.1 The sizes of glass pants for windo\vs shall the IS1 Certification Mark.
be as given in Table I. The sizes specified in the
NOTE-The use of the ISI Crrtification Mark is
table include clearance. The number and sizes governed by the provisions of the Indian Standards
of glass panes for each type of window shall bc as Institution ( Certification Marks ) Act and the Rules and
shown in Fig. 5. Kegutations made thereunder. The ISI hlark on pro-
ducts covered by an Indian Standard conveys the
assurance that they have been produced to comply with
11. FINISH the requirements of that standard under a well-drfined
system of inspection, testing and quality control which is
11.1 Sashes and coupling members may be sup- devised and supervised by IS1 and operated by the
plied iq either matt, scratch-brush or polished producer. ISI marked products are also continuously
finish. They may, additionally, also be anodiz- checked by IS1 for conformity to that standard as a
further safeguard. Details of conditions under which a
ed, if so desired by the purchaser. If colour
licence for the use of the IS1 Certification r&lark may
anodizing is to be done, then only_approved light- be granted to manufacturers or processors, may be
fast shades should be used. obtained from the Indian Standards Institution.
11PRINTFfD AT SIMCO PRINTING PRESS, DELI-II (INDIA)
|
6452.pdf
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IS 6452 : 1989
(Reaffirmed2000)
Edition2.3
(2000-05)
Indian Standard
HIGH ALUMINA CEMENT FOR
STRUCTURAL USE — SPECIFICATION
( First Revision )
(Incorporating Amendment Nos. 1, 2 & 3)
UDC666.948
©BIS2002
B U R E A U O F I N D I A N S T A N D A R D S
MANAK BHAVAN, 9 BAHADUR SHAH ZAFAR MARG
NEW DELHI 110002
Price Group3Cement and Concrete Sectional Committee, CED 2
FOREWORD
This Indian Standard was adopted by the Bureau of Indian Standards on 24 November 1989, after
the draft finalized by the Cement and Concrete Sectional Committee had been approved by the
Civil Engineering Division Council.
High alumina cement (HAC) is a special cement containing essentially hydraulic calcium
aluminates as the major ingredient. The presence of the mono calcium aluminate (CaO Al O )
2 3
constituent in HAC imparts certain unique properties, such as high early strength and
refractoriness.
High alumina cement is mainly a refractory cement but in some cold regions this cement may find
use as a structural material taking advantage of high heat of hydration and high early strength
development. The hydration of mono calcium aluminates imparts high early strength and hence
this cement will have special utility in work involving emergency repair or construction. However,
conversion of the hydration product of the calcium aluminates from dicalcium aluminate hydrate
to aluminate hydroxide and tricalcium aluminate hydrate and water will result in increased
porosity and gradual reduction in strength. This conversion is more rapid in presence of moisture
and at atmosphere temperatures over 18 to 20 C. In tropical climates the loss in strength can be as
much as 50 to 80 percent.
There has been considerable controversy on the long term effect of storage of high alumina cement
concrete in water at temperatures around 18°C, also the data on retrogression is conflicting. In
view of this, the use of this cement should be restricted to areas of continuously low temperature
where highest summer temperatures do not exceed 18°C.
In view of the above and other properties of high alumina cement, there are certain restrictions
given below about the use of this cement in concrete which should be strictly followed:
a)In view of the restrogression in strength and reduced durability, high alumina cement shall
not be used in locations where the ambient temperatures are likely to exceed 18°C even for
short periods. It shall not be used in mass concrete in view of the high heat of hydration
inducing conversion of the hydrated compounds;
b)Accelerators like calcium chloride shall not be used with this cement;
c)Steam curing or elevated temperature of curing shall be avoided; and
d)High alumina cement shall not be mixed with any other type of cement.
This standard was first published in 1972. Since publication of this standard large number of
amendments have been issued from time to time in order to modify various requirements and also
other standards referred to in the specification have been revised. The important amendments
include incorporating a clause allowing different types of bags for packing 50kg cement,
permitting packaging of cement in 25kg bags and incorporating a note regarding supply of cement
in bulk and intermediate containers. As a result of these modifications, the Sectional Committee
decided to bring out the first revision of this standard incorporating all the amendments for the
convenience of the users.
Mass of cement packed in bags and the tolerance requirements for the mass of cement packed in
bags shall be in accordance with the relevant provisions of the Standards of Weights and Measures
(Packaged Commodities) Rules, 1977 and B-1.2 (see Annex B for information). Any modification
in these rules in respect of tolerance on mass of cement would apply automatically to this
standard.
The composition of the committee responsible for the formulation of this standard is given in
Annex C.
This edition 2.3 incorporates Amendment No.1 (November 1991), Amendment No.2
(November1993) and Amendment No. 3 (May2000). Side bar indicates modification of the text as
the result of incorporation of the amendments.
For the purpose of deciding whether a particular requirement of this standard is complied with,
the final value, observed or calculated, expressing the result of a test or analysis, shall be rounded
off in accordance with IS2:1960 ‘Rules for rounding off numerical values (revised)’. The number
of significant places retained in the rounded off value should be the same as that of the specified
value in this standard.IS 6452 : 1989
Indian Standard
HIGH ALUMINA CEMENT FOR
STRUCTURAL USE — SPECIFICATION
( First Revision )
1 SCOPE 4.5 Compressive Strength
1.1This standard covers the manufacture of The average compressive strength of at least
high alumina cement (HAC) and the specific three mortar cubes (area of face 50 cm2)
requirements for its use as a structural composed of one part of cement, three parts of
building material in the colder regions of our standard sand (conforming to IS650:1966) by
country (continuously 18°C and below). Its use mass and 10.5 to 11 percent (of combined mass
as a refractory cement is not covered. of cement plus sand) water, and prepared,
stored and tested at temperature 18+2°C in
2 REFERENCES
the manner described in IS4031 (Part 6):1988
2.1The Indian standards listed in Annex A are shall be as follows:
necessary adjuncts to this standard. a)At 24 h ± 30 min not less than 30 MPa,
and
3 MANUFACTURE
b)At 72 ± 1 h shall show an increase on the
3.1The cement shall be manufactured from compressive strength at 24 h and shall be
aluminous and calcareous materials either by not less than 35 MPa.
fusion or by sintering, and grinding the
5 SAMPLING
resulting clinker so as to produce a cement
complying with this specification. No materials, 5.1 Samples for Testing
other than water, shall be added during A sample or samples for testing may be taken
grinding of the cement. by the purchaser or his representative, or by
any person appointed to superintend the work
4 PROPERTIES
for the purpose of which the cement is required
4.1The total alumina content (AL O ) or by the latter’s representative. The samples
2 3
determined in accordance with the method shall be taken within three weeks of delivery
specified in IS4032:1985 shall not be less and the tests shall be made within four weeks
than 32 percent by mass. of delivery.
4.2 Fineness 5.2Notwithstanding the requirements of 5.1,
the methods and procedures of sampling shall
Fineness of cement expressed in terms of be in accordance with IS3535:1986.
specific surface determined by Blaine’s air
5.3 Facilities for Sampling and Identifying
permeability method described in IS4031
(Part2):1988 shall be not less than 225 m2/kg. The manufacturer or supplier shall afford every
facility and shall provide all labour and
4.3 Soundness
materials for taking and packing the samples
When tested by the ‘Le-Chatelier’ method for testing the cement and for subsequent
described in IS4031 (Part 3):1988, (except identification of the cement sampled.
that the quantity of mixing water shall be
6 TESTS
22percent of cement by mass) the cement shall
not have an expansion of more than 5 mm. 6.1The sample or samples of cement for test
shall be taken as described in 5.1 and shall be
4.4 Setting Time
tested in the manner described in 4.
The setting time of cement, when tested by the 6.2 Temperature for Testing
Vicat apparatus method described in IS4031
The temperature at which physical tests may
(Part 5):1988 (except that the quantity of
be carried out shall be 18 ± 2°C.
mixing water shall be 22 percent of cement by
mass) shall conform to the following 6.3 Non-Compliance with Tests
requirements: Any cement which does not comply with any of
the tests and analysis specified above, or which
a)Initial setting time not less than 30 min,
has not been stored in the manner provided
and
in7.1 may be rejected as not complying with
b)Final setting time not more than 10 h. this standard.
1IS 6452 : 1989
6.4 Independent Testing indication of the source of manufacture, if any.
Second hand bags shall not be used.
6.4.1If the purchaser or his representative
requires independent tests, the samples shall 9.1.1In order to distinguish aluminous cement
be taken before or immediately after delivery at from ordinary Portland cement, a distinctive
the option of the purchaser or his mark along with the words ‘High Alumina
representative and the tests shall be carried Cement’ shall be permanently marked on the
out in accordance with this standard on the bag or container.
written instructions of the purchaser or his
representative. 9.2The net mass of cement per bag shall be
50kg (see Annex B).
6.4.2Cost of Testing
9.2.1The net mass of cement per bag may also
The manufacturer shall supply, free of charge, be 25kg subject to tolerances as given in
the cement required for testing. Unless 9.2.1.1 and packed in suitable bags as agreed to
otherwise specified in the enquiry and order, between the purchaser and the manufacturer.
the cost of the tests shall be borne as follows:
9.2.1.1The number of bags in a sample taken
a)By the manufacturer in the event of the for weighment showing a minus error greater
results showing that the cement does not than 2 percent of the specified net mass shall be
comply with this standard, and not more than 5 percent of the bags in the
sample. Also the minus error in none of such
b)By the purchaser in the event of the
bags in the sample shall exceed 4 percent of the
results showing that the cement complies
specified net mass of cement in the bag.
with this standard.
However, the net mass of cement in a sample
shall be equal to or more than 25 kg.
6.4.3After a representative sample has been
drawn, tests on the samples shall be carried out
9.2.2When cement is intended for export and if
as expeditiously as possible.
the purchaser so requires, packing of cement
may be done in bags or in drums with a net
7 STORAGE
mass of cement per bag or drum as agreed to
between the purchaser and the manufacturer.
7.1The cement shall be stored in such a
manner as to permit of easy access for proper
9.2.2.1For this purpose the permission of the
inspection and in a suitable weather-tight
certifying authority shall be obtained in
building to protect the cement from dampness
advance for each export order.
and to minimize warehouse deterioration.
9.2.2.2The words ‘FOR EXPORT’ and the net
8 MANUFACTURER’S CERTIFICATE
mass of cement per bag/drum shall be clearly
marked in indelible ink on each bag/drum.
8.1The manufacturer shall satisfy himself that
the cement conforms to the requirements of
9.2.2.3The packing material shall be as agreed
this standard and, if requested, shall furnish a
to between the manufacturer and the
certificate to this effect to the purchaser or his
purchaser.
representative.
9.2.2.4The tolerance requirements for the
9 DELIVERY mass of cement packed in bags/drum shall be as
given in 9.2.1.1 except the net mass which shall
9.1The cement shall be packed only in new be equal to or more than the quantity in 9.2.2.
bags [jute sacking bag conforming to
IS2580:1982, double hessian bituminized 9.3Supplies of cement in bulk may be made by
(CRI type), multi-wall paper conforming to arrangement between the purchaser and the
IS11761:1986, polyethylene lined (CRI type) supplier (manufacturer or stockist).
jute, light weight jute conforming to
IS12154:1987, woven HDPE conforming to NOTE — A single bag or container containing 1000kg
IS11652:1986, woven polypropylene or more net mass of cement shall be considered as bulk
supply of cement. Supply of cement may also be made in
conforming to IS11653:1986, jute synthetic
intermediate containers, for example, drums of 200kg,
union conforming to IS12174:1987 or any by agreement between the purchaser and the
other approved composite bags] bearing the manufacturer.
2IS 6452 : 1989
ANNEX A
(Clause 2.1)
LIST OF REFERRED INDIAN STANDARDS
IS No. Title IS No. Title
IS650:1966 Specification for Standard IS4905:1968 Methods for random sampling
sand for testing of cement
IS11652:1986 Specification for high density
(first revision)
polyethylene (HDPE) woven
IS2580:1982 Specification for jute sacking sacks for packing cement
bags for packing cement
IS11653:1986 Specification for polypropy-
(second revision)
lene (PP) woven sacks for
IS3535:1986 Methods of sampling packing cement
hydraulic cements (first
IS11761:1986 Specification for multi-wall
revision)
paper sacks for cement
IS4031 (Parts 1 Methods of physical test for
valved-sewn-gussetted type
to 13):1988 hydraulic cement (first
revision) IS12154:1987 Specification for light weight
jute bags for packing cement
IS4032:1985 Method of chemical analysis of
hydraulic cement (first IS12174:1987 Specification for jute synthetic
revision) union bag for packing cement
ANNEX B
(Clause 9.2)
TOLERANCE REQUIREMENTS FOR THE MASS OF CEMENT PACKED IN BAGS
B-1The net mass of cement packed in bags at the minus error in none of such bags in the
the plant in a sample shall be equal to or more sample shall exceed 4 percent of the specified
than 50kg. The number of bags in a sample net mass of cement in the bag.
shall be as given below:
NOTE — The matter given in B-1 and B-1.1 are
Batch Size Sample Size extracts based on the Standards of Weights and
Measures (Packaged Commodities) Rules, 1977 to which
100to 150 20
reference shall be made for full details. Any
151to 280 32 modification made in these Rules and other related Acts
281to 500 50 and Rules would apply automatically.
501to 1200 80
B-1.2In case of wagon/truck load up to 25
1201to 3200 125
tonnes, the overall tolerance on net mass of
3201 and over 200
cement shall be 0 to + 0.5 percent.
The bags in a sample shall be selected at
NOTE — The mass of a jute sacking bag conforming to
random (see IS4905:1968).
IS2580:1982 to hold 50 kg of cement is 531g, the mass
B-1.1The number of bags in a sample showing of a double hessian bituminized (CRI type) bag to hold
50kg of cement is 630 g, the mass of a 6-ply paper bag
a minus error greater than 2percent of the
to hold 50 kg of cement is approximately 400g and the
specified net mass (50kg) shall be not more
mass of a polyethylene lined (CRI type) jute bag to hold
than 5percent of the bags in the sample. Also 50kg of cement is approximately 480 g.
ANNEX C
COMPOSITION OF THE TECHNICAL COMMITTEE
Cement and Concrete Sectional Committee, BDC 2
Chairman Representing
Dr H. C. Visvesvaraya National Council for Cement and Building Materials,
New Delhi
Members
Shri K. P. Banerjee Larsen and Toubro Limited, Bombay
Shri Harish N. Malani (Alternate)
Shri S. K. Banerjee National Test House, Calcutta
3IS 6452 : 1989
Members Representing
Chief Engineer (BD) Bhakra Beas Management Board, Nangal Township
Shri J. C. Basur (Alternate)
Chief Engineer (Designs) Central Public Works Department, New Delhi
Superintending Engineer (S & S) (Alternate)
Chief Engineer (Research-cum-Director) Irrigation Department, Government of Punjab
Research Officer (Concrete Technology)
(Alternate)
Director A.P. Engineering Research Laboratories, Hyderabad
Joint Director (Alternate)
Director Central Soil and Materials Research Station, New
Delhi
Chief Research Officer (Alternate)
Director (C & MDD-II) Central Water Commission, New Delhi
Deputy Director (C & MDD-II)
(Alternate)
Shri V. K. Ghanekar Structural Engineering Research Centre (CSIR),
Ghaziabad
Shri S. Gopinath The India Cements Limited, Madras
Shri A. K. Gupta Hyderabad Industries Limited, Hyderabad
Shri J. Sen Gupta National Buildings Organization, New Delhi
Shri P. J. Jagus The Associated Cement Companies Ltd, Bombay
Dr A. K. Chatterjee (Alternate)
Joint Director Standards (B & S)/CB-I Research, Designs and Standards Organization
(Ministry of Railways), Lucknow
Joint Director Standards
(B & S)/CB-II (Alternate)
Shri N. G. Joshi Indian Hume Pipes Co Limited, Bombay
Shri R. L. Kapoor Roads Wing (Ministry of Transport), Department of
Surface Transport, New Delhi
Shri R. K. Saxena (Alternate)
Shri G. K. Majumdar Hospital Services Consultancy Corporation (India) Ltd,
New Delhi
Dr A. K. Mullick National Council for Cement and Building Materials,
New Delhi
Shri P. N. Mehta Geological Survey of India, Calcutta
Shri S. K. Mathur (Alternate)
Shri Nirmal Singh Development Commissioner for Cement Industry
Shri S. S. Miglani (Alternate) (Ministry of Industry)
Shri S. N. Pal M.N. Dastur and Company Private Limited, Calcutta
Shri Biman Dasgupta (Alternate)
Shri R. C. Parate Engineer-in-Chief’s Branch, Army Headquarters
Lt-Col R. K. Singh (Alternate)
Shri H. S. Pasricha Hindustan Prefab Limited, New Delhi
Shri Y. R. Phull Indian Roads Congress, New Delhi and Central Road
Research Institute (CSIR), New Delhi
Shri S. S. Seehra (Alternate) Central Road Research Institute (CSIR), New Delhi
Dr Mohan Rai Central Building Research Institute (CSIR), Roorkee
Dr S. S. Rehsi (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,
NewDelhi
Shri T. N. Subba Rao Gammon India Limited, Bombay
Shri S. A. Reddi (Alternate)
Dr M. Ramaiah Structural Engineering Research Centre (CSIR),
Madras
Dr A. G. Madhava Rao (Alternate)
4IS 6452 : 1989
Members Representing
Shri A. U. Rijhsinghani Cement Corporation of India, New Delhi
Shri C. S. Sharma (Alternate)
Secretary Central Board of Irrigation and Power, New Delhi
Shri K. R. Saxena (Alternate)
Superintending Engineer (Designs) Public Works Department, Government of Tamil Nadu
Executive Engineer (SMD Division)
(Alternate)
Shri L. Swaroop Orissa Cement Limited, New Delhi
Shri H. Bhattacharya (Alternate)
Shri S. K. Guha Thakurta Gannon Dunkerley and Co Ltd, Bombay
Shri S. P. Sankarnarayanan (Alternate)
Dr H. C. Visvesvaraya The Institution of Engineers (India), Calcutta
Shri D. C. Chaturvedi (Alternate)
Shri G. Raman, Director General, BIS (Ex-officio Member)
Director (Civ Engg)
Secretary
Shri N. C. Bandyopadhyay
Joint Director (Civil Engg), BIS
Cement, Pozzolana and Cement Additives Subcommittee, BDC 2:1
Convener Representing
Dr H. C. Visvesvaraya National Council for Cement and Building Materials,
New Delhi
Dr A. K. Mullick
(Alternates to Dr H. C. Visvesvaraya)
Dr (Shrimati) S. Laxmi
Members
Shri S. K. Banerjee National Test House, Calcutta
Shri N. G. Basak Directorate General of Technical Development, New
Shri T. Madneshwar (Alternate) Delhi
Shri Somnath Banerjee Cement Manufacturers Association, Bombay
Chief Engineer (Research-cum-Director) Irrigation Department, Government of Punjab
Research Officer (CT) (Alternate)
Shri N. B. Desai Gujarat Engineering Research Institute, Vadodara
Shri J. K. Patel (Alternate)
Director Maharashtra Engineering Research Institute, Nasik
Research Officer (Alternate)
Director (C & MDD II) Central Water Commission, New Delhi
Deputy Director (C & MDD II)
(Alternate)
Shri R. K. Gattani Shree Digvijay Cement Co Ltd, Bombay
Shri R. K. Vaishnavi (Alternate)
Shri J. Sen Gupta National Buildings Organization, New Delhi
Shri P. J. Jagus The Associated Cement Companies Ltd, Bombay
Dr A. K. Chatterjee (Alternate)
Joint Director, Standards (B & S) (CB-I) Research, Designs and Standards Organization,
Joint Director, Standards Lucknow
(B & S)/CB-II (Alternate)
Shri R. L. Kapoor Roads Wing (Ministry of Transport) Department of
Shri R. K. Datta (Alternate) Surface Transport, New Delhi
Shri W. N. Karode The Hindustan Construction Co Ltd, Bombay
Shri R. Kunjithapattam M/s Chettinad Cement Corporation Ltd, Poliyur,
TamilNadu
Shri G. K. Majumdar Hospital Services Consulting Corporation (India) Ltd,
New Delhi
5IS 6452 : 1989
Members Representing
Shri K. P. Mohideen Central Warehousing Corporation, New Delhi
Shri Nirmal Singh Development Commissioner for Cement Industry
(Ministry of Industry)
Shri S. S. Miglani (Alternate)
Shri Y. R. Phull Central Road Research Institute (CSIR), New Delhi
Shri M. R. Chatterjee (Alternate)
Shri A. V. Ramana Dalmia Cement (Bharat) Ltd, New Delhi
Dr K. C. Narang (Alternate)
Col V. K. Rao Engineer-in-Chief’s Branch, Army Headquarters
Shri N. S. Galande (Alternate)
Shri S. A. Reddi Gammon India Ltd, Bombay
Dr S. S. Rehsi Central Building Research Institute (CSIR), Roorkee
Dr Irshad Masood (Alternate)
Shri A. U. Rijhsinghani Cement Corporation of India Ltd, New Delhi
Shri M. P. Singh Federation of Mini Cement Plants, New Delhi
Superintending Engineer (D) Public Works Department, Government of Tamil Nadu
Senior Deputy Chief Engineer
(General)(Alternate)
Shri L. Swaroop Orissa Cement Ltd, New Delhi
Shri H. Bhattacharya (Alternate)
Shri V. M. Wad Bhilai Steel Plant, Bhilai
6Standard Mark
The use of the Standard Mark is governed by the provisions of the Bureau of Indian
Standards Act, 1986 and the Rules and Regulations made thereunder. The Standard Mark on
products covered by an Indian Standard conveys the assurance that they have been produced
to comply with the requirements of that standard under a well defined system of inspection,
testing and quality control which is devised and supervised by BIS and operated by the
producer. Standard marked products are also continuously checked by BIS for conformity to
that standard as a further safeguard. Details of conditions under which a licence for the use of
the Standard Mark may be granted to manufacturers or producers may be obtained from the
Bureau of Indian Standards.Bureau of Indian Standards
BIS is a statutory institution established under the Bureau of Indian Standards Act, 1986 to promote
harmonious development of the activities of standardization, marking and quality certification of goods and
attending to connected matters in the country.
Copyright
BIS has the copyright of all its publications. No part of these publications may be reproduced in any form
without the prior permission in writing of BIS. This does not preclude the free use, in the course of
implementing the standard, of necessary details, such as symbols and sizes, type or grade designations.
Enquiries relating to copyright be addressed to the Director (Publications), BIS.
Review of Indian Standards
Amendments are issued to standards as the need arises on the basis of comments. Standards are also
reviewed periodically; a standard along with amendments is reaffirmed when such review indicates that no
changes are needed; if the review indicates that changes are needed, it is taken up for revision. Users of
Indian Standards should ascertain that they are in possession of the latest amendments or edition by
referring to the latest issue of ‘BIS Catalogue’ and ‘Standards:Monthly Additions’.
This Indian Standard has been developed from Doc:No. CED 2 (4689).
Amendments Issued Since Publication
Amend No. Date of Issue
Amd. No. 1 November 1991
Amd. No. 2 November 1993
Amd. No. 3 May 2000
BUREAU OF INDIAN STANDARDS
Headquarters:
Manak Bhavan, 9 Bahadur Shah Zafar Marg, New Delhi 110002. Telegrams:Manaksanstha
Telephones:323 01 31, 323 33 75, 323 94 02 (Common to all offices)
Regional Offices: Telephone
Central :Manak Bhavan, 9 Bahadur Shah Zafar Marg 323 76 17
NEW DELHI 110002 323 38 41
Eastern : 1/14 C. I. T. Scheme VII M, V. I. P. Road, Kankurgachi 3378499, 33785 61
KOLKATA700054 3378626, 3379120
Northern : SCO 335-336, Sector 34-A, CHANDIGARH 160022 603843
602025
Southern : C. I. T. Campus, IV Cross Road, CHENNAI 600113 2350216, 2350442
2351519, 2352315
Western :Manakalaya, E9 MIDC, Marol, Andheri (East) 8329295, 8327858
MUMBAI 400093 8327891, 8327892
Branches : AHMEDABAD. BANGALORE. BHOPAL. BHUBANESHWAR. COIMBATORE.
FARIDABAD. GHAZIABAD. GUWAHATI. HYDERABAD. JAIPUR. KANPUR.
LUCKNOW. NAGPUR. NALAGARH. PATNA. PUNE. RAJKOT. THIRUVANANTHAPURAM.
VISHAKHAPATNAM.
|
228_10.pdf
|
IS228(Part10):1989
Indian Standard
METHODS FOR
CHEMICALANALYSISOFSTEELS
PART 10 DETERMINATION OF MOLYBDENUM BY THIOCYANATE
(PHOTOMETRIC) METHOD IN LOW AND HIGH ALLOY STEELS
(FOR MOLYBDENUM O-01 TO 1’50 PERCENT)
Third Revision)
(
w7a’fsS TFTFf;
UDC 669’15-194’2/‘3 : 543’24 [ 546’77 ]
@ BIS 1990
BUREAU OF INDIAN STANDARDS
MANAK BHAVAN, 9 BAHADUR SHAH ZAFAR MARG
NEW DELHI i10002
3ulJ 1990 Price Group 1Methods of Chemical Analysis of Ferrous Metals Sectional Committee, MTD 2
FOREWORD
This Indian Standard ( Part 10) ( Third Revision ) was adopted by the Bureau of Indian Standards
on 22 December 1989, 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 Arst published in 1952 and subsequently revised in 1959, covered the chemical
analysis of plain carbon and low alloy steels, alongwith pig iron and cast iron. This standard was
again revised to make it comprehensive in respect of steel analysis and to exclude pig iron 2nd
cast iron which are being covered in separate standards. 14 parts have already been issued
covering only chemical analysis of steels.
This standard IS 228 ( Part 10 ) was published in 1976. In this revision the wave length at which
the intensity of the molybdenum complex is measured has been modified and the reproducibility
of the method has been incorporated. ,,
In reporting the results of a test or analysis made in accordance with this standard, if the final
value, observed or calculated, is to be rounded off, it shall be done in accordance with IS 2 : 1960
‘Rules for rounding off numerical values ( revised) ‘.IS 228 ( Part 10 ) : 1989
Indian Standard
METHODSFOR
CHEMICALANALYSISOFSTEELS
PART 18 DETERMINATION OF MOLYBDENUM BY THIOCYANATE
(PHOTOMETRIC) METHOD IN LOW AND HIGH ALLOY STEELS
( FOR’ MOLYBDENUM 0’01 TO 1’50 PERCENT)
Third Revi,Wn )
(
1 SCOPE 5.2.3 Dilute Su,‘ulphuriAc cid, 1 : 1 and 1 : 5 ( v/v ).
1.1 This standard (Part IO) covers the method 5.2.4 Potassium Thiocyanate Solution, 100 g/litre in
for the determination of molybdenum in the water.
0:Ol to 1’50 percent by thiocyanate
tapnhgoetometri)c method in low and high alloy 5.2.5 Stannous Chloride Solution ( 100 g/l )
steels.
Dissolve 20 g of stannous chloride dihydrate
2 REFERENCE ( SnCl,, 2H,O ) in 25 ml concentrated .hydro-
chloric acid ( rd = 1’16) with gentle stirring.
2.1 The following Indian Standard is a neces- Heat to 60 to 70°C to dissolve completely. Cool
sary adjunct to this standar’d: and dilute to 200 ml with water. Add a few
pieces of metallic tin and store’in a stoppered
IS .No. Title
bottle.
265 : 1987 Specification for hydrochloric
acid ( third rev&ion ) 5.2.6 .N-butyl Acetate
3 SAMPLING 5.2.7 Iron-Molybdenum Free ( MO < 0’001 percent )
3.1 Samples shall be drawn and prepared as 53.8 Standard Molybdenum Solution ( 1 ml = 0’01
prescribed in the relevant Indian Standard. mgMo)
4 QUALITY OF REAGENTS Transfer 0’100 0 g of molybdenum metal ( 9’99
percent pure ) to a 250 ml conical flask and
4.1 Unless specified otherwise, analytical grade dissolve in 10 ml concentrated hydrochloric a&d
reagents and distilled water shall be employed and 10 ml water. Add’ 1 ml of concentrated
in the test. nitric acid and heat to dissolution. Cool, dilute
to 1 litre in a volumetric flask. Take 100 ml of
5 DETERMINATION OF MOLYBDENUM this solution and dilute to 1 litre with water.
BY THIOqYANATFa ( PHOTOMETRIC )
METHOD 5.3 Procedure
5.1 Outline of the Method 5.3.1 Transfer 0’500 g of the sample to a 250 ml
conical flask. Add 25 ml of the acid mixture.
Sample aliquot is treated with thiocyanate to
Heat gently to dissolve the sample. Evaporate
develop molybdenum and iron complexes and
the solution till firmes of perchloric acid evolves
reduced with stannous chloride. Molybdenum and continue heating further till all the
complex is extracted with bucyl acetate and
chromium, if present, is oxidised. Add dropwise
measured at 470 nm.
concentrated hydrochloric acid till most of the
chromium is volatilised. Cool, add 50 ml of
5.2 Reagentm
dilute sulphuric acid ( 1 : 1 ), heat to boiling ( to
5.2.1 Acid Mivture expel any free chlorine ) and cool. Transfer the
solution to a 100 ml volumetric flask and dilute
To 700 ml of perchloric acid ( rd = 1’67 ) add to mark with water. Mix thoroughly.
150 ml of phosphoric acid (rd = 1’70) and
150 ml of nitric acid ( rd = 1’42 ). Mix 5.33 Pipette out a suitable aliquot containing
thoroughly while adding the acids. 0’05 to 0’1 mg molybdenum into a 250 ml
separating funnel. Add 15 ml of potassium
5.2.2 Concentrated Hydrochloric Acid, rd = 1’16 thiocyanate solution and 15 ml of stannous
( conforming to IS 265 : 1987). chloride solution. Mix thoroughly after eachaddition. Add 25 ml of butyl acetate, stopper taken as blank and the absorbance values are
and shake vigorously for one minute. Allow the plotted against milligram of molybdenum.
phases to separate. Remove the stopper and
drain out the aqueous phase. Add to the organic 5.3.6 Calculation
layer 50 ml of dilute sulphuric acid ( 1 : 5 ), 5 ml
of potassium thiocyanate and 5 ml of stannous Deduct the absorbance value of blank from the
chloride solution. Stopper and shake vigorously test solution and the calibration curve. Find out
for one minute. Allow the phases to separate the mg of molybdenum present in the aliquot
and drain off the aqueous layer and discard. portion of the test solution taken. Calculate the
percentage of molybdenum as follows:
5.3.3 Collect the organic phase in a funnel after
passing through a dry filter paper. Transfer a Molybdenum, percent A 1
suitable portion of butyl acetate as reference by mass =xX E
solution to a 1 cm cell and measure the
absorbance of test soluion against it at 470 nm.
where
5.3.4 Blank
A = mass in mg of MO in the aliquot
portion of the test solution; and
Carry out a blank determination using aU the
reagents and 0’5 g iron instead of the sample. B == mass, in g, of the sample repre-
Record the absorbance of the btank solntioa sented by the aliquot partion
using butyl acetate as reference solution. taken.
3.3.5 C&rat&a &rue
Take 0’500 0 g of iron in each of seven 250 ml f 0’00.5 at 0’05 percent level
conical tlasks. Transfer 0, 1, 2,4, 6, 8 and 10 ml
of standard molybdenum solution ( 1 ml = 0’01 f 0’02 at 0’15 percent level
mg MO ) to each of these. Add 25 ml of the acid
f 0’04 at 0’5 percent level
mixture and proceed as specified in 5.3.1
to 5.3.3. The flask containing zero ml of MO is f 0’06 at 1 percent levelStandard Mark
The use of the Standard Mark is governed by the provisions of the Bureau of IndianStandards
Act, 2986 and the Rules and Regulations made thereunder. The Standard Mark on products
covered by an Indian Standard conveys the assurance that they have been produced to comply with
the requirements of that, standard under a well defined system of inspection, testing and quality
control which is devised and supervised by BlS and operated by the producer. Standard marked
products are also continuously decked 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 Standard!
BIS is a statutory institutiou established under the Bureau of Indian Standards Act, 1986 to promote
harmonious development of the activities of standardization, marking and quality certification of
goods and attending to connected matters in the country.
Copyright
BIS has the copyright of all its. publications. No part of these publications may be reproduced in
any form without the prior permission in writing of BIS. This does not preclude the free use, in
the course of implementing the standard, of necessary details, such as symbols and sizes, type or
grade designations. Enquiries relating to copyright be addressed to the Director (Publications), BIS.
Revision of Indian Standards
Indian Standards are reviewed periodically and revised, when necessary and amendments, if any,
are issued from time to time. Users of Indian Standards should ascertain that they are in’ possession
of the latest amendments or edition. Comments on this Indian Standard may be sent to BIS
giving the following reference :
Dot : No. MTD 2 (3541)
Amendments Issoed Since Boblicatioo
Amend No. Date of Issue Text Affected
BUREAU OF INDIAN STANDARDS
Headquarters :
Manak Bhavan, 9 Bahadur Shah Zafar Marg, New Delhi 110002
Telephones : 331 01 31, 331 13 75 Telegrams : Manaksanstha
( Common to all Offices )
Regional Offices : Telephono
Central : Manak Bhavan, 9 Bahadur Shah Zafar Marg t 331 01 31
NEW DELHI 110002 331 13 75
Eastern : l/14 C.I.T. Scheme VII M, V.I.P. Road, Maniktola
CALCUTTA 700054 37 86 62
Northern : SC0 445-446, Sector 35-C CHANDIGARH 160036 53 38 43
Southern : C.I.T. Campus, 4 Cross Road. MADRAS 600113 235 02 16
Western : Manakalaya, E9 MIDC, Marol, Andheri (East)
BOMBAY 400093 632 92 95
Branches :, AHMADABAD. BANGALORE. BHOPAL. BHUBANESWAR.
GUWAHATI. HYDERABAD. JAIPUR. KANPUR. PATNA.
TRIVANDRUM.
Printed at Dee Kay Printen, New Delhi, India
|
ISO 19840-2012.pdf
|
INTERNATIONAL ISO
STANDARD 19840
Second edition
2012-09-01
Paints and varnishes — Corrosion
protection of steel structures by
protective paint systems — Measurement
of, and acceptance criteria for, the
thickness of dry films on rough surfaces
Peintures et vernis — Anticorrosion des structures en acier par
systèmes de peinture — Mesure et critères d’acceptation de l’épaisseur
d’un feuil sec sur des surfaces rugueuses
Reference number
ISO 19840:2012(E)
Copyright International Organization for Standardization © ISO 2012
Provided by IHS under license with ISO
No reproduction or networking permitted without license from IHS Not for Resale
--`,,```,,,,````-`-`,,`,,`,`,,`---ISO 19840:2012(E)
COPYRIGHT PROTECTED DOCUMENT
© ISO 2012
All rights reserved. Unless otherwise specified, no part of this publication may be reproduced or utilized in any form or by any means,
electronic or mechanical, including photocopying and microfilm, without permission in writing from either ISO at the address below or ISO’s
member body in the country of the requester.
ISO copyright office
Case postale 56 • CH-1211 Geneva 20
Tel. + 41 22 749 01 11
Fax + 41 22 749 09 47
E-mail copyright@iso.org
Web www.iso.org
Published in Switzerland
ii © ISO 2012 – All rights reserved
Copyright International Organization for Standardization
Provided by IHS under license with ISO
No reproduction or networking permitted without license from IHS Not for Resale
--`,,```,,,,````-`-`,,`,,`,`,,`---ISO 19840:2012(E)
Contents Page
Foreword ............................................................................................................................................................................iv
Introduction ........................................................................................................................................................................v
1 Scope ......................................................................................................................................................................1
2 Normative references .........................................................................................................................................1
3 Terms and definitions .........................................................................................................................................2
4 Principle .................................................................................................................................................................3
4.1 General ...................................................................................................................................................................3
4.2 Principle of the applicable measurement methods ...................................................................................3
5 Apparatus and materials ...................................................................................................................................3
5.1 General ...................................................................................................................................................................3
5.2 Measurement equipment using a magnetic field ........................................................................................4
5.3 Materials .................................................................................................................................................................4
6 Procedure ..............................................................................................................................................................5
6.1 Sampling plan .......................................................................................................................................................5
6.2 Adjustment of the instrument ..........................................................................................................................5
6.3 Measurement ........................................................................................................................................................6
7 Correction values ................................................................................................................................................6
8 Expression of results .........................................................................................................................................7
9 Acceptance/rejection criteria ...........................................................................................................................7
10 Test report .............................................................................................................................................................8
Annex A (informative) Method based on adjusting the instrument to known thicknesses on a
rough surface .......................................................................................................................................................9
Annex B (informative) Multiple readings ....................................................................................................................11
Annex C (informative) Areas requiring special consideration .............................................................................12
Annex D (normative) Determination of a specific correction value ....................................................................13
Annex E (informative) Example of a test report form..............................................................................................14
Bibliography .....................................................................................................................................................................16
© ISO 2012 – All rights reserved iii Copyright International Organization for Standardization
Provided by IHS under license with ISO
No reproduction or networking permitted without license from IHS Not for Resale
--`,,```,,,,````-`-`,,`,,`,`,,`---ISO 19840:2012(E)
Foreword
ISO (the International Organization for Standardization) is a worldwide federation of national standards bodies
(ISO member bodies). The work of preparing International Standards is normally carried out through ISO
technical committees. Each member body interested in a subject for which a technical committee has been
established has the right to be represented on that committee. International organizations, governmental and
non-governmental, in liaison with ISO, also take part in the work. ISO collaborates closely with the International
Electrotechnical Commission (IEC) on all matters of electrotechnical standardization.
International Standards are drafted in accordance with the rules given in the ISO/IEC Directives, Part 2.
The main task of technical committees is to prepare International Standards. Draft International Standards
adopted by the technical committees are circulated to the member bodies for voting. Publication as an
International Standard requires approval by at least 75 % of the member bodies casting a vote.
Attention is drawn to the possibility that some of the elements of this document may be the subject of patent
rights. ISO shall not be held responsible for identifying any or all such patent rights.
ISO 19840 was prepared by Technical Committee ISO/TC 35, Paints and varnishes, Subcommittee SC 14,
Protective paint systems for steel structures.
This second edition cancels and replaces the first edition (ISO 19840:2004), which has been technically and
editorially revised as follows:
a) the descriptions in 4.2 of the principle of the measurement methods have been improved;
b) a description of eddy current measurement equipment has been introduced (see 5.2.4);
c) Figure 1 has been made language-independent;
d) in line A8 in Annex E, the references to lines A7 and A8 have been corrected to A6 and A7;
e) in line B1 in Annex E, the reference to ISO 8503-1 has been corrected to “the relevant part of ISO 8501”;
f) a Bibliography has been added for the informative references ISO 8501-1 to ISO 8501-4.
iv © ISO 2012 – All rights reserved
Copyright International Organization for Standardization
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Introduction
This International Standard supplements the ISO 12944 series with regard to the measurement and acceptance
criteria for the thickness of a dry film. If specified or agreed, the standard can also be used for other applications.
The objective of this International Standard is to achieve uniformity of practice for measuring the dry-film
thickness of a coating on a roughened surface. The chosen methods entail the measurement of dry-film
thickness using measurement instruments based on the permanent magnet principle and the inductive magnet
principle. Instruments using the eddy current principle can be used but their use is normally on non-ferrous
metal surfaces.
If a coating is applied to a roughened steel substrate, the measurement of its dry-film thickness is more
complicated than for smooth surfaces. Roughened steel substrates include those prepared by abrasive blast-
cleaning or abrading.
The effect of surface roughness on the measurement result increases with profile depth, but the result will also
depend on the design of the measurement probe and the thickness of the coating.
Annex A, which is informative, is a method based on adjusting the instrument to known thicknesses on a rough
surface. In this method, no correction value is used. In this standard, individual readings are used. Annex B
describes a method for multiple readings. The methods in Annexes A and B are intended to be used only if
specified or agreed.
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--`,,```,,,,````-`-`,,`,,`,`,,`---INTERNATIONAL STANDARD ISO 19840:2012(E)
Paints and varnishes — Corrosion protection of steel structures
by protective paint systems — Measurement of, and acceptance
criteria for, the thickness of dry films on rough surfaces
1 Scope
This International Standard specifies a procedure for the verification of dry-film thickness against nominal dry-
film thickness on rough surfaces, including the adjustment of the instruments used, the definition of inspection
areas, sampling plans, measurement methods and acceptance/rejection criteria.
For the purposes of this standard, any specified thickness is taken to be nominal as defined in ISO 12944-5,
and the dry-film thickness is the typical thickness above the peaks of the surface profile.
The procedure described in this International Standard is based on the use of instruments of the permanent
magnet, electromagnet and eddy current type. Instrument accuracy is verified both at zero and at a known
thickness on a smooth surface and adjusted if necessary.
Measurements taken on a coating on a roughened steel substrate will therefore be higher than the actual value
above the peaks of the profile. The thickness of the dry film above the peaks of the profile is defined as the
instrument reading minus an appropriate correction value.
The dry-film thickness is obtained by using the appropriate correction value applied to readings based on
adjustment on a smooth, flat steel surface.
Where individual readings, based on adjustment on a smooth, flat steel surface without the use of correction
values, are specified or agreed, it is important to recognize that this method does not conform with this
International Standard.
This standard is applicable if the nominal dry-film thickness is 40 µm or greater.
NOTE If the nominal thickness is less than the surface roughness of the substrate, the uncertainty of the measurement
will increase.
2 Normative references
The following referenced documents are indispensable for the application of this document. For dated
references, only the edition cited applies. For undated references, the latest edition of the referenced document
(including any amendments) applies.
ISO 2808, Paints and varnishes — Determination of film thickness
ISO 8503-1, Preparation of steel substrates before application of paints and related products — Surface
roughness characteristics of blast-cleaned steel substrates — Part 1: Specifications and definitions for ISO
surface profile comparators for the assessment of abrasive blast-cleaned surfaces
ISO 12944-1, Paints and varnishes — Corrosion protection of steel structures by protective paint systems —
Part 1: General introduction
ISO 12944-2, Paints and varnishes — Corrosion protection of steel structures by protective paint systems —
Part 2: Classification of environments
ISO 12944-3, Paints and varnishes — Corrosion protection of steel structures by protective paint systems —
Part 3: Design considerations
ISO 12944-4, Paints and varnishes — Corrosion protection of steel structures by protective paint systems —
Part 4: Types of surface and surface preparation
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ISO 12944-5, Paints and varnishes — Corrosion protection of steel structures by protective paint systems —
Part 5: Protective paint systems
ISO 12944-6, Paints and varnishes — Corrosion protection of steel structures by protective paint systems —
Part 6: Laboratory performance test methods
ISO 12944-7, Paints and varnishes — Corrosion protection of steel structures by protective paint systems —
Part 7: Execution and supervision of paint work
ISO 12944-8, Paints and varnishes — Corrosion protection of steel structures by protective paint systems —
Part 8: Development of specifications for new work and maintenance
3 Terms and definitions
For the purposes of this document, the following terms and definitions apply.
3.1
dry-film thickness
DFT
thickness of a coating remaining over the peaks of a rough surface when the coating has hardened
3.2
individual reading
figure displayed by the film thickness instrument
3.3
correction value
allowance for the influence of the abrasive blast-cleaned or otherwise roughened surface on the reading of the
film thickness instrument
3.4
individual dry-film thickness
individual reading minus a correction value
3.5
mean dry-film thickness
arithmetic mean of all the individual dry-film thicknesses in the inspection area
3.6
nominal dry-film thickness
NDFT
dry-film thickness specified for each coat or for the whole paint system to achieve the required durability
3.7
inspection area
designated area for which a sampling plan is established and which can be the whole structure or sections of
the whole structure
3.8
sampling plan
plan which defines the number of measurements to be taken on an inspection area
3.9
adjustment
process of aligning the readings of a dry-film thickness gauge to known thickness values in order to improve
the accuracy of the gauge on a specific surface or within a specific portion of its measurement range
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3.10
surface profile
micro-roughness of a surface
NOTE This is generally expressed as the height of the major peaks relative to the major valleys.
[ISO 8503-1:2012]
3.11
maximum dry-film thickness
highest acceptable dry-film thickness above which the performance of the paint or the paint system might be impaired
4 Principle
4.1 General
The thickness of the coating on the prepared steel surface is measured using one of the non-destructive
methods described in ISO 2808. The measurement instruments used are adjusted. For the measurement, a
sampling plan is laid down as well as an appropriate correction value.
This International Standard also specifies criteria which are used with regard to acceptance or non-acceptance
of film thickness values.
4.2 Principle of the applicable measurement methods
4.2.1 Permanent-magnet principle
Instruments of this type produce a static magnetic field. They measure the magnetic field strength between a
permanent magnet and a magnetic substrate. The magnetic field strength is related to the coating thickness.
4.2.2 Pull-off permanent-magnet principle
Instruments of this type produce a static magnetic field. They measure the force required to overcome the
magnetic attraction between a magnet and a magnetic substrate. This force is related to the coating thickness.
4.2.3 Magnetic-induction principle
Instruments of this type use an electronic probe to generate a magnetic field with either a permanent magnet
(with a Hall sensor) or an electromagnet (with an electromagnetic induction coil). They produce a coating
thickness measurement by measuring the change in magnetic field strength within their probes due to the
proximity of the magnetic substrate. The magnetic field strength is related to the coating thickness.
NOTE Other methods using a similar principle are available.
4.2.4 Eddy current principle
Instruments of this type — mainly used on non-magnetic metal substrates — produce a varying high-frequency
magnetic field. They measure the magnetic field strength produced by eddy currents caused by the probe in a
conductive substrate. The magnetic field strength is related to the coating thickness.
5 Apparatus and materials
5.1 General
All instruments for measuring dry-film thicknesses will give variable values within very small areas on roughened
surfaces due to the influence of the surface roughness and the variations inherent in the method(s) used to
apply the paint.
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The type of measurement equipment and material shall be specified or agreed between the interested parties
before the measurements commence.
5.2 Measurement equipment using a magnetic field
5.2.1 Electromagnet
Instruments using this principle may be equipped with either a single- or twin-pole probe.
This equipment may incorporate a statistical capability. This enables the minimum, maximum, mean and
standard deviation to be calculated.
When using a twin-poled instrument, it is recommended that the instrument be moved to positions 90°, 180°
and 270° from the original position where the first reading was made, for example the instrument is pivoted
around the first point of measurement. The mean value of the four readings taken should be determined and
represents the dry-film thickness at the particular spot. In this case, the arithmetic mean value of the four
readings is used in place of an individual reading.
5.2.2 Permanent magnet
Instruments of this type incorporate a permanent magnet with one or more poles in the form of hemispherical
contacts which are placed on the coated surface.
When using a twin-poled instrument, it is recommended that the instrument be moved to positions 90°, 180°
and 270° from the original position where the first reading was made, for example the instrument is pivoted
around the first point of measurement. The mean value of the four readings taken should be determined and
represents the dry-film thickness at the particular spot. In this case, the arithmetic mean value of the four
readings is used in place of an individual reading.
5.2.3 Magnetic pull-off
This type of instrument most commonly incorporates a permanent magnet to which is attached a spring.
Various forms of the instrument are available, including a simple pencil type, a spring balance type and another
type to which tension is applied by turning a calibrated circular dial until the magnet and attached spring detach
from the coated surface.
Instruments as described in 5.2.2 and 5.2.3 have a fixed scale graduation and should only be used when a
lower level of accuracy can be accepted. They can only be adjusted at one particular point on the scale, and
this adjustment will have a limited effect on calibration over the full range.
5.2.4 Eddy current
This type of instrument commonly utilizes an electromagnet to produce a magnetic field. The strength of the
magnetic field is related to the coating thickness. These instruments are mainly used to measure the thickness
of coatings on non-magnetic (i.e. non-ferrous) metal substrates.
5.3 Materials
5.3.1 Foils/shims
Foils/shims with verified thickness with assigned values traceable to recognized standards and with thicknesses
above the dry-film thickness to be measured are preferred.
The use of other foils/shims is permitted provided they are verified by a traceable method.
Care should be taken to ensure that foils/shims are in good condition before they are used. Foils/shims will
wear more quickly when used on roughened surfaces.
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5.3.2 Uncoated test plates
Use an uncoated, smooth, flat, visually clean, square, rectangular or circular steel test plate free of mill scale
and at least 3 mm thick and with a minimum side or diameter of 25 mm.
5.3.3 Pre-coated test plates
Use certified, smooth, flat, visually clean pre-coated steel test plates with assigned values traceable to
recognized standards and with coating thicknesses near to the expected dry-film thickness to be measured.
The dimensions shall be at least equal to those specified in 5.3.2.
6 Procedure
6.1 Sampling plan
The sampling plan defines the number of measurements to be taken in an inspection area. If the structure has
not been divided into individual inspection areas, the whole structure is considered as the inspection area for
measuring the dry-film thickness.
NOTE Inspection areas will normally be defined in the project specification (see also ISO 12944-7 and ISO 12944-8).
The procedures for areas requiring special consideration, such as welds, edges, corners, fixtures, areas with
observed defects, shall be agreed by the interested parties. For more details, see Annex C.
The minimum number of randomly taken measurements to be taken for verifying the dry-film thickness on
inspection areas is given in Table 1. The number of measurements given is generally considered as being
representative for inspection areas for the purposes of this International Standard. This number shall be
increased for inspection areas having a difficult configuration with regard to paint application or measurement
or limitations in accessibility (difficult areas). Each difficult area, e.g. stiffeners, brackets, supports, attached
piping, shall have additional random measurements taken appropriate to its area in accordance with Table 1,
over and above the random measurements in the inspection area.
Table 1 — Sampling plan
Area/length of Minimum number of measurements Maximum number of measurements
inspection area allowed to be repeated
(see 6.3)
m2 or m
up to 1 5 1
above 1 to 3 10 2
above 3 to 10 15 3
above 10 to 30 20 4
above 30 to 100 30 6
above 100a add 10 for every additional 100 m2 or 100 m or 20 % of the minimum number of
part thereof measurements
a Areas above 1 000 m2 or m should be divided into smaller inspection areas.
6.2 Adjustment of the instrument
Before use, it shall be ascertained that the instrument is in good working condition and correctly adjusted. Verification
shall then be carried out on uncoated test plates (5.3.2) at zero and with verified foils/shims (5.3.1) above and below
the specified dry-film thickness. Pre-coated test plates (5.3.3) may be used instead of verified foils/shims.
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If the result of the verification is outside the range given by the manufacturer, the instrument shall not be used.
NOTE Adjustment is carried out by the user in most cases. Calibration, on the other hand, is the process of setting
and recording the thickness values displayed on a dry-film thickness gauge to known values of thickness across the range
of the gauge. Calibration is carried out by the gauge manufacturer using traceable thickness standards in most cases.
6.3 Measurement
Measurements on the dry film shall only be taken after instrument accuracy has been checked in accordance
with 6.2. The measurement instrument shall then be used in accordance with the instrument manufacturer’s
instructions.
Following completion of a series of measurements, and preferably during the measurements, the adjustment of the
instrument shall be re-verified. If this is not in accordance with 6.2, the results of the measurements shall be rejected.
When, during a series of measurements, an individual dry-film thickness value does not meet a criterion [see
9 b) and d)], a repeated measurement not more than 10 mm from the point of the first measurement shall be
carried out. The first value shall then be rejected and replaced by the result of the repeated measurement. This
new measurement will then be the individual dry-film thickness. If this individual dry-film thickness does not meet
the criterion (see Clause 9), it shall not be replaced. For maximum numbers of repeated measurements within an
inspection area see Table 1. The number of replaced measurements shall be indicated in the test report.
The sampling plan shall be completed even if values do not meet the criteria, unless otherwise agreed.
7 Correction values
If the surface profile is known and conforms to ISO 8503-1, correction values given in Table 2 shall be used.
Table 2 — Correction values
Surface profile in accordance with Correction value
ISO 8503-1 µm
Fine 10
Medium 25
Coarse 40
The specification/contract might require the determination of a specific correction value, that is a correction value
determined on the abrasive blast-cleaned or otherwise roughened substrate with the particular dry-film thickness
instrument being used. In this case, the correction value shall be determined in accordance with Annex D.
If the surface profile is not known and an uncoated sample is not available, a correction value of 25 µm shall be used.
If a sample showing the surface profile is available and the profile is not in accordance with ISO 8503-1, the
correction value shall be determined in accordance with Annex D.
If a correction value is used, it shall be subtracted from the individual reading to give the individual dry-film
thickness in micrometres.
NOTE 1 The correction value is applied once to every reading, no matter if the coating consists of a single layer or
multiple layers (see illustration in Figure 1).
NOTE 2 For deviating surface profiles or in the case of particular agreements between the interested parties, a method
for determining the correction value to be used is given in Annex D.
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Key
DFT = individual reading − 25 µm
1 substrate
2 priming coat
3 intermediate coat
4 top coat
Figure 1 — Example of single- and multiple-layer measurements for “medium” profile
8 Expression of results
The results of the measurements shall be recorded (see Clause 10) and indicated as individual dry-film
thicknesses (see 3.4), expressed in µm or mm, as appropriate. The mean dry-film thickness(es) belonging to
(an) inspection area(s) shall also be given.
9 Acceptance/rejection criteria
For the acceptance of an inspection area, the following criteria shall be fulfilled:
a) the arithmetic mean of all the individual dry-film thicknesses shall be equal to or greater than the nominal
dry-film thickness (NDFT);
b) all individual dry-film thicknesses shall be equal to or above 80 % of the NDFT;
c) individual dry-film thicknesses between 80 % of the NDFT and the NDFT are acceptable provided that the
number of these measurements is less than 20 % of the total number of individual measurements taken;
d) all individual dry-film thicknesses shall be less than or equal to the specified maximum dry-film thickness.
If it is not specified, see ISO 12944-5.
NOTE For verifying dry-film thicknesses as given in ISO 12944-5, acceptance criteria are given therein.
The criteria defined above include all measurement uncertainties (for example instrument accuracy, operator
skill), provided that the requirements of this International Standard have been met.
If the acceptance criteria above are not met, the inspection area shall be rejected (see also ISO 12944 series).
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10 Test report
The test report shall contain at least the following information:
a) a reference to this International Standard (ISO 19840:2012);
b) all details necessary to identify the paint or paint system tested;
c) all details necessary to identify the substrate;
d) all details necessary to identify the surface preparation of the substrate;
e) the measurement instrument used (including serial number);
f) the method used for adjusting the instrument;
g) the correction value used;
h) the number of repeated measurements;
i) the results of the measurements, as indicated in Clause 8;
j) the identification of inspection areas, and whether or not the acceptance criteria for each inspection
area were met;
k) the ambient temperature during the measurements (see Note 1);
l) the surface temperature during the measurements;
NOTE 1 Approximate temperature is important information for verifying the circumstances during the measurement.
Extreme temperatures can affect instrument performance. See the technical information provided by the instrument
manufacturer.
m) any supplementary information, as required, e.g. minimum and/or maximum film thickness, standard deviation;
n) the date of the measurements;
NOTE 2 An example of a form for a test report is given in Annex E. This example is also applicable when using the
methods described in Annexes A and B.
o) the name(s) of the inspector(s) who conducted the DFT testing.
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Annex A
(informative)
Method based on adjusting the instrument to known thicknesses on a
rough surface
A.1 General
This annex describes a method of measuring the dry-film thickness of a coating on an abrasive blast-cleaned
or otherwise mechanically roughened substrate, based on adjusting the instrument to known thicknesses on a
rough surface representative of the surface to be measured.
When using this method, the following details of this International Standard do not apply: Introduction,
paragraph 3; Clause 1, paragraph 2; 6.1; Clause 7; and Clause 10, item g).
A.2 Adjustment of the instrument
A.2.1 Before adjustment, check the power supply to the instrument to ensure that is adequate. Also check that
the probe and the surface to be measured are clean and uncontaminated.
A.2.2 On commencement of the measurement, adjust the instrument in the environment and at the site where
it is to be used. Particular attention should be paid to the following:
— that the operating temperature of the instrument and the probe has been reached prior to calibration;
— that there are no sources of magnetic disturbance nearby, for example electric cables, welding units, generators;
— that the object to be measured does not vibrate when the adjustment is carried out.
A.2.3 Use for the adjustment an unpainted section of the steel structure which has been cleaned and pre-
treated in exactly the same way as the painted sections. If this is not possible, a special adjustment sample can
be provided which is, in its material properties that can affect the film thickness measurement, similar to the
steel structure and has been cleaned and pre-treated in the same way. The electrical and magnetic properties
of the substrate can vary depending on differences in its chemical composition and morphological structure, e.g.
caused by different heat treatment.
NOTE As a rule, the effect of substrate thickness is manifest in substrates up to a thickness of approximately 1 mm.
Thereafter, it declines. At a substrate thickness of above approximately 5 mm, the effect is generally insignificant.
A.2.4 If the instrument has several measurement ranges, select that range which is most suitable for the
measurement object. Select suitable calibrated shims for the measurement range. One shim should be thinner
and one thicker than the NDFT of the coat(s) on the measurement object. Place the thinner shim on the unpainted
surface and the probe on the shim. Adjust the scale reading to the value of the shim. Then place the thicker
shim on the unpainted surface and repeat the procedure. Check an intermediate-value shim to ensure that the
adjustment is correct.
The instrument is now ready for use.
For some instruments, setting to zero is required with the probe on the prepared but uncoated surface. On blast-
cleaned surfaces such a procedure will introduce errors. To minimize measurement errors on a blast-cleaned surface,
it is recommended that at least one of the shims used for adjustment be thinner than the film to be measured.
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A.2.5 If the instrument cannot be adjusted to fully agree with the different shims, a calibration curve showing
correct values as a function of the reading may be plotted as an aid to making the measurements.
A.2.6 When the instrument range is changed, adjust the instrument again. In the event of extensive
measurements, checking of the instrument using shims at least once per hour is necessary. If discrepancies
occur, the instrument adjustment should be repeated.
A.3 Statistical instruments
Some instruments allow adjustment to mean values obtained from a series of readings performed on different parts
of the surface. Since such adjustment is more representative of the surface, the reading variations will diminish.
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Annex B
(informative)
Multiple readings
B.1 Multiple readings on a test area
A circular surface of diameter 30 mm of the inspection area is used as the test area, and multiple readings
are taken within this test area. If the number of readings is not specified in the contract or specification, five
individual readings (see 3.2) are taken. The acceptance/rejection criterion is then based on the arithmetic
mean of these multiple readings; no significance is attached to any individual reading when this annex is used.
B.2 Number and distribution of test areas
The number of test areas and their distribution should be as given in Table 1 for inspection areas.
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Annex C
(informative)
Areas requiring special consideration
Coating thickness gauges based on magnetic principles are affected by the magnetic properties, the shape
and the surface finish of the substrate under test.
Ideally, gauges should be adjusted using a sample of steel which is truly representative of the substrate to
be tested. It is, however, recognized that this is not a practical procedure in many inspection environments,
for example when the substrate is not accessible as it has been coated before testing commences or when
processing such as welding, cutting, bending, etc., has changed the nature of the substrate.
In many instances, the effect of these changes will be small compared to the effect of the blast-cleaned
surface finish which is dealt with in the main body of this International Standard. Care needs to be taken on
weld material, on areas at or close to the edges of the substrate, and at or close to bends as, depending on the
specific design of the coating thickness gauge, the effect will be most noticeable in these areas.
It is good practice to identify critical areas of the structure that are affected by welding, cutting, bending
and other processes which change the shape, thickness, magnetic properties (due to work hardening, heat
treatment, etc.) or surface finish (due to impact damage, handling defects, etc.) and to measure the coatings in
these areas using agreed special procedures.
For guidance, test areas within 15 mm of edges, welds, holes, etc., should be considered as requiring special
consideration.
Manufacturers of gauges will quote parameters such as minimum substrate thickness and minimum sample
diameter. These parameters characterize the design of the gauge and, particularly, the performance of the
probe, so that the user can determine when the application under consideration is going to affect the normal
performance of the gauge.
NOTE A practical assessment of these local effects can be carried out on an uncoated and blast-cleaned sample of
the substrate concerned to determine the effect on the zero adjustment of a gauge set up on an uncoated, smooth, flat,
clean steel test plate as defined in 5.3.2.
If the condition of the sample is influencing the readings of the gauge on a representative foil/shim of known
thickness, it will show up as a variation with respect to readings on the foil/shim on the more usual blast-
cleaned steel substrate. Readings should preferably be taken on a foil/shim of thickness representative of the
coating to be measured, first on the affected area and then on an unaffected area adjacent to the affected area.
If these readings differ by more than 10 µm and the area is deemed to be critical, the gauge should be adjusted
on a typical example to compensate for the effects. Readings taken in this way should be noted separately,
together with the test results.
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Annex D
(normative)
Determination of a specific correction value
When a specific correction value is to be determined, proceed as follows:
Adjust the instrument in accordance with the manufacturer’s instructions and 6.2. Check the adjustment for
intermediate values following the manufacturer’s specification.
Use the adjusted instrument on the blast-cleaned or otherwise roughened surface to check a measured
foil/shim of approximately 125 µm thickness (but not less than 115 µm or greater than 160 µm). Using the
foil/shim, take 10 measurements at different points on the blast-cleaned or otherwise roughened surface and
determine the arithmetic mean value. From the mean value, subtract the known value of the foil thickness. The
value obtained is the correction value.
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Annex E
(informative)
Example of a test report form
A BASIC INFORMATION (test is carried out in accordance with ISO 19840:2012)
A1 Name of project:
A2 Name of owner:
A3 Location of project/structure:
A4 Paint manufacturer(s):
A5 Corrosion protection work carried out by:
A6 Structure: Area: ....... m2 Estimated: (cid:31)
Known: (cid:31)
A7 Constituent element: Area: ....... m2 Estimated: (cid:31)
Known: (cid:31)
A8 Inspection area (if not A6 or A7): Area: ....... m2 Estimated: (cid:31)
Known: (cid:31)
A9 Drawing No.: Position No(s):
A10 Sketch for identification of inspection area:
B PROTECTIVE PAINT SYSTEM
B1 Surface preparation, relevant part of ISO 8501:
B2 Surface profile (roughness), ISO 8503-1:
B3 Substrate (e.g. steel, hot-dip-galvanized):
B4 Prefabrication primer: Nominal (specified) dry-film thickness: .... µm
B5 Priming coat: Nominal (specified) dry-film thickness: .... µm
Nominal (specified) dry-film thickness: .... µm
B6 Intermediate coat: Nominal (specified) dry-film thickness: .... µm
Nominal (specified) dry-film thickness: .... µm
B7 Top coat: Nominal (specified) dry-film thickness: .... µm
Nominal (specified) dry-film thickness: .... µm
C Measurement/adjustment
C1 Principle of measurement instrument:
C2 Measurement instrument: Serial No.:
Range of probe:
Calibration date:
C3 Date of measurement:
C4 Adjustment: Smooth surface (cid:31)
Rough surface (cid:31)
This report consists of pages No. .... to .... .
14 --`,,```,,,,````-`-`,,`,,`,`,,`--- © ISO 2012 – All rights reserved
Copyright International Organization for Standardization
Provided by IHS under license with ISO
No reproduction or networking permitted without license from IHS Not for ResaleISO 19840:2012(E)
D Acceptance/rejection criteria:
Measurement 1st coat 2nd coat 3rd coat 4th coat
µm
NDFT (individual coat)
Cumulative NDFT
80% of the cumulative NDFT
Maximum cumulative dry-film thickness
E Results
Project:
Corresponding drawing No:
Number of measurements to be taken in accordance with ISO 19840:2012, Clause 6:
1 2 3 4 5
Measurement No. Individual reading Correction value used Resulting individual Individual dry-film
(see Table 2 of dry-film thickness thicknesses outside of
ISO 19840:2012) column 2 minus column 3 the specification
µm
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
16
17
18
19
20
..
Arithmetic mean
Number of measurements:
Number of measurements between NDFT and 80 % NDFT:
Percentage of those measurements compared with the total number
of measurements:
Number of measurements less than 80 % NDFT:
Number of repeated measurements:
Ambient temperature during the measurements (°C):
Surface temperature during the measurements (°C):
Remarks:
Work conforms to the requirements? yes/no
Name(s) of the inspector(s):
Place and date: Signature(s):
--`,,```,,,,````-`-`,,`,,`,`,,`---
© ISO 2012 – All rights reserved 15
Copyright International Organization for Standardization
Provided by IHS under license with ISO
No reproduction or networking permitted without license from IHS Not for ResaleISO 19840:2012(E)
Bibliography
[1] ISO 8501-1, Preparation of steel substrates before application of paints and related products — Visual
assessment of surface cleanliness — Part 1: Rust grades and preparation grades of uncoated steel
substrates and of steel substrates after overall removal of previous coatings
[2] ISO 8501-2, Preparation of steel substrates before application of paints and related products — Visual
assessment of surface cleanliness —Part 2: Preparation grades of previously coated steel substrates
after localized removal of previous coatings
[3] ISO 8501-3, Preparation of steel substrates before application of paints and related products — Visual
assessment of surface cleanliness — Part 3: Preparation grades of welds, edges and other areas with
surface imperfections
[4] ISO 8501-4, Preparation of steel substrates before application of paints and related products — Visual
assessment of surface cleanliness — Part 4: Initial surface conditions, preparation grades and flash
rust grades in connection with high-pressure water jetting
16 © ISO 2012 – All rights reserved
Copyright International Organization for Standardization
Provided by IHS under license with ISO
No reproduction or networking permitted without license from IHS Not for Resale
---`,,`,`,,`,,`-`-````,,,,```,,`--Copyright International Organization for Standardization
Provided by IHS under license with ISO
No reproduction or networking permitted without license from IHS Not for Resale
--`,,```,,,,````-`-`,,`,,`,`,,`---ISO 19840:2012(E)
ICS 87.020
Price based on 16 pages
© ISO 2012 – All rights reserved
Copyright International Organization for Standardization
Provided by IHS under license with ISO
No reproduction or networking permitted without license from IHS Not for Resale
---`,,`,`,,`,,`-`-````,,,,```,,`--
|
2720_7.pdf
|
IS : 2720 (Pert Vll)-1980
(Reaffirmed1 987)
Indian Standard
METHODS OF TEST FOR SOILS
PART VII DETERMINATION OF WATER CONTENT-DRY
DENSITY RELATION USING LIGHT COMPACTION
( Second Revision
Fifth Reprint AUGUST 19%’
UDC 624-131378
BURRAU OF INDIAN STANDARDS
MANAK BHAVAN, 9 BAHADUR SHAH ZAFAR MARG
NEW DBLM lldooz
Cr 3 December 198018 : 2320 ( Part VII ) - 1980
Indian Standard
METHODS OF TEST FOR SOILS
PART VII DETERMINATION OF WATER CONTENT-DRY
DENSTY RELATION USING LIGHT COMPACTION
( Second Revision )
Soil Engineering and Rock Mechanics Sectional Committee, BDC 23
ChOilVlOn Rtjmnting
DB JAG~DUBHN u~rn University of Roorkee, Roorkee
&bur
ADDITIONALD IBECTOB,I RI Irrigation Department, Government of Bihar,
Patna
AWITIONAL D~BECTOBR rsa~~oa Ministry of Railways
( F. E. ), RDSO
DPWTY DIR~OTORR ESEABOH
( SOIL MEOH ), RDSO ( Alteroafs )
Paor ALAY !31~ox University of Jodhpur, Jodhpur
CAL AVTA~ drxox Engineer-in-Chief ‘I Il.-anch, Army Headquarters
LT-CAL V. K. KI~ITXAB (Alfmurtu )
DE A. B~ERJE~ Cemindia Co Ltd, Bombay
SHRI S. GUPTA ( Altmutr )
DB R. K. BE~ANDAI~I Central Building Resear& Institute, Roorkee
Crttxr Bxorx~xn ( B&R ) Irrigation Department, Government of Punjab,
Chandigarh
DR G. S. Dhillon ( AflrrauIa )
SEBI M. G. DANDAVAT~ The Concrete Association of India, Bombay
SH~I N. C. DTJO~OL( Altnnolr )
Sasr A. G. DA~TIDAB In personal capacitv (5 Hun n ord Court, E2II
Htuigrfwd Stwt, Calcutta 7&l/,
DB G. S. DHILL~N Indian eotechnical Society, New Delhi
DIB~OTOB,I RI Irrigation Department, Government of Uttar
Pradesh, Roorkee
BUREAU OF INDIAN STANDARDS
This publication is protected under the Kndian Copyriiht 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 infringemerrt of copyright under the said Act.IS I 2720 ( Part VII ) - 1989
(Continwf/rom pagr 1 )
Members Rqwnting
Snnx A. H. DIVANJI Asia Foundations h Construction ( P ) Ltd,
Bombay
SHRI A. N. JANQLE ( Alternate )
PROF GOPAL RANJAN University of Roorkee, Roorkee
PJ~OFG ~PAL RANJAN Institution of Engineers ( India ), Calcutta
DR SNASHI K. GULHATI Indian Institute of Technology, New Delhi
DR G. B. RAO ( Alternate )
Sanx 0. P. MALHOTBA Public Works Department, Chandigarh Adminis-
tration, Chandigarh
SHRI T. K. NATRAJAN Central Road Research Institute, New Delhi
PRESIDENT t\ 1MDA 1 All India Instrument Manufacturers & Dealers
Association, Bombay
DEPUTY SECRETARY( AIIMDA ) ( Altcmute )
SHRI R. V. RANTHIDEVAN Central Water Commission, New Delhi
DEPUTY DIRECTOR( CSMRS ) ( Alrnatr )
RESEAIX~HO FFICER ( B&RRL ) Public Works Deoartment. Government of Puni.a, b. I
Chandigarh a .
SHRI K. R. SAXENA Public Works Department, Government of Andhra
Pradesh, Hyderabad
SECRETARY Central Board of Irrigation & Power, New Delhi
DEPUTY SECRETARY( Alterante )
SHRI N. SIVAQURU Roads Wing, Ministry of Shipping & Transport
SI~RI D. V. SIKKA ( Ahmatr )
SHRI K. S. SRINIVASAN‘ . National Buildings Organization, New Delhi
SHIII SUNIL BERRY ( Alfan& )
SUPERINTENDING E N Q I N E E B Public Works Department, Government of Tamil
(P&D) . - . .N adu, Madras
EXECUTIVEE NQINEEB ( SMRD ) ( Alkmat~ )
SHRI H. C. VERMA All India Instrument Manufacturers & Dealers
Association, Bombay
SERI H. K. GUEA ( Alternutr)
SHRI S. D. VIDYABTHI Public Works Department, Government of Uttar
Pradesh. Lucknow
Da B. L. DHAWAN ( Alternatr )
SURI G. RAXAN, Director General, IS1 ( &&30 ddrrnba)
Director ( Civ Engg )
SHBI K. M. h&ATHW
Deputy Director ( Civ Engg ), ISI
2IS : 2720 ( Part VII ) - 1980
Indian Standard
METHODS OF TEST FOR SOILS
PART VII DETERMINATION OF WATER CONTENT-DRY
DENSITY RELATION USING LIGHT COMPACTION
( Second Revision )
0. FOREWORD
0.1 This Indian Standard ( Part VII ) ( Second Revision ) was adopted
by the Indian Standards Institution on 31 October 1980, after the draft
finalized by the Soil and Rock Mechanics Engineering Sectional Com-
mittee had been approved ~by the Civil Engineering Division Council.
0.2 With a view to establishing uniform procedures for determination
of different characteristics of soils and also for facilitating comparative
studies 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. This part ( Part VII ) ( first published in 1965 and
revised in 1974 ) deals with the method of test for the determination of
water content-dry density relation of soil using light compaction ( see
Note below ). The purpose of a laboratory compaction test is to deter-
mine the proper amount of mixing water to be used, when compacting
the soil in the field and the resulting degree of denseness which can be
expected from compaction at optimum moisture content. To accomplish
this, a laboratory test which will give a degree of compaction comparable
to that obtained by the field method used is necessary. This procedure.
is satisfactory for.cohesive soils but does not lend itself well to the study
of the compaction characteristics of clean sands or gravels which displace.
easily when struck with the rammer. Some nearly-cohesionless soils
compact satisfactorily in the standard test although in many cases : c
water density curve is not well defined. Frequently, too in these cases
indicated, maximum density is not as great as can be achieved readily in
the field under available compaction methods. With a knowledge -of the
water density relation as determined by this test, better control of the field
compaction of soil fill is possible because the optimum moisture content
and the density which should be obtained are known by using this test
procedure and these can be checked by field control tests.
3IS : 2720 ( Part VII ) - 1980
NOTE - The method of test based on heavy compaction~is covered in IS : 2720
( Part VIII )-1974’.
0.2.1 This revision % prepared so as to cover such casts when soil
could be susceptible to crushing during compaction.
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 : 2-1960t.
1. SCOPE
1.1 This standard ( Part VII ) lays down the method for the dtttrmina-
tion of the relation between the water content and the dry density of
soils using light compaction. In this test a 2.6,kg rammer falling through
a height of 310 mm is used.
2. TERMlNOLOGY
2.1 For the purpose of this standard, the definitions given in IS : 2809-
1972$ shall apply.
3. APPARATUS
3.1 Cylindrical Metal Mould - It shall be in accordance with relevant
Indian standards on specification of compaction mould.
3.2 Sample Extruder ( Optional ) - It consists of a jack, lever frame
or other dc.. _e adopted for the purpose of extruding compacted speci-
mens from the mo*lld.
3.3 Balances - one, of capacity 10 kg sensitive to 1 g and other of
tapscity 200 g sensitive to 0.01 g.
3.4 Oven - thermostatically controlled with interior of non-corroding
material to maintain temperature between 105°C and 110°C.
3.5 Container - any suitable non-corrodible airtight container to
determine the water content for tests conducted in the laboratory.
3.6 Steel Straightedge - a steel straightedge about 30 cm in length
and having one bevtlltd edge.
+Methodr of test foraoils: Part VIII Determination of water content-dry density
relation using heavy corn action ( jrrt raoision ).
tRuler for rounding o % numerical valuer ( mised ).
$Glosrary of terms and symbols relating to soil engineering (first revision ),
418 : 2720 ( Part VII ) -~I980
3.7 sieve - 4*75-mm and 20-mm IS sieves conforming to the require-
ments of IS : 460 ( Part I )-1978’.
3.8 Mixing ‘Tools - miscellaneous tools, such as tray or pan, spoon,
trowel and spatula, or a suitable mechanical device for thoroughly mixing
the sample of soil with additions of water.
3.9 Metal Rammer - It shall conform to IS : 9198.1979t.
.
-1, SOIL SPECIMEN
4.1 A representative portion of air dried soil material and large enough
to provide about 6 kg of material passing at 20-mm IS sieve ( for soils
not susceptible to crushing during compaction ), or about 15 kg of
material passing a 20-mm IS sieve ( for soils susceptible to crushing
during compaction ), shall be taken ( SCI Note 1 ). This portion shall be
sieved on a 20-mm IS sieve and the coarse fraction rejected after its pro-
portion of the total sample has been recorded.
NOTE i - The soil should be considered susceptible to crushing during compac-
tion if the sample contains granular material of a soft nature, such as soft limestone,
sandstone, etc, which ig reduced in size by the action of the 2.6 kg rammer. The
procedure given in~5.2 for soils susceptible to -crushing during compaction can be
applied to all soils if it is convenient to do SO.
4.1.1 Aggregations of particles shall Abe broken down so that if the
sample was sieved on a 4*75-mm IS sieve, only separated individual
particles would be retained.
5. PROCEDURE
5.1 Soil not Susceptible to Crushing During Compaction ( WC
Note 1 ) - The procedure is as follows.
5.1.1 A 5-kg sample of air dried soil passing the 20 mm IS test sieve
shall be taken ( see Note 2 ). The sample shall be mixed thoroughly with
a suitable amount of water depending on the soil type ( SCI Notes 3
and 4).
5.1.2 The mould, with baseplate attached, shall be weighed to the
nearest 1 g ( ml ). The mould shall be placed on a solid base, such as
a concrete floor or plinth and the moist soil shall be compacted into
the mould, with the extension attached, in three layers of approximately
equal mass, each layer being given 25 blows from the 2*6-kg rammer drop-
ped from a height of 310 mm above the soil. The blows shall be
~*&ecilicatiOn for test sieves: Part I Wire cloth test sieve8 ( secondrcm’rion ).
tgpecification for compaction rammer for soil testing.
5fS:2720(PartVD)-1980
distributed uniformly over the surface of each layer. The operator shall
ensure that the tube of the rammer iskept clear of soil so that the ram-
mer always falls freely. The amount of soil used shall be sufficient to fill
the mould, leaving not more than about 6 mm to be struck off when the
extension is removed ( see Note-5 ). The extension shall be ,removed a.nd
the compacted soil shall be levelled off carefully to the top of the mould
by means of the straightedge. The mould and soil shall then be weighed
to 1 g ( ma >.
5.1.3 The compacted soil specimen shall be removed ~from the mould
and placed on the mixing tray. The water content of a representative
~3rnn~ of the specimen shall be ~determined as in IS : 2720 ( Part 11 )-
.
5.1.4 The remainder of the soil specimen shall be broken up, rubbed
through the 20-mm IS test sieve, and then mixed with the remainder of
the original sample. Suitable increments of water ( see Note 6 ) shall be
added successively and mixed into the sample, and the above procedure
from operations 5.1.2 to 5.1.4 shall be repeated for each increment
of water added. The total number of determinations made shall he
at least five, and the range of moisture contents should be such that the
optimum moisture content, at which the maximum dry density occurs, is
within that range.
5.2 SoiI Surceptible to Crushing During Compaction ( see Note 1) -
The procedure is as follows:
a) Five or more 2.5-kg samples of air dried soil passing the
20-mm IS test sieve, shall be taken ( see Note 2 ). The samples
shall each be mixed thoroughly with different amounts of water
to give a suitable range of moisture contents (see Notes 3 and 4 ).
The range of moisture content, at which the maximum dry
density occurs, is within that range ( MCN ote 6 ).
b) Each sample shall be treated as in 5.1.2.
c) Each compacted specimen shall be treated as in 5.1.3.
d) The remainder of each soil specimen shall be discarded.
5.3 Compactionh Large4hc MomId - For compacting soil containing
coarse material up to 40 mm size, the 2 250 ml mould should be wed. A
ample weighing about 6 kg and passing the 40-mm IS sieve is used for
the test. Soil is compacted in three layers, each layer being given
55 blows of the 2*6-kg rammer. The rest of the procedure is the same aa
in 5.1 or 5.2.
@Methodao f test for roilr : Part II Determination of water content ( record rmi&n ).
6IS I 2720 ( Part VII ) - 1980
NOTE 2 - The removal of small amounts of stone ( up to 5 percent ) retained on
a 20-mm IS Sieve will affect the density obtainable only by amounts comparabl?
with the experimental error involved in measuring the maximum dry density.
The exclusion of a large proportion of stone coarse than 20 mm may have a major
effect on the density obtained compared with that obtainable with the soil as a
whole, and on the optimum moisture content. There is at present no generally
accepted method of test or of calculation for dealing with this diff%Mty in com-
paring laboratory compaction test results with densities obtained in the field. For
soils containing larger proportions of gravel, the use of a bigger mould ( 2 250 ml >
will avoid major errors.
NOTE 3 -- The amount of water to be mixed with air dried soil at the com-
mencement of the test will vary with the type of soil under test. In general, with
sandy and gravelly soils a moisture content of 4 percent to 6 percent would be
suitable, while with cohesive soils a moisture content about 8 percent to 10 percent
below the plastic limit of the soil ( plastic limit minus 10 to plastic limit minus 8 )
usually be suitable.
NOTE 4 - It is important that the water is mixed thoroughly and adequately
with the soil, since inadequate mixing gives rise to variable test results. This
is particularly important with cohesive soils when adding a substantial quantity of
water to the air dried soil. With clays of high plasticity, or where hand mixing is
employed, it may be difficult to distribute the water uniformly through the air
dried soil by mixing alone, and it may be necessary to store the mixed sample in a
sealed container for a mimmum period of about 16 hours before continuing with the
test.
NOTE 5 - It is necessary to control the total volume of soil compacted, since it
h;s been found that if the amount of soil struck off after removing the extension is
too great, the test results will be inaccurate.
NOTE 6 -The water added for each stage of the test should be such that a
range of moisture contents is obtained which includes the optimum moisture
In general, increments of 1 percent to 2 percent are suitable for sandy and gravelly
soils and of 2 percent to 4 percent for cohesive soils. To increase the accuracy of
the test it is often advisable to reduce the increments of water in the region of the
optimum moisture content.
6. CALCULATIONS
6.1 Bulk Density - ym in g/ml, of each compacted specimen shall be
calculated from the equation:
-- m2- ml
Ym-
Vm
where
ml = mass in g of mould and base;
ml = mass in g of mould, base and soil; and
v, = volume in ml of mould.
6.2 The dry density, ya in g/ml, shall be calculated from the equation:
10%
yas--------
1oo+w
where
w = moisture content of soil in percent.
7tS : 2720 ( Part VII ) 1380
n
6.3 The dry densities, ye obtained in a series of determinations shall be
plotted against the corresponding moisture contents w. A smooth curve
shall be drawn through the resulting points and the position of the
maximum on this curve shall be determined.
7. REPORTING OF RESULTS
7.1 The experimental points and the smooth curve drawn through them
showing the relationship between moisture content and dry density shall
be reported.
7.2 The dry density in g/ml corresponding to the maximum point on the
moisture content/dry density curve shall be reported as the maximum dry
density to the nearest 0.01.
7.3 The percentage moisture content corresponding to the maximum dry
density on the moisture content/dry density curve shall be reported as the
optimum moisture content and quoted to the nearest O-2 for values below
5 percent to the nearest O-5 for values from 5 percent to 10 percent, and
to the nearest whole number for value exceeding 10 percent .( see
Note 7 ).
7.4 The amount of stone retained on the 20-mm IS Sieve shall be repor-
ted to the nearest 1 percent.
7.5 The method of obtaining the result shall be stated, ( 2.6-kg rammer
method ) , The procedure used shall also be stated that is single sample
or separate sample and the size of the mould used,
NOTE 7 - For some highly permeable soils such as clean ,gravels, uniformly
graded and coarse clean sands the results of the laboratory compaction test ( 2*6-kg
rammer method ) may provide only a poor guide for specificationa on field
compaction. The laboratory test often indicates higher values of optimum moisture
content than would be desirable for field compaction and the maximum dry density
is often much lower than the state of compaction that can readily be obtained in
the field.
8IS t 2720 ( Part VII ) - 1980
( Continuedf rmn pap 2 )
Soil Testing Procedures and Equipment Subcommittee, BDC 23:3
Convmn R4pwnting
Paoa Auaa Sorrow University of Jodhpur, Jodhpur
Members
S~nr AXAR SINQR Central Building Research Institute, Roorkee
DEPUTY DIRECTOR RESEAXCB Ministry of Railways
(\F--E -I~I - 1,,. RDSO
DEPUTY DIRECTOR RESEARCH
( SM-III ), RDSO ( Altemafc)
DIRECTCR ( CSMRS ) Central Water Commission, New Delhi
DEPUTY DIRECTOR ( CSMRS ) ( Ahmate)
Paop GOPAL RANJAN University of~Roorkee, Roorkee
DR S. C. HANDA ( Ahmats )
Da SEASRI K. GULHATI Indian Institute of Technology, New Delhi
SHRI H. K. GUHA ~Geologists Syndicate Pvt Ltd. Calcutta
SHRI H. N. B~ATTACHABAYA (Alternate )
SERI 0. P. MALXOTBA Public Worka Department, Cbandigarh Adminis-
tration -
SHRI M. D. NAIB Associated Instruments Manufacturers ( I ) Pvt
Ltd, New Delhi
PROP T. S. NAQARAJ ( Alkmatc)
SHEI N. M. PATEL Delhi College of Engineering, Delhi
SHRI P. JAOANATHA RAO Central Road Research Institute, New Delhi
COL AVTAR SINC+H Engineer-in-Chief’s Branch, Army Headquarters
LT.COL V. K. KANITKAR ( &fsm& )
SHBI S. D. VIDYARTHI Public Works Department, Government of Utter
Pradesh, Lucknow
Da B. L. DHAWAN ( Allmntc )
cBUREAUO F INDIANS TANDARDS
Mar@ Bhavan9, Bahadur Shah Zafar Marg, NEW DELHI 110002
Telephones: 323 0131,323 3375,323 9402
Fax : 91 11 3234062,Sl 11 3239399, 91 11 3239302
Telegrams : Manaksanstha
(Common to ali Dffices)
Centml Laboratory : Telephone
Plot No. 20/9, Site IV, Sahibabad Industrial Area, Sahibabad 201010 0-77 00 32
RegIona\ offices:.
Central : Manak Bhavan, 9 Bahadur Shah Zafar Marg, NEW DELHI 110002 32376 17
*Eastern : l/l 4 CIT Schems VII M, V.I.P. Road, Maniktola, CALCUrrA 700054 337 86 62
Northern : SC0 335-336, Sector 34-A, CHANDIGARH 160022 6033843
Southern : C.I.T. Campus, IV Cross Road, CHENNAI 600113 23523 15
tWestem : Manakalaya, E9, Behind Mard Telephone Exchange, Andheri (East), -832 92 95
MUMBAI 400093
‘Pushpak’, Nurmohamsd Shaikh Marg, Khanpur, AHMEDABAD 380001 5501348
SPeenya Industrial Area, 1 st Stage, Bangabre-TumkurmRoad, 6394955
BANGALORE 560058
Gangotri Complex, 5th floor, Bhadbhada Road, T.T. Nagar, BHOPAt 462003 55 40-21
Plot No. 62-63, Unit VI, Ganga Nagar, BHUBANESHWAR 751001 40 36 27
Kataikathii Buildings,~670 Avinashi Road. COIMBATORE 641037 21 01 41
Plot No. 43, Sector 16 A, Mathura Road, FARIDABAD 121001 8-28 88 01
Savitii Complex, 116~G.T. Road, GHAZlABAD 201001 8-71 1996
53/5 Ward No.29, R.G. BaruaRoad, 5th By-lane, GUWAHATI 761003 541137
5-6-56C, L.N. Gupta Marg, NampaHy Station Road, HYDERABAD 500001 201083
E-52, Chitaranjan Marg, C- Scheme, JAlPUR 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 69 23
LUCKNOW 226001
NIT Building, Second Floor, Gokulpat Market, NAGPUR 440010 52 51 71
Patliputra industrial Estate, PATNA 600013 262305
Institution of Engineers (India) Building 1332 Shivaji Nagar, PUNE 411005 32 36 35
T.C. No. 14/l 421, University P. 0. Palayarn, THlRWANANTHAPURAM 695034 621 17
*Sales Office is at 5 Chowringhee Approach, P.O. Princep Street, 271085
CALCUl-fA 700072
tSales Office is at Novelty Chambers, Grant Road, MUMBAl400007 309 65 26
*Sales Office is at ‘F’ Block, Unity Building, Narashimaraja Square, 222 39 71
BANGALORE 560002 c
Reprography Unit, B&New Delhi, IndiaAMENDMENT NO. 1 OCTOBER 1982
TO
IS:2720(Part VII)-1980 METh3DS OF TEST FOR SOILS
PART VII DETERMNATION OF WATER CONTENT-DRY
DENSITYR ELATIONU SING LIGHT COMPACTION
(Smmd Revi8icn)
Alteration
_----
(Pcrge4 , ctau8e 3.2) - Substitutet he following
for the existing:
'3.1 Moulds - It shall conformt o IS:10074-19825.'
-I-
wA-d-dme nda
[page 4, foot-note with mark($)] - Ada the
followingf oot-notea fter the existing:
'OSpeciflcatiofno r compactionm ould assemblyf or
light and heavy compactiont est for soils.'
(BDC 23)
Kqwography Unit, BIS, New Delhi, IndiaANENDMENT NO. 2 JULY 1984
TO
IS:272O(Part 7)-1980 METHODS OF TEST FOR SOILS
PART 7 DETERMINATION OF WATER CONTENT-DRY
DENSITY RELATION USING LI(;HT COMPACTION
(Second Uevision)
Alterations
-_-m-M
(Page 4, clause 0,2, Note) - Substitute 'IS:2720
(Part 6)-1993*' for 'IF272O(Part VIII)-1974"'.
(Page 4, foot-n&a quitit ‘*’ mark) - Substitute
ttief ollowing for the existing:
'*Methods of test for soils: ?art 8 Determination
of water content-dry density relation using heavy
compaction (ssoond r+&uion) .'
(Page 5, ctni~se3 .7, line 1; clause 5.1.1, !7:nc2 )
Substitute '19 mm' ,?or '20 mm'.
(Puse 6, cZau8cz5 .1.4, tine 2; ctause 5.2(a),
line 2) - Substitute '14 mm' for '20 mm'.
@acne 6, clause 5.3, lines 2 and 3) - Substitute
'37.5 mm' for f40'~m at both places.
(Pace 7, .Vote 2, lines 3 mc? 4) - Substitute
'19 ITJEf'o r '20 m' occurring at both places.
(Page 7, clause 6.2, formukz) - Substitute
the following for the existing formula:
=
“d 100
'rn
100 + 0'
(WC 23)
Reprography Unit, BIS, New Delhi, India
|
217.pdf
|
IS : 217- 1988
Indian Standard
SPECIFICATION FOR CUTBACK BITUMEN
(
Second Revisibn )
First Reprint JULY 1993
UDC 665’745
BU.REAU OF INDIAN STANDARDS
MANAK BHAVAN, 9 BAHADUR SHAH ZAFAR MARG
NEW DELHI 110002
CT 3 ~unuary 1989IS I 217 - 1988
Indian Standard
SPECIFICATION FOR CUTBACK BITUMEN
( Second Revision )
0. FOREWORD
0.1 This Indian Standard ( Second Revision) produced and marketed in the country.
was adopted by the Bureau of Indian Standards
on 8 August 1988, after the draft finalized by 0.4 This standard is one of the series of Indian
the Bitumen, Tar and Their Products Sectional Standards on bitumen. Other specifications so
Committee had been approved by the far published in the series are:
Petroleum, Coal and Related Products Division
IS : 73-1961 Paving bitumen
Council.
IS : 454-1961 Digboi type cutback bitumen
(retied)
0.2 This standard was published in 1951, and
was revised in 1961 in view of the publication of IS : 702-1988 Industrial bitumen (second
IS : 1201 to 1220-1958*. revision ) .
0.3 The Committee responsible for the prepara- 0.5 For the purpose of deciding whether a
tion of this standard decided to revise the particular requirement of this standard is com-
standard in order to update the same in plied with, the final value, observed or calcu-
accordance with the revised version of IS : 1201 lated, expressing the result of a test or analysis,
to 1220-1978*. In the present version, six grades shall be rounded off in accordance with
of rapid curing type ( RC), medium curing IS : 2-1960*. The number of significant places
type ( MC ) and slow curing type ( SC) have retained in the rounded off value should Abet he
been unified into four grades, five grades and same as that off the specified value in this
four grades respectively, which are currently standard.
li blethorls fur testing tar and IJituminous materials. *Rules for rounding off numerical values ( revised ).
1. SCOPE 3.2.1 Rabid Curing ( RC) 7 These shall be
used with aggregates containing practically no
1.1 This standard covers the physical and fine aggregates passing through 2’36 mm sieve
chemical requirements of cutback bitumen and shall be classified into four grades with
produced by fluxing bitumen with distillates of following designations:
petroleum or coal tar for use in road
construction. a) RC 70,
b) RC 250,
2. TERMINOLOGY
c) RC 800, and
2.1 For the purpose of this standard, the defini-
tions given in IS : 334-1982* shall apply. d) RC 3 000.
3. TYPES AND GRADES 3.2.2 Medium Curing ( MC) -These shall be
used with aggregates containing less than 20
3.1 Cutback bitumen shall be of the following percent of fine aggregates passing through
three types: 2’36 mm sieve and shall be classified into five
grades with designations:
a) Rapid curing ( RC ),
a) MC 30,
b) hledium curing ( MC ), and
b) MC 70,
c) Slow curing ( SC: ).
c) MC: 250,
3.2 The three types of cutback Kturncn shall be
d) MC 800, and
classified into grades on the basis of inital
kinematic viscosity and designated as under. e) MC: 3 000.
3.2.2.1 MC 30 grade shall bc used as primer.
1IS t 217 - lB%b
3.2.3S lowC uring( SC)- These shall be used 7. PACKING AND MARKING
with aggregates containing more than 20 per-
cent of fine aggregates passing throught 2'36m m 7.1 Packing- The material shall be supplied
in drums of Type A or Type, B according to
sieve and shall be classified into four. grades
IS : 3575-1977* or as agreed to between the
with designations:
purchaser and the supplier.
a) SC 70,
7.2 Marking - Each container of bitumen
b) SC 250, shall be legibly and indelibly marked with the
following:
c) SC 800,a nd
a) Manufacturer’s name or trade-mark, if
d) SC 3000.
any;
4. MANUFACTURE AND SOURCE b) Month and year of manufacture;
c) Type and grade of material; and
4.1 The material shall be prepared by fluxing
bitumen with distillate from petroleum or coal d) Batch number.
tar.
7.2.1 Each container may also be marked
4.2 The source and type shall be stated by the with the Standard Mark.
manufacturer.
NOTE - The use of the Standard Mark is governed
by the provisions of the Bureau of Indian Standards Act,
5. REQUIREMENTS 1986 and the Rules and Regulations made thereunder.
The Standard Mark on products covered by an Indian
5.1 Rapid curing cutback bitumen shall comply Standard conveys the assurance that they have been
produced to comply with the requirements of that
with the requirementsl,specified in Table 1. standard under a well- defined system of inspection,
testing and quality control which is devised and supervi-
5.2 Medium curing cutback bitumen shall sed by BIS and operated by, the producer. Standard
marked’ products are also continuously checked by BIS
comply with the requirements specified in
for conformity to that standard as a further safeguard.
Table 2.. Details of conditions under which a licence for the use
of the Standard Mark may be granted to manufacturers
5.3 Slow curing cutback bitumen shall comply or processors may. be obtained from the Bureau of Ilidia
with the requirements specified in Table 3. Standards.
8. SAMPLING
6. TESTS
8.1 Representative samples of the material shall
6.1 Tests shall be carried out as described in the be drawn and their conformity of the require-
appropriate,Indian Standards specified in co1 7, ments to this standard be judged as prescribed
8 and 7 of Tables 1, 2 and 3 for rapid curing, in Appendix A.
medium curing and slow curing cutback
bitumens, respectively. *Specification for bitumen drums (firsf revision ).
TABLE 1 REQUIREMENTS OF RAPID CURING ( RC ) CUTBACK BITUMEN
( ckauss 5.1 )
SL CHARACTERISTICS RC 70 RC 250 RC 80 RC 3 000 MET;;;,"," TEIT,
No. ~_--h-~ c_---~ r_-*--7 rL-*--.T
Min Max Min Max Min Max Min Max
(1) (2) (3) (4) (5) (6) (7)
i) I$..mc3at ~c viscosity at 70 140 250 500 800 1 600 3000 sOOd I1S9 78: . 1206 ( Part 3~)-
ii) Flash point, Pensky Martens 26 - 26 - 26 - 26 - IS : 1209-1978t
closed type, “C
iii) Distillate volume percent of IS : 1213-1978$
total distillate up to 360°C.
a) Up to 190°C 10 _ - - - _ _ -
b) Up to 225°C 50 - 35 - 15 - - -
c) Up to 260°C 50 - 60 - 45 - 25 -
d) Up to 315°C 85 - 80 - 75 - 70 -
‘Methods for testing tar and biturninous materials: Determination of viscosity: Part 3 Kinematic viscosity (first
revision ) .
tMethods for testing tar and bituminous materials: Determination of flash point and fire point (Jlrsl rcr,iGo~t) .
SMethods for testing tar and bituminous materials: Distillation test (jirst revision ).
( Conlimed)
2IS t 217 - 1986
TABLE 1 REQUIREMENTS OF RAPID CURING (ICC ) CUTBACK BJTUMEN - Conrd
SL CUARACTERISTL~S RC 70 RC 250 RC 800 RC 3000 METHODO~TEOT,
No. C--h--~ r-_A”7 r_---y raI-__Y Rler TO
Min Max Min Max Min MaX Min Ma.%
(1) (2) (3) (4) (5) (6) (7)
iv) Residue from distillation 55 - 65 - 75 - 80 -
up to 36O”C, percent by
volume (by difference)
v) Tests on residue from
distillation up to 360°C
a) Viscosity at 60X, 600 2400 600 2400 600 2 400 GO0 2 400 :g7;!206 ( Part 3 )-
Poises
b) Ductility at 27’C, cm 100 - 100 - 100 - 100 - IS : 1208-1978+
c) Matter soluble in 99 - 99 - 99 - 99 - IS : 1216-1978J
trichloroethylene,
percent by mass
vi) Water content, percent by - 0’2 - 0’2 - 0’2 - o-2 IS : 121 l-19781
mass
*Methods for testing tar and bituminous materials: Determination of viscosity: Part 3 Kinematic viscosity (jrs:
reoision ) .
TMethods for testing tar and bituminous materials: Determination of ductility (jr/irstw &ion ).
$Methods for testing tar and bituminous materials: Determination of solubility in carbon disulphide or trichloro-
ethylene (&f revision ).
#Methods for testing tar and bituminous materials: Determination of water content ( Dean and Stark method ) (Jirst
revision ),
TABLE 2 REQUIREMENTS OF MEDIUM CURING m(M C) CUTBACK BITUMEN
( Clausa 5.2 )
SL CHARACTEWISTIC MC 30 MC 70 MC 250 MC 800 MC 3 000 METOD OF TEST,
No. r_2s-y ~_*_~c__*_-~r--*-_~ r--*--y REFTO
Min Max Min Max Min Max Min Max Min Max
(1) (2) (3) (4) (5) (6) (7) (8)
i) Kinematic viscosity 30 60 70 140 250 500 800 1600 3 000 GO00 :g;8!206 (Part3 )-
at 6O”C, cSt
ii) Flash point Pensky 38 - 38 - 65 - 65 - 65 - IS : 1209-19787
hlartens closed cup, “C
iii) Distillate volumes IS : 1213-19783
percent of total distillate
upto 360%.
-
a) Up to 225°C - 25 20 - 10 - -
b) Up to 260% 40 70 20 60 15 55 - 35 is
c) up to 315°C 75 93 65 90 60 87’ 45 80 15 75
iv) Residue from distilla- 50 - 55 - 67 I 75 - 80
tion up to 36O”C, percent
volume by difference
v) Test on residue from
distillation up to 360°C.
a) Viscosity 300 1200 300 1200 300 1200 300 1200 300 1200 IS : 1206 ( Part 3 )-
at 6O”C, Poises 1978.
b) Ductility at 27”C, cm 100 - 100 - 100 - 100 - 100 - IS : 1208-19780
C) Solubility in 99 - 99 - 99 - 99 - 99 - IS : 1216-19781
trichloroethylene,
percent
vi) Water content, - 0.2 0’2 - 0’2 - o-2 0.2 IS : 1211-19780
percent by mass
*Methods for testing tar and bituminous materials: Determination of viscosity: Part 3 Kinematic viscosity (Jirst
r&ion ) .
th4ethods for testing tar and bituminous materials: Determination of residue of specified penetration (J;rJr r&ion ).
jMethods for testing tar and bituminous materials: Distillation test.
i
Ihlethods for tes$ng tar and bituminous materials: Determination of ductility (Jifir~Ir evision ).
ilXlethods for testing tar and bituminous materials: Determination of solubility in trichloroethylene (jirsr revision ).
B-Methods for testing tar and bituminous material\: Determination of water content ( Dean and Stark method (first
rcviGorc ).
3IS I 217 - 1988
TABLE 3 REQUIREMENTS FOR SLOW CURING (SC) CUTBACK BITUMEN
( Clause 5.3 )
SL CHARACTERISTICS SC70 SC 250 SC 800 SC3 000 METHOD OF TEST,
No. c_-A--y r--A--T p-_h-_y r-_h--~ REB TO
Min Max Min Max Min Max Min Max
(1) (2) (3) (4) (5) (6) (7)
8 Kinematic viscosity at 70 140 250 500 800 1600 3 000 6 000 IS : 1206 ( Part 3)-
60°C, cSt 1978’
ii) Flash point, Pensky 65 79 - 93 ‘- 107 - Is : 1209-i97at
Martens closed type, “C,
iii) Total distillate up to 36O’C 10 30 4 20 2 12 - 5 Is : 1203-197at
volume, percent
iv) Kinematic viscosity on 4 70 a 100 10 160 40 350
distillation residue ;p to
6O”C, Stokes
v) Tests on residuefrom dis-
tillation up to 360%:
a) Residue of 100 penetra- 50 - 60 - 70 - a0 - IS : 1204-19780
tion percent
b) Ductility of 100 penetra- 100 - 100 - 100 -- 100 - IS : 1208-1978/j
tion residue at 27’C, cm
c) Solubility intrichloro- 99 - 99 - 99 - 99 - IS : 1216-19781
ethylene, percent
vi) Water content, percent - 0’5 0’5 - 0’5 - 0’5 Is : 1211-1978.1
by mass
*Methods for testing tar and bituminous materials: Determination of viscosity: Part 3 Kinematic viscosity (Jirs
revi&m ).
*Methods for testing tar and bituminous materials: Determination of fla& point and fire point (jrsl revision ).
$Methods for testing tar and bituminous materials: Determination of penetration (first revision ).
IMethods for testing tar and bituminous materials: Determination of residue of specified penetration.
jrjt
IMethods for testing tar and bituminous materials: Determination of ductility ( revi&n ).
IMethods for testing tar and bituminous materials: Determination of solhbility in trichloroethylene (Jirst rev’sion j.
Methods for testing tar and bituminous materials: Determination of water content ( Dean and Stark Method ) (Jirst
l l
rc& ion j.
APPENDIX A
( Clause 8.1 )
SAMPLING AND CRITERIA FOR CONFORMITY FOR CUTBACK BITUMEN
A-l. SCALE OF SAMPLING A-1.3 These containers shall be selected at
random from the lot. In order to ensure the
A-l.1 Lot - In any consignment all the con- randomness of selection, procedures given in
tainers of the same type, same grade and IS : 4905-1968* may be followed.
belonging to the same batch of manufacture
shall be grouped together to constitute a lot. A-2. PREPARATION OF TEST’ SAMPLES
A-2.1 From each of the containers selected
A-I.2 The number of containers to be selected according to A-l.2 and A-1.3, a sample
from the lot shall depend upon the size of the representative of the material in the container
lot and shall be in accordance with Table 4. shall be drawn in accordance with the methods
prescribed in IS : 1201-1978t, taking all the
precautions mentioned therein. All these samples
TABLE 4 SCALE OF SAMPLING
from individual containers shall be stored
LOT SIZE NUMBEB OR CONTAINERS separately.
TO BE SELECTED
A-3. NUMBER OF TESTS
(1) (2)
A-3.1 ,411 the individual samples shall be tested
up to 50 3
for kinematic viscosity, flash point and ductility.
51 to 150 5
151 to500 7
*Method of random sampling.
501 and above 10
~Mcthotls for testing tar and bitumen: Sampling.
4
cIS : 217 - 1988
A-3.2 Far the remaining characteristic given in range (R) = difference in the largest and
Table 1, Table 2 and Table 3 of the specification, the smallest of the test
a composite sample prepared by mixing together results.
approximately equal quantities of bitumen from
all individual samples shall be tested. If the expression (x - 0’6 R) is greater than
or equal to the minimum specification limit, the
A-4. CRITERIA FOR CONFORMITY
expression ( X + 0’6 R ) is less than or equal to
A-4.1 The lot shall be declared as conforming the maximum-specification limit and both the
to the requirements of this specification ifA-4.1.1 conditions are satisfied in cast of two sided
and A-4.1.2 are satisfied. specification limits, the lot shah be considered to
have met these requirements.
A-4.1.1 From the test results of each of the
characteristics given in A-3.1 the mean ( x) and
A-4.1.2 The composite sample, when tested
the range ( R ) shall be calculated as below:
for the characteristics mentioned in A-3.2, shall
sum of the test results satisfy the corresponding specification require-
mean(Z)=
number of test results ments.Bureau of Indian Standard
BIS is a statutory institution established under the Bureau 01 Indian Standards Act, 1986 to
promote harmonious development of the activities of standardization, marking and quality
certification of goods and attending to connected matters in the country.
Copyright
BIS has the copyright of all its publications. No part of these publications may be reproduced
in any form without the prior permission in writing of BIS. This does not preclude the free use,
in the course of implementing the standard, of necessary details, such as symbols and sizes, type
or grade designations. Enquiries relating to copyright be addressed to the Director
( Publications ), BIS.
Revision of Indian Standards
Indian Standards are reviewed periodically and revised, when necessary and amendments, if
any, are issued from time to time. Users of Indian Standards should ascertain that they are in
possession of the latest amendments or edition. Comments on this Indian Standard may be
sent to BIS giving the following reference:
AmendmentsIs sued Since Poblicrtioa
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 I elegrams : Manaksanstha
( Common to all Offices )
Regional Offices : Telephone
Central : Manak Bhavan, 9 Bahadur Shah Zafar Marg I 333111 0113 7351
NEW DELHI 110002
Fastern : l/14 C. I. T. Scheme VII M, V. 1. P. Road, Mapiktola 37 86 62
CA LCUT 7 A 700054
Northern * SC0 44%4&i. Sector 35-C, CHANDIGARH 160036 53 38 43
Southern . C. I. T. Campus, IV Cross Road, M4DRAS 600113 235 02 16
Western : Manakalaya, E9 MIDC, Marol, Andheri ( East ) 6 32 92 95
BOMBAY 40OO93
Branches : AHMADABAD, BANGALORE, BHOPAL, BHUBANESHWAR, COIMBATORE,
FARIDARAD, GHAZIABAD. GUWAHATI, HYDERABAD, JAIPUR, KANPUR,
LUCKNOW, PATNA, THIRUVANANTHAPURAM.
Reprography Unit, BIS, NewDelhi, India I
|
BS EN ISO-17638-2009-Nondestructive testing of welds MPT.pdf
|
BRITISH STANDARD BS EN ISO
17638:2009
Non-destructive testing
of welds — Magnetic
particle testing (ISO
17638:2003)
ICS 25.160.40
NO COPYING WITHOUT BSI PERMISSION EXCEPT AS PERMITTED BY COPYRIGHT LAW
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desneciLBS EN ISO 17638:2009
National foreword
This British Standard is the UK implementation of EN ISO 17638:2009.
It is identical to ISO 17638:2003. It supersedes BS EN 1290:1998 which
is withdrawn.
The UK participation in its preparation was entrusted to Technical
Committee WEE/46, Non-destructive testing.
A list of organizations represented on this committee can be obtained on
request to its secretary.
This publication does not purport to include all the necessary provisions
of a contract. Users are responsible for its correct application.
Compliance with a British Standard cannot confer immunity
from legal obligations.
This British Standard Amendments/corrigenda issued since publication
was published under
the authority of the
Standards Policy and Date Comments
Strategy Committee on 31
January 2010
© BSI 2010
ISBN 978 0 580 66701 5
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desneciLEUROPEAN STANDARD EN ISO 17638
NORME EUROPÉENNE
EUROPÄISCHE NORM
November 2009
ICS 25.160.40 Supersedes EN 1290:1998
English Version
Non-destructive testing of welds - Magnetic particle testing (ISO
17638:2003)
Contrôle non destructif des assemblages soudés -Contrôle Zerstörungsfreie Prüfung von Schweißverbindungen -
par magnétoscopie (ISO 17638:2003) Magnetpulverprüfung (ISO 17638:2003)
This European Standard was approved by CEN on 24 October 2009.
CEN members are bound to comply with the CEN/CENELEC Internal Regulations which stipulate the conditions for giving this European
Standard the status of a national standard without any alteration. Up-to-date lists and bibliographical references concerning such national
standards may be obtained on application to the CEN Management Centre or to any CEN member.
This European Standard exists in three official versions (English, French, German). A version in any other language made by translation
under the responsibility of a CEN member into its own language and notified to the CEN Management Centre has the same status as the
official versions.
CEN members are the national standards bodies of Austria, Belgium, Bulgaria, Cyprus, Czech Republic, Denmark, Estonia, Finland,
France, Germany, Greece, Hungary, Iceland, Ireland, Italy, Latvia, Lithuania, Luxembourg, Malta, Netherlands, Norway, Poland, Portugal,
Romania, Slovakia, Slovenia, Spain, Sweden, Switzerland and United Kingdom.
EUROPEAN COMMITTEE FOR STANDARDIZATION
COMITÉ EUROPÉEN DE NORMALISATION
EUROPÄISCHES KOMITEE FÜR NORMUNG
Management Centre: Avenue Marnix 17, B-1000 Brussels
© 2009 CEN All rights of exploitation in any form and by any means reserved Ref. No. EN ISO 17638:2009: E
worldwide for CEN national Members.
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desneciLBS EN ISO 17638:2009
EN ISO 17638:2009 (E)
Foreword
The text of ISO 17638:2003 has been prepared by Technical Committee ISO/TC 44 “Welding and allied
processes” of the International Organization for Standardization (ISO) and has been taken over as EN ISO
17638:2009 by Technical Committee CEN/TC 121 “Welding” the secretariat of which is held by DIN.
This European Standard shall be given the status of a national standard, either by publication of an identical
text or by endorsement, at the latest by May 2010, and conflicting national standards shall be withdrawn at the
latest by May 2010.
Attention is drawn to the possibility that some of the elements of this document may be the subject of patent
rights. CEN [and/or CENELEC] shall not be held responsible for identifying any or all such patent rights.
This document supersedes EN 1290:1998.
According to the CEN/CENELEC Internal Regulations, the national standards organizations of the following
countries are bound to implement this European Standard: Austria, Belgium, Bulgaria, Cyprus, Czech
Republic, Denmark, Estonia, Finland, France, Germany, Greece, Hungary, Iceland, Ireland, Italy, Latvia,
Lithuania, Luxembourg, Malta, Netherlands, Norway, Poland, Portugal, Romania, Slovakia, Slovenia, Spain,
Sweden, Switzerland and the United Kingdom.
Endorsement notice
The text of ISO 17638:2003 has been approved by CEN as a EN ISO 17638:2009 without any modification.
3
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desneciLBS EN ISO 17638:2009
ISO 17638:2003(E)
Contents
Page
Foreword............................................................................................................................................................iv
1 Scope......................................................................................................................................................1
2 Normative references...........................................................................................................................1
3 Terms and definitions...........................................................................................................................1
4 Safety precautions................................................................................................................................1
5 General...................................................................................................................................................2
5.1 Information required prior to testing..................................................................................................2
5.2 Additional pre-test information...........................................................................................................2
5.3 Personnel qualification.........................................................................................................................2
5.4 Surface conditions and preparation...................................................................................................2
5.5 Magnetizing...........................................................................................................................................3
5.6 Application techniques.........................................................................................................................4
5.7 Detection media....................................................................................................................................9
5.8 Viewing conditions.............................................................................................................................10
5.9 Application of detection media..........................................................................................................10
5.10 Overall performance test....................................................................................................................10
5.11 False indications.................................................................................................................................10
5.12 Recording of indications....................................................................................................................11
5.13 Demagnetization.................................................................................................................................11
5.14 Test report............................................................................................................................................11
Annex A (informative) Variables affecting the sensitivity of magnetic particle testing............................13
Bibliography.....................................................................................................................................................15
© ISO 2003 — All rights reserved iii
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desneciLBS EN ISO 17638:2009
ISO 17638:2003(E)
Foreword
ISO (the International Organization for Standardization) is a worldwide federation of national standards bodies
(ISO member bodies). The work of preparing International Standards is normally carried out through ISO
technical committees. Each member body interested in a subject for which a technical committee has been
established has the right to be represented on that committee. International organizations, governmental and
non-governmental, in liaison with ISO, also take part in the work. ISO collaborates closely with the
International Electrotechnical Commission (IEC) on all matters of electrotechnical standardization.
International Standards are drafted in accordance with the rules given in the ISO/IEC Directives, Part 2.
The main task of technical committees is to prepare International Standards. Draft International Standards
adopted by the technical committees are circulated to the member bodies for voting. Publication as an
International Standard requires approval by at least 75 % of the member bodies casting a vote.
Attention is drawn to the possibility that some of the elements of this document may be the subject of patent
rights. ISO shall not be held responsible for identifying any or all such patent rights.
ISO 17638 was prepared by Technical Committee ISO/TC 44, Welding and allied processes, Subcommittee
SC 5, Testing and inspection of welds.
iv © ISO 2003 — All rights reserved
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desneciLBS EN ISO 17638:2009
INTERNATIONAL STANDARD ISO 17638:2003(E)
Non-destructive testing of welds — Magnetic particle testing
1 Scope
This International Standard specifies techniques for detection of surface imperfections in welds in
ferromagnetic materials, including the heat affected zones, by means of magnetic particle testing. The
techniques are suitable for most welding processes and joint configurations. Variations in the basic techniques
that will provide a higher or lower test sensitivity, are described in Annex A.
This International Standard does not specify acceptance levels of the indications. Further information on
acceptance levels for indications may be found in EN 1291 or in product or application standards.
2 Normative references
The following referenced documents are indispensable for the application of this document. For dated
references, only the edition cited applies. For undated references, the latest edition of the referenced
document (including any amendments) applies.
ISO 3059, Non-destructive testing — Penetrant testing and magnetic particle testing — Viewing conditions
ISO 9934-2, Non-destructive testing — Magnetic particle testing — Part 2: Detection media
ISO 9934-3, Non-destructive testing — Magnetic particle testing — Part 3: Equipment
ISO 17635, Non-destructive testing of welds — General rules for fusion welds in metallic materials
3 Terms and definitions
For the purposes of this document, the terms and definitions given in ISO 17635 apply.
4 Safety precautions
International, national and local safety and environmental protection regulations shall be observed at all times.
Special consideration shall be given to toxic, inflammable and/or volatile materials, electrical safety and
unfiltered UV radiation.
© ISO 2003 — All rights reserved 1
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desneciLBS EN ISO 17638:2009
ISO 17638:2003(E)
5 General
5.1 Information required prior to testing
Prior to testing, the following items shall be specified (where applicable):
a) specific test procedure;
b) certification requirements for NDT personnel;
c) extent of coverage;
d) state of manufacture;
e) testing techniques to be used;
f) overall performance test;
g) any demagnetization;
h) acceptance level;
i) action necessary for unacceptable indications.
5.2 Additional pre-test information
Prior to testing, the following additional information can also be required:
a) type and designation of the parent and weld materials;
b) welding process;
c) location and extent of welds to be tested;
d) joint preparation and dimensions;
e) location and extent of any repairs;
f) post-weld treatment (if any);
g) surface conditions.
Operators may ask for further information that could be helpful in determining the nature of any indications
detected.
5.3 Personnel qualification
Magnetic particle testing of welds and the evaluation of results for final acceptance shall be performed by
qualified and capable personnel. It is recommended that personnel be qualified in accordance with ISO 9712
or an equivalent standard at an appropriate level in the relevant industry sector.
5.4 Surface conditions and preparation
Areas to be tested shall be free from scale, oil, grease, weld spatter, machining marks, dirt, heavy and loose
paint and any other foreign matter that can affect the sensitivity of the test method.
2 © ISO 2003 — All rights reserved
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desneciLBS EN ISO 17638:2009
ISO 17638:2003(E)
It may be necessary to improve the surface condition, e.g., by use of abrasive paper or local grinding to permit
accurate interpretation of indications.
Any cleaning or surface preparation shall not be detrimental to the material, the surface finish or the magnetic
testing media.
5.5 Magnetizing
5.5.1 Magnetizing equipment
Unless otherwise specified, e.g., in an application standard, the following types of alternating current-
magnetizing equipment shall be used:
a) electromagnetic yokes;
b) current flow equipment with prods;
c) adjacent or threading conductors or coil techniques.
The use of direct current-magnetization or permanent magnets shall be specified prior to testing.
The magnetizing equipment shall conform to ISO 9934-3.
Where prods are used, precautions shall be taken to minimize overheating, burning or arcing at the contact
tips. Removal of arc burns shall be carried out where necessary. The affected area shall be tested by a
suitable method to ensure the integrity of the surface.
5.5.2 Verification of magnetization
A tangential magnetic field strength of 2 kA/m to 6 kA/m (r.m.s.) is recommended.
Verification of the magnetic field strength shall be carried out using one of the following methods:
a) a component containing fine, natural or artificial imperfections in the least favourable locations;
b) measurement of the tangential field strength as close as possible to the surface using a Hall effect probe.
The appropriate tangential field strength can be difficult to measure close to abrupt changes in the shape
of a component, or where flux leaves the surface of a component;
c) calculation of the approximate current value in order to achieve the recommended tangential field
strength; the calculation can be based on the current values specified in Figures 5 and 6;
d) other methods based on established principles.
NOTE Flux indicators, placed in contact with the surface being tested, can provide a guide to the magnitude and
direction of the tangential field, but should not be used to verify that the field strength is acceptable.
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ISO 17638:2003(E)
5.6 Application techniques
5.6.1 Field directions and testing area
The detectability of an imperfection depends on the angle of its major axis with respect to the direction of the
magnetic field. This is explained for one direction of magnetization in Figure 1.
α is the angle between the magnetic field and the direction of the imperfection.
α is the minimum angle for imperfection detection.
min
α is an example of imperfection orientation.
i
Key
1 magnetic field direction
2 optimum sensitivity
3 reducing sensitivity
4 insufficient sensitivity
Figure 1 — Directions of detectable imperfections
To ensure detection of imperfections in all orientations, the welds shall be magnetized in two directions
approximately perpendicular to each other with a maximum deviation of 30°. This can be achieved using one
or more magnetization methods.
Testing in only one field direction is not recommended but may be carried out if specified, e.g., in an
application standard.
When using yokes or prods, there will be an area of the component in the vicinity of each pole piece or tip that
will be impossible to test due to excessive magnetic field strength. This is usually seen as furring of particles.
Care shall be taken to ensure adequate overlap of the testing areas as shown in Figures 2 and 3.
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ISO 17638:2003(E)
Dimensions in millimetres
d is the yoke/prod separation
Figure 2 — Examples of effective testing area (shaded) for magnetizing with yokes and prods
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ISO 17638:2003(E)
Key
1 effective area
2 overlap
Figure 3 — Overlap of effective areas
5.6.2 Typical magnetic testing techniques
Magnetic particle testing techniques for common weld joint configurations are shown in Figures 4, 5 and 6.
Values are given for guidance purposes only. Where possible the same directions of magnetization, and field
overlaps should be used for other weld geometries to be tested. The width of the flux current path in the
material, d, shall be greater or equal to the width of the weld and the heat affected zone + 50 mm and in all
cases the weld and the heat affected zone shall be included in the effective area. The direction of
magnetization with respect to the orientation of the weld shall be specified.
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ISO 17638:2003(E)
Dimensions in millimetres
d W 75 d 1 W 75
b u d/2 b 1 u d 1/2
β ≈ 90º b 2 u d 2 − 50
d 2 W 75
d 1 W 75 d 1 W 75
d 2 W 75 d 2 > 75
b 1 u d 1/2 b 1 u d 1/2
b 2 u d 2 − 50 b 2 u d 2 − 50
Key
1 longitudinal cracks
2 transverse cracks
Figure 4 — Typical magnetizing techniques for yokes
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ISO 17638:2003(E)
Dimensions in millimetres
d W 75 d W 75
b u d/2 b u d/2
β ≈ 90º
d W 75 d W 75
b u d/2 b u d/2
Figure 5 — Typical magnetizing techniques for prods, using a magnetizing current
W 5 A/mm (r.m.s.) prod spacing
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ISO 17638:2003(E)
Dimensions in millimetres
20 u a u 50 20 u a u 50
N⋅⋅⋅⋅I W 8D N⋅⋅⋅⋅I W 8D
20 u a u 50
N⋅⋅⋅⋅I W 8D
N is the number of turns
I is the current (r.m.s)
a is the distance between weld and coil or cable
Figure 6 — Typical magnetizing techniques for flexible cables or coils (for longitudinal cracks)
5.7 Detection media
5.7.1 General
Detection media may be either in dry powder or liquid form in accordance with ISO 9934-2.
5.7.2 Verification of detection media performance
Verification of the detection media shall be carried out periodically to confirm continuing satisfactory
performance.
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ISO 17638:2003(E)
The verification shall be carried out on components having known or artificial surface imperfections, or on pre-
magnetized reference pieces.
Indications obtained with the medium to be verified shall be compared against those obtained from a medium
having a known and acceptable performance. For this purpose the reference indications may be:
a) real imperfections;
b) photograph(s);
c) replica(s).
5.8 Viewing conditions
The viewing conditions shall be in accordance with ISO 3059.
5.9 Application of detection media
After the object has been prepared for testing, the detection medium shall be applied by spraying, flooding or
dusting immediately prior to and during the magnetization. Following this, time shall be allowed for indications
to form before removal of the magnetic field.
When magnetic suspensions are used, the magnetic field shall be maintained within the object until the
majority of the suspension carrier liquid has drained away from the test surface. This will prevent any
indications being washed away.
Depending on the material being tested, its surface condition and magnetic permeability, indications will
normally remain on the surface even after removal of the magnetic field due to residual magnetism within the
part. However, the presence of residual magnetism shall not be presumed and post evaluation techniques
after removal of the prime magnetic field source are only permitted when a component has been proven by an
overall performance test to retain magnetic indications.
5.10 Overall performance test
When specified, an overall performance test of the system sensitivity for each procedure shall be carried out
on site. The performance test shall be designed to ensure a proper functioning of the entire chain of
parameters including the equipment, the magnetic field strength and direction, surface characteristics,
detection media and illumination.
The most reliable test is to use representative test pieces containing real imperfections of known type, location,
size and size-distribution. Where these are not available, fabricated test pieces with artificial imperfections, or
flux shunting indicators of the cross or shim-type may be used.
The test pieces shall be demagnetized and free from indications resulting from previous tests.
NOTE It may be necessary to perform an overall performance test of the system sensitivity for each specific
procedure on site.
5.11 False indications
False indications which may mask relevant indications can arise for many reasons, such as undercut and
changes in magnetic permeability in, e.g., the heat affected zone. Where masking is suspected the test
surface shall be dressed or alternative test methods should be used.
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ISO 17638:2003(E)
5.12 Recording of indications
Indications can be recorded in one or more of the following ways by using:
a) description in writing;
b) sketches;
c) photography;
d) transparent adhesive tape;
e) transparent varnish for “freezing” the indication on the surface tested;
f) peelable contrast-aids;
g) video recording;
h) epoxy or chemical magnetic particle mixtures;
i) magnetic tapes;
j) electronic scanning.
5.13 Demagnetization
After testing welds with alternating current, residual magnetization will normally be low and there will generally
be no need for demagnetization of the object under test.
If demagnetization is required, it shall be carried out using a defined method and to a predefined level.1)
5.14 Test report
A test report shall be prepared.
The report should contain at least the following:
a) name of the company carrying out the test;
b) the object tested;
c) date of testing;
d) parent and weld materials;
e) any post weld heat treatment;
f) type of joint;
g) material thickness;
h) welding process(es);
i) temperature of the test object, if outside the ambient temperature range;
1) For metal cutting processes a typical residual field strength value of H u 0,4 kA/m is recommended.
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ISO 17638:2003(E)
j) identity of the test procedure and description of the parameters used, including:
type of magnetization;
type of current;
detection media;
viewing conditions;
k) details and results of the overall performance test, where applicable;
l) acceptance levels;
m) description and location of all recordable indications;
n) test results with reference to acceptance levels;
o) names, relevant qualification and signatures of personnel who carried out the test.
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ISO 17638:2003(E)
Annex A
(informative)
Variables affecting the sensitivity of magnetic particle testing
A.1 Surface conditions and preparation
The maximum test sensitivity that can be achieved by any magnetic testing method is dependent on many
variables but can be seriously affected by the surface roughness of the object and any irregularities present.
In some cases it can be necessary to:
dress undercut and surface irregularities by grinding;
remove or reduce the weld reinforcement.
Surfaces covered with a thin non-magnetic paint e.g. a primer may also be tested, provided the paint surface
is unbroken and the thickness of the coating does not exceed 50 µm. Above this thickness the sensitivity of
the method decreases and may be demonstrated to be sufficiently sensitive before proceeding with the test.
A.2 Magnetizing equipment characteristics
The use of alternating current gives the best sensitivity for detecting surface imperfections.
Yokes produce an adequate magnetic field in simple butt-welds but where the flux is reduced by gaps or the
path is excessive through the object, as in T-joints a reduction of sensitivity can occur.
For complex joint configurations, e.g. branch connections with an inclined angle of less than 90°, testing using
yokes might be inadequate. Prods or cable wrapping with current flow will, in these cases, prove more suitable.
A.3 Magnetic field strength and permeability
The field strength required to produce an indication strong enough to be detected during magnetic particle
testing is dependent mainly, on the magnetic permeability of the object.
Generally, magnetic permeability is high in softer magnetic materials, e.g., low alloy steels and low in harder
magnetic materials, e.g., martensitic steels. Because permeability is a function of the magnetizing current, low
permeability materials usually require application of a higher magnetization value than do softer alloys to
produce the same flux density. It is essential, therefore, to establish that flux density values are adequate
before beginning the magnetic particle testing.
A.4 Detection media
Magnetic particle suspensions will usually give a higher sensitivity for detecting surface imperfections than dry
powders.
Fluorescent magnetic detection media usually give a higher test sensitivity than colour contrast media,
because of the higher contrast between the darkened background and the fluorescent indication. The
sensitivity of the fluorescent method will, nevertheless, decrease in proportion to any increase in the
roughness of the surface to which magnetic particles adhere and can cause a disturbing background
fluorescence.
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ISO 17638:2003(E)
Where the background illumination cannot be adequately lowered or where background fluorescence is
disturbing, coloured detection media in conjunction with the smoothing effect of a contrast aid will usually give
better sensitivity.
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ISO 17638:2003(E)
Bibliography
[1] ISO 9712, Non-destructive testing — Qualification and certification of personnel
[2] EN 1291, Non-destructive examination of welds — Magnetic particle testing of welds — Acceptance
levels
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17638:2009
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8472.pdf
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IS 8472 : 1998
*m
Y
y1w4 wE*m;ft+rmm
w -
mqf*m)
Indian Standard
PUMPS -REGENERATIVEFORCLEAR,COLD
WATER- SPECIFICATION
( First Revision )
ICS 23.080
0 BIS 1998
BUREAU OF INDIAN STANDARDS
MANAK BHAVAN, 9 BAHADUR SHAH ZAFAR MARG
NEW DELHI 110002
August 1998 Price Group 7Pumps Sectional Committee, HMD 20
FOREWORD
This Indian standard (First Revision) was adopted by the Bureau of Indian Standards, after the draft finalized
by the Pumps Sectional Committee had been approved by the Heavy Mechanical Engineering Division Council.
This standard was first published in 1977. Since then 2 amendments were issued in 1980,and 1987 respectively.
The present revision has been taken up to align the method of verification of guarantee with the other pump
standard like IS 9079, IS 8034 and IS 6595. Also the requirements of self miming characteristics in case of self-
priming and semi-self-priming pumps have been incorporated.
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 8472 : 1998
Indian Standard
PUMPS -REGENERATIVEFORCLEAR,COLD
WATER- SPECIFICATION
(First Revision)
1 SCOPE 5.2 Manometric Suction Lift
This standard specifies the technical requirements for It is the vacuum gauge/suction manometer reading in
regenerative, that is, repeated centrifugal action metre of water column.
pumps for handling clear, cold water. The pumps may
be constructed as bare pumps or monosets in single-or 5.3 Static Suction Lift
multi-stage construction.
It is the vertical distance between the centre line of the
2 REFERENCES horizontal portion of the suction pipe line and the
water level (see Fig. 6, 7, 8 and 12).
The Indian Standards listed in Annex A are necessary
adjuncts to this standard. 6 CHARACTERISTICS OF CLEAR, COLD
WATER
3 TYPES
Regenerative pump designs are mainly of two types: Characteristics of clear, cold water are specified
below:
a) Side channel type, and
b) Peripheral type. a) Turbidity 50 ppm (silica scale), MUX
b) Chlorides 500 ppm, MUX
In terms oftheir design capabilities, the pumps may be
c) Total solids 3 000 ppm, MUX
categorized as:
d) pH value 6.5 to 8.5
i) non-self-priming,
e) Temperature 33’C:, Max
ii) semi-self-priming, and
f) Specific gravity 1.004, Max
iii) self-priming.
g) Hardness (as Ca Cog) 300 mg, MUX
3.1 Non-self-Priming (drinking water)
NOTES
It is that type of regenerative pump which cannot
I If the range of pH value of the wafer pumped is between 6.5
prime without a foot valve.
and 7.5 and also the chloride content is less than 100 ppm, the
3.2 Semi-self-Priming pump may be made of any hronLe. However, if the range ofpH
is between65and8Sandthechloridecontentexceeds 1OOppm.
It is that type of regenerative pump which is capable only zinc-free bronze fitted construction or stainless steel
construction shall be ,permitted.
of priming up to 1.5 m static suction lift without foot
2 If any other characteristics of the water differ from those
valve, at rated head and discharge.
specified in 6, the pump details shall have to be agreed between
3.3 Self-Priming the manufacturer/supplier and the user and shall be specified in
the order.
It is that type of regenerative pump which is capable
7 NOMENCLATURE
of priming up to 3 m static suction lift without a foot
valve, at rated head and discharge.
Nomenclature of the pump parts commonly used for
4 PRINCIPLE OF OPERATION regenerative pumps shall be as given in Fig. I, 2, 3,4
and 5. Nomenclature of the motor parts shall be as
In these pumps, the energy transfer takes place by
given in IS 1885 (Part 35).
centrifugal regeneration in series of impeller pockets
and the peripheral of- side channel casing. 8 MATERIALS OF CONSTRUCTION
5 UNITS, TERMINOLOGY AND It is recognized that a number of materials 01‘
CLASSIFICATION construction are available to meet the needs for pumps
handling clear, cold water. A few typical materials are
5.1 Units, terminology and classification relating to
indicated below merely for the guidance of the
pumps shall be as specified in IS 5 120 and for motors
manufacturers and the users.
as specified in IS 996 and IS 7538.IS 8472 : 1998
Component Muterials oj’Construction IS 11346 except for pumps with vertical axis suction
port - the test set-up shall then be as in Fig. 7. In ’
Pump Casing/chamber Casting grade FG200 of
addition hydrostatic and self-priming tests shall also
IS210,LTB2ofIS318
be carried out as specified in 13.3 and 13.5.
Impeller Bronze Grade LTB2 of
13.2 Sampling
IS 3 18, HTB I/HTB2 of
IS 304 The sampling and criteria of conformity shall be
according to IS 10572.
Shaft Stainless Steel Grades
X04Cr12, X12Crl2 and 13.3 Hydrostatic Test
X20Crl3 of IS 6603
Pump casing shall be of robust construction and shall
9 DIRECTION OF ROTATION be tested to withstand the shut-off pressure for at least
15 s.
9.1 The direction of rotation of pumps is designated
clockwise or anti-clockwise as observed when looking 13.4 The pump shall be capable to perform as per
at the pump shaft from the driving end. guaranteed duty point at the manometric suction lift
of4m.
9.2 The direction of rotation shall be clearly marked
either by incorporating an arrow in the casting or by a 13.5 Self-Priming Test (for Self-Priming and
separate metal plate arrow fitted to the pumps at a Semi- Self-Priming Pumps only)
place clearly visible.
The pump shall be tested for self-priming time at a
9.3 The direction of inlet and outlet of the pumps shall minimum static suction lift of 1.5 m for semi-self-
be marked on the castings. priming and minimum static suction lift of 3 m for self-
priming pump.
10 FACTORS AFFECTING PUMP
PERFORMANCE The test procedure shall be as follows:
10.1 The degree of compliance of pump components No check or foot valve or any other external means of
and assembly to the specified requirements affect the priming shall be installed in the suction piping. Fill
pump performance since the dimensional tolerances pump casing with water and start the unit. The priming
and clearances required by these pumps are critical. time shall be the total elapsed time between starting
the unit and the time required to obtain a continuous
10.2 Under identical suction conditions with increase
flow through the discharge pipe (Fig. 12).
in usage of such pumps or wear of impeller and
casings, the self-priming time increases; and the head 13.6 The observations of tests shall be recorded in a
and discharge decrease. test record sheet. A specimen sheet is given in
Annex B.
11 DESIGN FEATURES FOR MONOSET
13.7 Bare pumps shall be tested using calibrated
11.1 Voltage and Frequency Variation
prime movers.
Motor of the monoset pump shall be capable of
14 TEST FOR ELECTRICAL PERFORMANCE
delivering the rated output:
a) With the terminal voltage differing from its The routine and type tests on monoset shall be
rated value by not more than + 6 percent and performed as specified in 14.1 and 14.2. The general
- 15 percent. requirements of the motor with regard to types 01‘
b) The frequency differing from its rated value by enclosures, methods of cooling, duly rating anti
not more than 3 percent. earthing shall be in accordance with IS 996 or IS 75.18.
c) Any combination of (a) and (b).
14.1 Single Phase Monoset
12 END CONNECTIONS
The nominal sizes of suction and delivery of the pump
shall be as covered in IS 1239 (Part l), IS 4984. The routine test shall comprise (a), (g) xnd (hi of 15.3. I
IS 4985 and IS 1223 I, of IS 996.
NOTE - In cnsr n different bore sir.e of suction pipe other than
declared bore pipe sk is used forthls test, the pnmmg tune will 14.1.2 TY/)r Test
bc tlircctly proponional to the ueo ratio.
Type test shall comprise (a), (g) and (h J of 15.3. I 01‘
13 PUMP TESTS
IS 996. the tests for minimum breakway torque and
13.1 The testing apparatus, test set-up and pull-up torque at rated voltage and supply I‘rccluency
observations for the pumps shall be in accordance with and the rernprature rise rest given in 14.1.2.1.
2IS 8472 : 1998
14.1.2.1 Temperature-rise test a) discharge, total head, input power at the guran-
teed duty point and the full load current in the
14.1.2.1.1 Temperature rise test at rated voltage shall operating head range. The full load current
be conducted for the maximum current in the operating
declared shall be less than or equal to the value
head range with rated voltage and supply frequency. of full load current, MUX specified in IS 996 or
The temperature rise shall not exceed the limits
IS 7538. Where such values of full load current
specified in Table 6 of IS 996. are not specified, the same shall be declared by
14.1.2.1.2 Temperature-rise test at reduced voltage the manufacturer.
b) maximum self-priming static suction lift at
shall be conducted at 85 percent of the rated voltage
and supply frequency with the same load as mean sea level.
in 14.1.2.1.1. The temperature rise shall not exceed c) maximum self-priming time at minimum
the limits specified in Table 6 of IS 996 by more than 1.5 m static suction lift for semiself-priming
10”c. pumps and minimum 3 m static suction lift for
self-priming pumps.
14.2 Three-Phase Monoset
NOTE - The pump performance shall be declared at the rated
speed of the prime mover. In case of bare pumps the rated speed
14.2.1 Routine Test
shall be declared by the manufacturer.
Shall comprise (a), (c), (e) and (f) of 22.3.2ofIS 7538.
16.2.2 While carrying out verification of performance
14.2.2 T)lppeT est as per 13.4, 16.2.1(b) and (c), corrections shall be
applied for altitude at the test place and water
Shall comprise (b), (c), (d), (e), (m) and (n) of 22.3.1
temperature other than 33’C. The corrections to be
of IS 7538 and the temperature-rise test given below.
applied as per IS 11346.
14.2.2.1 Temperuture-rise test
16.3 Tolerances
14.2.2.1.1 Temperature-rise test at rated voltage shall
be conducted for maximum current in the operating 16.3.1 At rated speed the pump shall give a minimum
head range with rated voltage and supply frequency. of 90 percent of rated total head at a minimum of 90
The temperature rise shall not exceed the limits percent of rated discharge. The pump shall not take
specified in Table I of IS 12802. more than 110 percent of the declared power input at
the guaranteed duty point.
14.2.2.1.2 Temperature-rise test at reduced voltage
shall be conducted at 85 percent of the rated voltage 16.3.2 The motor shall not get overloaded in the
and supply frequency with the same load as operating head range of + 25 percent of rated head at
in 14.2.2.1.1. The temperature rise shall not exceed rated voltage when the supply frequency is within the
the limits specified in Table 1 of IS 12802 by more limits f 3 percent of the rated frequency. The
than l@C. maximum allowable current shall be 1.07 times the
15 PRIME MOVERS FOR BARE PUMPS declared full load current, defined in 16.2.1(a).
15.1 Engine Drive 16.4 Verification Procedure
The engine shall conform to IS 7347 or IS 1 I 170.
16.4.1 Discharge (Q) versus Total Head (H), Input
15.2 Electric Motor Power (IP) and Current (I)
The motor shall conform to IS 996 or IS 7.538.
4 Test readings of Q, H and IP corrected for rated
speed shall be plotted on a graph and con-
16 GUARANTEE ON PUMP PERFORMANCE
AND TOLERANCES tinuous curves drawn. Plot guaranteed duty
point Qg Hg on this graph (see Fig. 9). If the
16.1 Guarantee of Workmanship and Material guaranteed duty point lies below the Q-h
curve pumps shall be deemed to have con
The pumps shall be guaranteed by the manufacturer
formed to the head and discharge require-
against defects in material and workmanship. When
ments.
used under the conditions specified in this standard,
for a period of at least IS months from the date of b) For verification of input power draw a straight
despatch or 12 months from the date of commissioning line through the origin and Qg Hg to intersect
whichever is earlier. the Q-H curve. Draw a vertical line through the
point of intersection so that it intersects the
16.2 Guarantee of Performance Q-IP curve. The value of IP at the point of
intersection shall be within the limit specified
16.2.1 When tested in accordance with 13 the pumps
in 16.3.1.
shall be guaranteed for their performance of:
3IS 8472 : 1998
c) Test readings of Q, H and 1 shall be plotted on allowances for belt losses may be taken as 6 and 3
a graph and continuous curves drawn. percent, respectively.
Horizontal lines shall be drawn at duty point
17 MARKING AND PARAMETERS TO BE
head +25 percent and duty point head -25
DECLARED BY THE MANUFACTURER
percent to intersect the Q-Hcurve (see Fig. 10).
Vertical lines shall be drawn through the points 17.1 The monoset pump shall be marked with the
of intersection to intersect the Q-I curve. If the following parameters, which shall be declared by the
maximum value between the points of inter- manufacturer:
section on the Q-l curve is not more than the 4 Model, size and serial number of the pump;
value specified in 16.3.2, the prime mover is b) Rated speed, total head and discharge at the
not overloaded. guaranteed duty point;
d) If the guaranteed duty point lies above the test c> Range of head;
Q-H curve then a point 0.90 Qg,O.90 Hg shall 4 Motor rating(kW)/Prime mover rating;
be plotted. Then, if this point lies on or below e> Rated voltage;
the curve (see Fig. 11) the guarantee condition
f) Rated frequency;
in respect of head and discharge shall be g) Number of phases;
deemed to have been met, otherwise not. h) Winding connection;
9 Maximum current in amperes;
16.4.2 In the case of bare pumps a calibrated prime
k) Class of insulation of motor;
mover shall be used. When tested with such prime
m> Manufacturer’s name/trade-mark;
movers the power consumption by the pump shall not
n) Power input in kW;
exceed the recommended prime mover rating in the
P) Classification;
specified operating head range with the tolerance
specified in 16.3.1. Correction shall be made for 4) Number of stages in case of multi stage; and
r) Self-priming time at I .5 m or 3 m static suction
losses between the driving element and the pump as
lift.
follows.
NOTE-For prime-movers other than electric motor items (e),
(f), (g),(h),(j), (k) and (n) shall not be apphcable.
Power delivered to the pump shaft when directly
connected shall be the power output of the driving 17.2 In case of bare pumps the parameters mentioned
element. When not directly connected, correction shall at 17.1 (a), (b), (c), and (m) and prime mover rating
be made for the losses between the driving element and shall be declared by the manufacturer and shall be
the pump. In the case of flat belt and V-belt drives, the marked on the pump.IS 8472 : 1998
r
PUMP CASING
SUCTION
/-VERY)
SEALING
M
IMPELI .ER
- 1/l END ( :OVER
FIG. I TYPICALR EGENERATIVSEE LF-PRIMINGM ONOSETP UMP( PERIPHERATLY PE)IS 8472 : 1998
DELIVERY SUCTION SUCTION
pnr ! ..““‘““I 1”“” CER
DELIVERY
CHAMBER\
PRIME MOVER
LER
SEALING ARRANGEMENT/
FIG. 2 TYPICAL REGENERATIVE SELF-PRIMING MONOSET PUMP (SIDE CHANNEL TYPE)IS 8472 : 1998
DEL.FLANGE, DEL.CASING SUC. CASING
LANGE
HAMBER
ADAPTOR
DEL.
SHA FT
BEARING B11SH/ \ WOODRUF \SEALING ARRANGEMENT
KEY
FIG. 3 REGENERATIVE PUMP (SIDE CHANNEL MULTI-STAGE TYPE)
BRACKET
PRIME MOVER
_ ____.-_-_--
I
l+cl, 4 TYPICAL REGENERATIVE PUMPIS 8472 : 1998
r=-
TO
DISCHARGE MEASURING
DEVICE
STAl
FIG. 6 NON-SELF-PRIMINGM ONOSETT ESTS ET-UP
TO
DISCHARGE MEASURING
DEVICE
CONNECT10IS 8472 : 1998
TO
DELIVERY GAUGE
DISCHARGE MEASURING ’
DEVICE
SEL .F
STA .TI
--_-_---_-____
_________-_-__-_________
=-z,_-z_-z_~y_~~y_~y_-_
FIG. 8 SELF-PRIMINGM ONOSETT ESTS ET-UP
I I I I I r
cl-)_
FIG. 9 CURVESF ORV ERIFICATIOONF GUARANTEEQ -H, Q-IP AT RATED SPEEDIS 8472 : 1998
t
-
FIG. 10 CURVESF OR VERIFICATION OF GUARANTEE Q-H. Q-I-OBSERVED TEST READING
FIG. 1 I CURVE FOR VERIFICATION OF GUARANTEE Q-H AT RATED SPEED-
WHERE THE CURVE IS BELOW Qc, HG
FIG. 12 TEST SET-UP FORS ELF-PRIMIN(; TESIIS 8472 : 1998
ANNEX A
(Clause 2)
LIST OF REFERRED INDIAN STANDARDS
IS No. Title IS No. Title
210 : 1993 Grey iron castings vourth revision) 7347 : 1974 Performance of small size spark
ignition engines for agricultural
304 : 1981 High tensile brass ingots and cast-
sprayers and similar applications
ings (second revision)
7538 : 1996 Three phase squirrel cage induction
318 : 1981 Leaded tin bronze ingots and cast-
motors for centrifugal pumps for
ings (second revision)
agricultural applications (first
996 : 1979 Single-phase small ac and universal
revision)
electric motors (second revision)
10572: 1983 Methods of sampling pumps
1239 (Part 1) : Mild steel tubes, tubulars and other
10805 : 1986 Footvalves, retlux valves or non-
1990 wrought steel fittings: Part 1 Mild
return valves and bore valves to be
steel tubes ($3/r revision)
used in suction lines of agricultural
1885 (Part 35) : Electrotechnical vocabulary: Part pumping systems (first revision)
1993 35 Rotating machinery (first
11170: 1985 Performance requirements for con-
revision)
stant speed compression ignition
4984 : 1995 Specification for high density (diesel) engines for agricultural pur-
polyethylene pipes for potable
poses (up to 20 kW)
water supplies (fourth revision)
11346 : 1985 Testing set-up for agricultural
4985 : 1988 Unplasticized PVC pipes for potable
pumps
water supplies (second revision)
12231 : 1987 UPVC (rigid) pipes for use in suc-
5120: 1977 Technical requirements for tion and delivery lines of agricul-
rotodynamic special purpose
tural pumps
pumps (first revision)
12802 : 1989 Temperature rise measurement of
6603 : 1972 Stainless steel bars and flats
rotating electrical machines
12Bureau 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 arc issued to standards as the need arises on the basis of comments. Standards are also reviewed
periodically; a standard along with amendments is reaffirmed when such review indicates that no changes are
needed; if the review indicates that changes are needed, it is taken up for revision. Users of Indian Standards
should ascertain that they are in possession of the latest amendments or edition by referring to the latest issue
of ‘BTS Handbook’ and ‘Standards Monthly Additions’.
This Indian Standard has been developed from Dot: No. HMD 20 ( 0276 ).
Amendments Issued Since Publicsltion
Amend No. Date of Issue Text Affected
BUREAU OF INDIAN STANDARDS
Headquarters:
Manak Bhavan, 9 Bahadur Shah Zafar Marg, New Delhi 110002 Telegrams: Manaksanstha
Telephones: 323 0131,323 33 75,323 94 02 (Common to all offices)
Regional Offices: Telephone
Central : Manak Bhavan, 9 Bahadur Shah Zafar Marg 3237617,3233X41
NEW DELHI 110002
Eastern : l/14 C.I.T. Scheme VII M, V.I.P. Road, Mnniktola 337 84 99,337 85 61
CALCUTTA 700054 337 86 26,337 91 2(1
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 23_50216,2350442
1 23.5 15 19,235 23 1.s
Western : Mnnakalnya, EC)M IDC, Marol, Andhcri (East) 832 92 95,832 78 5X
MUMBAI 400093 { 832 78 91,832 7X 92
Branches : AHMADABAD. BANGALORE. BHOPAL. BHUBANESHWAR.
COIMBATORE. FARIDABAD. GHAZIABAD. GUWAHATI.
HYDERABAD. JAIPUR. KANPUR. LUCKNOW. NAGPUR.
PATNA. PUNE. THIRUVANANTHAPURAM. -
printed1 1i1) ee Kay Printers, NW Iklhi. In.lia.
AMENDMENT NO. 1 OCTOBER 2000
TO
IS S472:1998 PUMPS — REGENERATIVE FOR
CLEAR, COLD WATER — SPECIFICATION
(F&st Revikwn)
(Front coverpuge and page 1, Tide) — Substi~te the following for the
existing title:
‘Indian Standard :
CENTRIFUGAL REGENERATIVE PUMP FOR CLEAR,
COLD WATER — SPECIFICATION ———.—... --..-.—----——--.--—--
(First Re&ion)’ “
?.
(Page 1,clause 1)– Substitute the following forthe firstsentenee
‘Thisstaridard specifits thetechnical requirementsfor centrifugalregenerative “ ~
pumpthat-is,repeatedcentrifugalactionpumpsforhandlingclear,coldwater.’ .
(Page 4, add new clause 17.3) — Insert thefollowing newclause 17.3 after
172:
‘17.3 Standard Mark .
17.3.1 The eentnfugsl regenerative pump may also be marked with the
StandardMark.
17.3.2 Theuse of StandardMarkis-coveredby the provisionsof theBureau of
lndian Sfandhrdr Act, 1986 and the Rules and Regulations made thereunder.
The details of conditions underwhich a license for the use of StandardMark
maybegrantedto manufacturersorproducers,maybeobtainedfromtheBureau
ofIndianStandards.’
(ME20)
ReprographUynikBIS, New Delhi, India
,. ,
.
.,.
|
1200_13.pdf
|
IS 1200 (Part 13) : 1994
(Reaffirmed 1997)
Edition 6.1
(2002-05)
Indian Standard
METHODS OF MEASUREMENT OF
BUILDING AND CIVIL ENGINEERING
WORKS
PART 13 WHITE WASHING, COLOUR WASHING, DISTEMPERING AND
PAINTING OF BUILDING SURFACES
( Fifth Revision )
(Incorporating Amendment No. 1)
UDC 62.003.12:698.12
©BIS2002
B U R E A U O F I N D I A N S T A N D A R D S
MANAK BHAVAN, 9 BAHADUR SHAH ZAFAR MARG
NEW DELHI 110002
Price Group 2Methods of Measurement of Works of Civil Engineering (Excluding River Valley Projects)
Sectional Committee, CED 44
FOREWORD
This Indian Standard (Fifth Revision) was adopted by the Bureau of Indian Standards, after the
draft finalized by the Methods of Measurement of Works of Civil Engineering (Excluding River
Valley Projects) Sectional Committee had been approved by the Civil Engineering Division
Council.
Measurement occupies a very important place in planning and execution of any civil engineering
work from the time of first estimates to final completion and settlement of payments of the project.
The methods followed for measurement are not uniform and considerable differences exist
between practices followed by different construction agencies and also between various Central
and State Government departments. While it is recognized that each system of measurement has
to be specifically related to the administrative and financial organizations within the department
responsible for work, a unification of the various systems at technical level has been accepted as
very desirable, specially as it permits a wider circle of operation for civil engineering contractors
and eliminates ambiguities and misunderstandings arising out of the inadequate understanding of
various systems followed.
Among various civil engineering items, measurement of building had been first to be taken up for
standardization and this standard, having provisions relating to all building works, was first
published in 1958 and then revised in 1964. In its second revision, the standard was issued in
different parts corresponding to different trades in building and civil engineering works. This part
covering methods of measurement of white-washing, colour washing, distempering and painting
applicable to building as well as civil engineering works was, therefore, issued as a second revision
in 1970. The third revision of the standard was published in 1976 and the fourth revision in 1987.
This fifth revision has been brought out to incorporate the changes found necessary in light of the
usage of this standard and the suggestions made by various bodies implementing it. The principal
modifications made are in respect of conversion of areas of uneven surfaces into equivalent plain
areas, wherein provision for sponge finished plaster has also been included.
The composition of the technical committee responsible for preparation of this standard is given at
Annex A.
This edition 6.1 incorporates Amendment No. 1 (May 2002). Side bar indicates modification of the
text as the result of incorporation of the amendment.
For the purpose of deciding whether a particular requirement of this standard is complied with,
the final value, observed or calculated, expressing the result of a measurement, shall be rounded
off in accordance with IS 2:1960 ‘Rules for rounding off numerical values (revised)’. The number
of significant places retained in the rounded off value should be the same as that of the specified
value in this standard.IS 1200 (Part 13) : 1994
Indian Standard
METHODS OF MEASUREMENT OF
BUILDING AND CIVIL ENGINEERING
WORKS
PART 13 WHITE WASHING, COLOUR WASHING, DISTEMPERING AND
PAINTING OF BUILDING SURFACES
( Fifth Revision )
1 SCOPE 2.6.2Preparatory work on old treated surfaces
shall be described and included in the main
1.1This standard (Part 13) covers the methods item.
of measurement of white washing, colour
2.7 Classification
washing, distempering and painting of building
surfaces in civil engineering works. Various decorative treatments shall be
measured separately under the various
2 GENERAL RULES classification as given below and materials and
type of surfaces to be treated shall be fully
2.1 Clubbing of Items
described:
Items may be clubbed together provided these a)Whitewash, colour wash, etc;
are on the basis of detailed description of item,
b)Non-washable distemper;
stated in this standard.
c)Washable distemper;
2.2 Booking of Dimensions
d)Waterproof paint (colour/colourless);
In booking of dimensions the order shall be
e)Chalk whiting to cloth or hessian surface;
consistent and generally in the sequence of
f)Linseed oil and cement to steel and iron
length, breadth or width and height.
work; and
2.3 Description of Items
g)Cement slurry wash.
Description of each item shall unless otherwise 2.7.1Priming and alkali neutralizing
stated, be held to include, where necessary, treatments, scrapping of surface, washing
conveyance; delivery; handling; unloading; surfaces spoilt by smoke soot, removal of oil
storing; waste; return of packings; necessary and grease spots, treatment for disinfection
scaffolding; protective cover; and cleaning with efflorescence, moulds moss, fungi, algae
stains from floors, walls, glass panes, etc. and litchen shall be measured separately and
2.4 Bills of Quantities materials described.
2.8 Walls, Ceilings, etc
Item of work shall fully describe materials and
workmanship, and accurately represent the Work on walls, ceilings and sloping roofs shall
work to be executed. each be measured separately.
2.5 Number of Coats 2.9 Old Treated Surfaces
Decorative treatment shall be fully described Work on old treated surfaces shall be measured
stating the number of coats in each case. separately and so described.
2.6 Preparatory Work 3 MEASUREMENT
Preparatory work, such as brooming down, 3.1All work shall be measured net in square
steel wire brushing, scrapping washing and metres, the decimal system as executed and as
rubbing down, shall be described and included given below:
in the main item. a)Dimensions shall be measured to the
2.6.1Preparatory work on new surfaces and nearest 0.01m, and
primary coats, if any, shall be described and b)Areas of individual items shall be worked
included in the main item. out to the nearest 0.01m2.
1IS 1200 (Part 13) : 1994
3.2 Deductions but jambs, soffits and reveals shall be
measured.
3.2.1For jambs, soffits, sills, etc; for openings
not exceeding 0.5m2 each in area; for ends of 3.3No deduction shall be made for attachment,
joists, beams, posts, girders, steps, etc, not such as casings, conduits, pipes, electric wiring
exceeding 0.5m2 each in area; and for openings and the like.
exceeding 0.5m2 and not exceeding 3m2 each
3.4Corrugated surfaces shall be measured flat
in area, deductions and additions shall be made
as fixed and not girthed. Quantities so
in the following manner:
measured shall be increased by the following
a)No deduction shall be made for ends of percentages and the resultant shall be included
joists, beams, posts, etc, and openings not in general areas:
exceeding 0.5m2 each and no addition
a) Corrugated steel sheets 14 percent
shall be made for reveals, jambs, soffits,
b) Corrugated asbestos cement 20 percent
sills, etc, of these openings nor for finish
sheets
around ends of joists, beams, posts, etc.
b)Deductions for openings exceeding 0.5m2 c) Semi-corrugated asbestos 10 percent
but not exceeding 3m2 each shall be made cement sheets
as follows and no addition shall be made d) Nainital pattern roofs 10 percent
for reveals, jambs, soffits, sills, etc, of (plainsheeting with rolls)
these openings: e) Nainital pattern roofs with 25 percent
1)When both faces of wall are provided corrugated sheets
with the same finish, deduction shall be
3.5Cornices and other wall features, when not
made for one face only.
picked out in a different finish/colour, shall be
2)When each face of wall is provided with girthed and included in general area.
a different finish, deduction shall be
3.6The painting for building surfaces shall be
made for that side on which width of
kept separate and the surfaces to be painted
reveal is less than that of the other side
shall be described. It shall be stated whether
but no deduction shall be made on the
measurements are flat or girthed.
other side; where width of reveals on
Alternatively, different surfaces may be
both faces of wall are equal or deduction
grouped into one general item, areas of uneven
of 50 percent of area of opening on each
surfaces be converted into equivalent plain
face shall be made from area of finish.
areas by increasing the areas as under:
3)When only one face is treated and other
a)External walls of plain brickwork faced
face is not treated, full deduction shall
with recessed, raised or weather stuck
be made if width of reveal on the
pointing—20 percent
treated side is less than that on the
untreated side, but if width of reveal is b)Sand face plaster with up to 4mm size—
equal or more than that on the 50 percent
untreated side, neither deduction for c)Rough cast plaster with stone aggregate
the opening nor addition for reveals, up to 10mm—100 percent
jambs, soffits, sills, etc, shall be made.
d)Pebble dash finish beyond 10mm—275
4)When width of door frame is equal to percent
thickness of wall or is projecting beyond
e)Sponge finished plaster—25 percent
the thickness of wall, full deduction for
opening shall be made from each face of 3.7For RCC JALLIES, the quantity of area
wall. shall be increased by the following percentages:
5)When the reveal is only on one side, full a) for painting of one side 100 percent
deduction for the face having no reveal b) for painting of one side 150 percent
shall be made and for the face having and inside (that is
reveal, deduction of 50 percent of the through the thickness)
opening shall be made.
c) for painting of both sides 200 percent
3.2.2In case of openings of areas above 3m2 and inside (that is
each, deductions shall be made for openings, through the thickness)
2IS 1200 (Part 13) : 1994
ANNEX A
(Foreword)
COMMITTEE COMPOSITION
Composition of Methods of Measurement of Works of Civil Engineering (Excluding River Valley
Projects) Sectional Committee, CED 44
Chairman Representing
SHRI A. C. PANCHDHARI In personal capacity (B-18, Sehyadri Apartment, Plot 9-A, Indraprastha,
Extension, New Delhi 110092)
Members
SHRI B. G. AHUJA Builders Association of India, Bombay
SHRI S. P. AHUJA Public Works Department, Bombay
SHRI D. B. DESHPANDE (Alternate)
SHRI K. D. ARCOT Engineers India Ltd, New Delhi
SHRI T. V. SITA RAM (Alternate)
SHRI R. K. BHATIA Haryana Irrigation Department, Chandigarh
SHRI R. K. CHADHA (Alternate)
SHRI S. K. CHAKRABORTY Calcutta Port Trust, Calcutta
SHRI A. C. CHATTERJEE (Alternate)
SHRI O. P. CHOPRA Engineer-in-Chief’s Branch, Army Headquarters, New Delhi
SHRI S. V. N. RAJU (Alternate)
DIRECTOR COSTS ENGINEERING Central Water Commission, New Delhi
DEPUTY DIRECTOR BOSTS ENGINEERING
(Alternate)
SHRI P. K. GANGAPAHYAY Hindustan Steel Works Construction Ltd, Calcutta
SHRI N. K. NANDI The National Industrial Development Corporation Ltd, New Delhi
SHRI G. B. JAHAGIRD (Alternate)
JOINT DIRECTOR National Buildings Organization, New Delhi
SHRI A. K. LAL (Alternate)
SHRI R. L. KAUL Ministry of Surface Transport (Roads Wing), New Delhi
SHRI D. K. RASTOGI (Alternate)
SHRI K. S. KHARB Institution of Surveyors, New Delhi
SHRI K. L. PRUTHI (Alternate)
SHRI R. P. LAHIRI In personal capacity (I-1801, Chitranjan Park, New Delhi 110019)
SHRI K. K. MADHOK MES Builders Association of India, New Delhi
SHRI R. K. BAHL (Alternate)
SHRI DATA S. MALIK The Indian Institute of Architects, Bombay
SHRI BALBIR VERMA (Alternate)
SHRI H. D. MATANGE Gammon India Ltd, Bombay
SHRI C. B. PATEL M. N. Dastur & Co Pvt Ltd, Calcutta
SHRI D. KAR (Alternate)
SHRI K. B. RAJORIA The Institution of Engineers (India), Calcutta
DR R. B. SINGH Banaras Hindu University, Varanasi
SUPERINTENDING ENGINEER Public Works Department, Lucknow
SUPERINTENDING ENGINEER (S & S) Central Public Works Department, New Delhi
EXECUTIVE ENGINEER (S & S) (Alternate)
SHRI M. R. TILLOO Indian Roads Congress, New Delhi
SHRI M. P. MARWAH (Alternate)
SHRI Y. R. TANEJA, Director General, BIS (Ex-Officio Member)
Director (Civ Engg)
Secretary
SHRI SANJAY PANT
Assistant Director (Civ Engg), BIS
3Bureau of Indian Standards
BIS is a statutory institution established under the Bureau of Indian Standards Act, 1986 to promote
harmonious development of the activities of standardization, marking and quality certification of goods and
attending to connected matters in the country.
Copyright
BIS has the copyright of all its publications. No part of these publications may be reproduced in any form
without the prior permission in writing of BIS. This does not preclude the free use, in the course of
implementing the standard, of necessary details, such as symbols and sizes, type or grade designations.
Enquiries relating to copyright be addressed to the Director (Publications), BIS.
Review of Indian Standards
Amendments are issued to standards as the need arises on the basis of comments. Standards are also
reviewed periodically; a standard along with amendments is reaffirmed when such review indicates that no
changes are needed; if the review indicates that changes are needed, it is taken up for revision. Users of
Indian Standards should ascertain that they are in possession of the latest amendments or edition by
referring to the latest issue of ‘BIS Catalogue’ and ‘Standards:Monthly Additions’.
This Indian Standard has been developed from Doc:No. CED 44 (5187).
Amendments Issued Since Publication
Amend No. Date of Issue
Amd. No. 1 May 2002
BUREAU OF INDIAN STANDARDS
Headquarters:
Manak Bhavan, 9 Bahadur Shah Zafar Marg, New Delhi 110002. Telegrams:Manaksanstha
Telephones:323 01 31, 323 33 75, 323 94 02 (Common to all offices)
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.
|
ISO 10893-6.pdf
|
INTERNATIONAL ISO
STANDARD 10893-6
First edition
2011-04-01
Non-destructive testing of steel tubes —
Part 6:
Radiographic testing of the weld seam
of welded steel tubes for the detection
of imperfections
Essais non destructifs des tubes en acier —
Partie 6: Contrôle radiographique du cordon de soudure des tubes
en acier soudés pour la détection des imperfections
Reference number
ISO 10893-6:2011(E)
Copyright International Org anization for Standardization
© ISO 2011
Provided by IHS under lice nse with ISO
No reproduction or networking permitted without license from IHS Not for Resale
---`,,`,`,,`,,`-`-````,,,,```,,`--ISO 10893-6:2011(E)
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Contents
Page
Foreword............................................................................................................................................................iv
1 Scope......................................................................................................................................................1
2 Normative references............................................................................................................................1
3 Terms and definitions...........................................................................................................................2
4 General requirements...........................................................................................................................2
5 Test method...........................................................................................................................................3
6 Image quality..........................................................................................................................................6
7 Processing of film...............................................................................................................................11
8 Viewing conditions for radiographs..................................................................................................11
9 Classification of indications...............................................................................................................11
10 Acceptance limits................................................................................................................................11
11 Acceptance..........................................................................................................................................12
12 Test report............................................................................................................................................12
Annex A (informative) Examples of distribution of imperfections...............................................................13
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Foreword
ISO (the International Organization for Standardization) is a worldwide federation of national standards bodies
(ISO member bodies). The work of preparing International Standards is normally carried out through ISO
technical committees. Each member body interested in a subject for which a technical committee has been
established has the right to be represented on that committee. International organizations, governmental and
non-governmental, in liaison with ISO, also take part in the work. ISO collaborates closely with the
International Electrotechnical Commission (IEC) on all matters of electrotechnical standardization.
International Standards are drafted in accordance with the rules given in the ISO/IEC Directives, Part 2.
The main task of technical committees is to prepare International Standards. Draft International Standards
adopted by the technical committees are circulated to the member bodies for voting. Publication as an
International Standard requires approval by at least 75 % of the member bodies casting a vote.
Attention is drawn to the possibility that some of the elements of this document may be the subject of patent
rights. ISO shall not be held responsible for identifying any or all such patent rights.
ISO 10893-6 was prepared by Technical Committee ISO/TC 17, Steel, Subcommittee SC 19, Technical
delivery conditions for steel tubes for pressure purposes.
This first edition cancels and replaces ISO 12096:1996, which has been technically revised.
ISO 10893 consists of the following parts, under the general title Non-destructive testing of steel tubes:
⎯ Part 1: Automated electromagnetic testing of seamless and welded (except submerged arc-welded) steel
tubes for the verification of hydraulic leaktightness
⎯ Part 2: Automated eddy current testing of seamless and welded (except submerged arc-welded) steel
tubes for the detection of imperfections
⎯ Part 3: Automated full peripheral flux leakage testing of seamless and welded (except submerged arc-
welded) ferromagnetic steel tubes for the detection of longitudinal and/or transverse imperfections
⎯ Part 4: Liquid penetrant inspection of seamless and welded steel tubes for the detection of surface
imperfections
⎯ Part 5: Magnetic particle inspection of seamless and welded ferromagnetic steel tubes for the detection of
surface imperfections
⎯ Part 6: Radiographic testing of the weld seam of welded steel tubes for the detection of imperfections
⎯ Part 7: Digital radiographic testing of the weld seam of welded steel tubes for the detection of
imperfections
⎯ Part 8: Automated ultrasonic testing of seamless and welded steel tubes for the detection of laminar
imperfections
⎯ Part 9: Automated ultrasonic testing for the detection of laminar imperfections in strip/plate used for the
manufacture of welded steel tubes
⎯ Part 10: Automated full peripheral ultrasonic testing of seamless and welded (except submerged arc-
welded) steel tubes for the detection of longitudinal and/or transverse imperfections
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⎯ Part 11: Automated ultrasonic testing of the weld seam of welded steel tubes for the detection of
longitudinal and/or transverse imperfections
⎯ Part 12: Automated full peripheral ultrasonic thickness testing of seamless and welded (except
submerged arc-welded) steel tubes
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Non-destructive testing of steel tubes —
Part 6:
Radiographic testing of the weld seam of welded steel tubes
for the detection of imperfections
1 Scope
This part of ISO 10893 specifies requirements for film-based radiographic X-ray testing of the longitudinal or
helical weld seams of automated fusion arc-welded steel tubes for the detection of imperfections.
It can also be applicable to the testing of circular hollow sections.
NOTE As an alternative, see ISO 10893-7 for digital radiographic testing.
2 Normative references
The following referenced documents are indispensable for the application of this document. For dated
references, only the edition cited applies. For undated references, the latest edition of the referenced
document (including any amendments) applies.
ISO 5576, Non-destructive testing — Industrial X-ray and gamma-ray radiology — Vocabulary
ISO 5579, Non-destructive testing — Radiographic examination of metallic materials by X- and gamma
rays — Basic rules
ISO 9712, Non-destructive testing — Qualification and certification of personnel
ISO 10893-7, Non-destructive testing — Part 7: Digital radiographic testing of the weld seam of welded steel
tubes for the detection of imperfections
ISO 11484, Steel products — Employer's qualification system for non-destructive testing (NDT) personnel
ISO 11699-1, Non-destructive testing — Industrial radiographic films — Part 1: Classification of film systems
for industrial radiography
ISO 17636, Non-destructive testing of welds — Radiographic testing of fusion-welded joints
ISO 19232-1, Non-destructive testing — Image quality of radiographs — Part 1: Image quality indicators (wire
type) — Determination of image quality value
ISO 19232-2, Non-destructive testing — Image quality of radiographs — Part 2: Image quality indicators
(step/hole type) — Determination of image quality value
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3 Terms and definitions
For the purposes of this document, the terms and definitions given in ISO 5576 and ISO 11484 and the
following apply.
3.1
tube
hollow long product open at both ends, of any cross-sectional shape
3.2
welded tube
tube made by forming a hollow profile from a flat product and welding adjacent edges together, and which
after welding can be further processed, either hot or cold, into its final dimensions
3.3
manufacturer
organization that manufactures products in accordance with the relevant standard(s) and declares the
compliance of the delivered products with all applicable provisions of the relevant standard(s)
3.4
agreement
contractual arrangement between the manufacturer and purchaser at the time of enquiry and order
4 General requirements
4.1 Unless otherwise specified by the product standard or agreed on by the purchaser and manufacturer, a
radiographic inspection shall be carried out on tubes after completion of all the primary production process
operations (rolling, heat treating, cold and hot working, sizing, primary straightening, etc.).
4.2 This inspection shall be carried out by trained operators qualified in accordance with ISO 9712,
ISO 11484 or equivalent, and supervised by competent personnel nominated by the manufacturer. In the case
of third-party inspection, this shall be agreed on between the purchaser and manufacturer.
The operating authorization issued by the employer shall be according to a written procedure. NDT operations
shall be authorized by a level 3 NDT individual approved by the employer.
NOTE The definitions of level 1, 2 and 3 can be found in appropriate International Standards, e.g. ISO 9712 and
ISO 11484.
4.3 The tubes under test shall be sufficiently straight and free of foreign matter as to ensure the validity of
the test. The surfaces of the weld seam and adjacent parent metal shall be sufficiently free of such foreign
matter and surface irregularities which can interfere with the interpretation of the radiographs.
Surface grinding is permitted in order to achieve an acceptable surface finish.
4.4 In cases where the weld reinforcement is removed, markers, usually in the form of lead arrows, shall be
placed on each side of the weld such that its position can be identified on the radiograph.
4.5 Identification symbols, usually in the form of lead letters, shall be placed on each section of the weld
beam radiograph such that the images of these symbols appear in the radiograph to ensure unequivocal
identification of the section.
4.6 Permanent markings shall be provided on the source side of the tube surface to provide reference
points for the accurate relocation of the position of each radiograph. Where the nature of the product or its
intended service conditions render stamping impossible, other suitable means shall be provided for relocating
the radiographs, e.g. by paint marking or reference to accurate sketches.
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4.7 When carrying out radiography of a continuous length of a weld with separate films, adjacent films shall
overlap by at least 10 mm to ensure that no portion of the weld length remains unexamined.
5 Test method
5.1 The weld of longitudinally or helically welded tubes shall be radiographically tested using the X-ray film
technique. The application of non-film, digital radiographic techniques shall conform to ISO 10893-7.
5.2 Two image quality classes A and B, in accordance with ISO 17636, shall be specified:
⎯ class A: X-ray examination technique with standard sensitivity;
⎯ class B: X-ray examination technique with enhanced sensitivity.
NOTE Most applications are covered by the use of image quality class A. Image quality class B is intended for more
important and difficult applications where image quality class A can be insufficiently sensitive to reveal all the
imperfections being detected. Image quality class B requires the use of film system class C4 or higher (fine grain films and
lead screens) and, therefore, generally requires a longer exposure time. The required image quality class is usually stated
in the relevant product standard.
5.3 The film system class used shall be at least film system class C5 for image quality class A and shall be
at least C4 (C3 for X-ray voltage < 150 kV) for image quality class B. (The classes are defined in ISO 5579,
ISO 11699-1 and ISO 17636.)
The front intensifying metal screen, for both image quality class B and image quality class A, shall have a
thickness of between 0,02 mm and 0,25 mm. Other thicknesses may be adopted for the back intensifying
screen. In cases where a double film technique is used, both intensifying screens, if used, shall be in the
upper thickness range of the front intensifying screen.
5.4 Salt intensifying screens shall not be used.
5.5 The amount of back-scattered and internally scattered X-ray radiation absorbed by the film shall be
minimized.
If there is doubt regarding the adequacy of protection from back-scattered X-ray radiation, a characteristic
symbol (typically, a 10 mm high lead letter, typically “B” and 1,5 mm thick) shall be attached to the back of the
cassette or film holder and a radiograph shall be made in the normal manner. When the image of this symbol
appears on the radiograph at a lighter density than the background, it is an indication that protection against
back-scattered X-ray radiation is insufficient and it is essential that additional precautions be taken.
5.6 The beam of radiation shall be directed at the centre of the section of the weld seam under examination
and shall be normal to the tube surface at that point.
5.7 The diagnostic length shall be such that the increase in penetrated thickness at the ends of the useful
length of a radiograph shall not exceed the penetrated thickness at the centre of the radiograph by more than
10 % for image quality class B or by more than 20 % for image quality class A, provided the conditions
specified in 5.11 and Clause 8 are not compromised.
5.8 The single wall penetration technique shall be used. If this technique is impracticable for dimensional
reasons, use of the double wall penetration technique is permitted by agreement.
5.9 The separation between the film and the weld surface shall be as small as possible.
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5.10 The minimum value of the source-to-weld distance, f, shall be selected such that the ratio of this
distance to the effective focal spot size d, i.e. f/d, conforms to the values given by the following formulae:
for image quality class A:
f
W7,5 ×b2/3 (1)
d
for image quality class B:
f
W15×b2/3 (2)
d
where
b is the specified wall thickness in the direction of the radiation beam plus separation between the film and the
surface remote from the radiation source, in millimetres.
NOTE These relationships are presented graphically in Figure 1.
5.11 Exposure conditions shall be such that the density of the radiograph of the sound weld metal in the area
under examination is not less than 2,3 for image quality class B and not less than 2,0 for image quality class A.
Fog density shall not exceed 0,3. Fog density (here) is defined as the total density (emulsion and base) of a
processed, unexposed film.
5.12 To maintain sufficient sensitivity, the X-ray tube voltage should not exceed the maximum values given
in Figure 2.
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a Effective focal spot size, d, in millimetres.
b Minimum source-to-weld distance, f, for class B, in millimetres.
c Minimum source to weld distance, f, for class A, in millimetres.
d Weld-to-film distance, b, in millimetres.
Figure 1 — Nomogram for determination of minimum source-to-weld distance, f, in relation to weld-to-
film distance, b, and the effective focal spot size, d
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Key
X penetrated thickness, in millimetres
Y X-ray voltage, in kilovolts
Figure 2 — Maximum X-ray voltage for X-ray devices up to 500 kV as a function of penetrated
thickness
6 Image quality
6.1 The image quality shall be determined by the use of a mild steel image quality indicator (IQI) of the type
specified in ISO 19232-1 or ISO 19232-2, and agreed on between the purchaser and the manufacturer. The
IQI shall be placed on the surface facing the source of radiation, on the parent material adjacent to the weld
(see Figures 3 and 4).
The IQI shall only be placed on the film side when the surface facing the radiation source is inaccessible. In
these circumstances, a letter “F” shall be placed near the IQI and this procedural change recorded in the test
report.
NOTE For further details, see ISO 19232-1, ISO 19232-2 and ISO 17636.
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a) Wire type
b) Plaque and step/hole types
Key
1 centre of beam
2 wire type IQI, thinnest wire away from the centre of the beam
3 step/hole type IQI, thinnest step away from the centre of the beam
4 plaque type IQI with shim stock
5 outer weld reinforcement
6 tube wall
7 inner weld reinforcement
a Diagnostic length.
Figure 3 — Positioning of IQIs (basic requirements) and the use of shim stock for packing
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a) Wire type
b) Step/hole type
c) Plaque type
Figure 4 — Types of image quality indicator
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6.2 The two image quality classes are defined in Tables 1 to 4.
Table 1 — Wire IQI
Image quality class A
Specified thickness,
T IQI value
mm
T u 1,2 W 18
1,2 <T u 2 W 17
2 <T u 3,5 W 16
3,5 <T u 5 W 15
5 <T u 7 W 14
7 <T u 10 W 13
10 <T u 15 W 12
15 <T u 25 W 11
25 <T u 32 W 10
32 <T u 40 W 9
40 <T u 55 W 8
55 <T u 85 W 7
85 <T u 150 W 6
150 <T u 250 W 5
250 <T W 4
Table 2 — Step/hole IQI
Image quality class A
Specified thickness,
T IQI value
mm
T u 2 H 3
2,0 <T u 3,5 H 4
3,5 <T u 6 H 5
6 <T u 10 H 6
10 <T u 15 H 7
15 <T u 24 H 8
24 <T u 30 H 9
30 <T u 40 H 10
40 <T u 60 H 11
60 <T u 100 H 12
100 <T u 150 H 13
150 <T u 200 H 14
200 <T u 250 H 15
250 <T u 320 H 16
320 <T u 400 H 17
400 <T H 18
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Table 3 — Wire IQI
Image quality class B
Specified thickness,
T IQI value
mm
T u 1,5 W 19
1,5 <T u 2,5 W 18
2,5 <T u 4 W 17
4 <T u 6 W 16
6 <T u 8 W 15
8 <T u 12 W 14
12 <T u 20 W 13
20 <T u 30 W 12
30 <T u 35 W 11
35 <T u 45 W 10
45 <T u 65 W 9
65 <T u 120 W 8
120 <T u 200 W 7
200 <T u 350 W 6
350 <T W 5
Table 4 — Step/hole IQI
Image quality class B
Specified thickness,
T IQI value
mm
T u 2,5 H 2
2,5 <T u 4 H 3
4 <T u 8 H 4
8 <T u 12 H 5
12 <T u 20 H 6
20 <T u 30 H 7
30 <T u 40 H 8
40 <T u 60 H 9
60 <T u 80 H 10
80 <T u 100 H 11
100 <T u 150 H 12
150 <T u 200 H 13
200 <T u 250 H 14
6.3 For the double wall penetration technique, the image quality value that shall be used shall be taken as
that corresponding to twice the specified wall thickness.
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7 Processing of film
The radiographs shall be free from imperfections due to processing or other defects that could interfere with
interpretation.
8 Viewing conditions for radiographs
The minimum luminance of the illuminated radiograph shall be 30 cd/m2 for densities less than or equal to 2,5
and 10 cd/m2 for densities greater than 2,5.
9 Classification of indications
9.1 All indications found on the radiograph shall be classified as weld imperfections or defects as described
in 9.2 and 9.3.
9.2 Imperfections are discontinuities in the weld seam detectable by the radiographic testing method
described in this part of ISO 10893. Imperfections with a size and/or population density which are within the
specified acceptance limits are considered to have no practical implications on the intended use of the tubes.
9.3 Defects are imperfections with a size and/or population density greater than the specified acceptance
limits. Defects are considered to adversely affect or limit the intended use of the tubes.
10 Acceptance limits
10.1 Acceptance limits are applicable to radiographic examination of the weld seam and specified in 10.2 to
10.6, unless alternative requirements are specified in the product standards.
10.2 Cracks, incomplete penetration and lack of fusion are not acceptable.
10.3 Individual circular slag inclusions and gas pockets up to 3,0 mm or T/3 in diameter (T = specified wall
thickness), whichever is the smaller, are acceptable.
The sum of the diameters of all such permitted individual imperfections in any 150 mm or 12T of weld length,
whichever is the smaller, shall not exceed 6,0 mm or 0,5T, whichever is the smaller, where the separation
between individual inclusions is less than 4T.
10.4 Individual elongated slag inclusions up to 12,0 mm or T in length, whichever is the smaller, or up to
1,5 mm in width are acceptable.
The accumulated length of such permitted individual imperfections in any 150 mm or 12T of weld length,
whichever is the smaller, shall not exceed 12,0 mm where the separation between individual inclusions is less
than 4T.
NOTE For information, the criteria specified in 10.3 and 10.4 are shown diagrammatically in Annex A.
10.5 Individual undercuts of any length having a maximum depth of 0,4 mm and not encroaching on the
minimum wall thickness are acceptable.
Individual undercuts of a maximum length of T/2 having a maximum depth of 0,5 mm and not exceeding 10 %
of the specified wall thickness are acceptable, provided there are not more than two such undercuts in any
300 mm of the weld length, and all such undercuts are dressed out.
10.6 Undercuts on the inside and outside welds which are coincident in the longitudinal direction are not
acceptable.
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11 Acceptance
11.1 Any tubes not showing indications in excess of that permitted by the corresponding acceptance limits
shall be deemed to have passed the test.
11.2 Any tubes showing indications in excess of that permitted by the corresponding acceptance limits shall
be deemed suspect.
11.3 For suspect tubes, one or more of the following actions shall be taken, subject to the requirements of
the product standard:
a) the suspect area shall be removed by dressing. Complete removal of the defect shall be verified by either
liquid penetrant or magnetic particle testing, and the dressed area shall be retested by radiography. The
remaining wall thickness shall be measured by an appropriate technique to verify compliance with the
specified tolerances;
b) the suspect area shall be repaired by welding carried out to an approved welding procedure. The repaired
area shall then be subject to radiographic examination in accordance with the requirements of this part of
ISO 10893 and the product standard;
c) the suspect area shall be cropped off. The remaining length of the tube shall be measured to verify
compliance with the specified tolerances;
d) the tube shall be rejected.
12 Test report
If specified, the manufacturer shall submit to the purchaser a test report including at least the following
information:
a) reference to this part of ISO 10893, i.e. ISO 10893-6;
b) statement of conformity;
c) any deviation, by agreement or otherwise, from the procedures specified;
d) product designation by steel grade and size;
e) radiation source, type and effective focal spot size and equipment used;
f) selected film systems, screens and filters;
g) tube voltage and current;
h) time of exposure and source-to-film distance;
i) type and position of image quality indicator (IQI);
j) IQI reading and minimum film density;
k) the image quality class achieved;
l) date of exposure and report;
m) operator identification and name, certification and signature of the responsible persons.
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Annex A
(informative)
Examples of distribution of imperfections
a) Example 1: one 12,0 mm imperfection
b) Example 2: two 6,0 mm imperfections
c) Example 3: three 4,0 mm imperfections
a Weld length 150 mm or 12 T (T = specified thickness) whichever is the smaller.
Figure A.1 — Example of maximum distribution patterns of indicated elongated slag imperfections
for specified wall thickness above 12 mm
a) Example 1: two 3,0 mm imperfections
b) Example 2: one 3,0 mm, one 1,5 mm, one 1,0 mm and one 0,5 mm imperfections
Figure A.2 (continued)
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Example 3: one 3,0 mm, one 1,0 mm and five 0,5 mm imperfections
Example 4: four 1,5 mm imperfections
Example 5: two 1,5 mm, three 1,0 mm imperfections
Example 6: six 1,0 mm imperfections
Example 7: twelve 0,5 mm imperfections
Example 8: three 1,0 mm, six 0,5 mm imperfections (scattered)
a Weld length 150 mm or 12 T (T = specified thickness) whichever is the smaller.
Figure A.2 — Examples of maximum distribution patterns of gas pocket type imperfections
for specified wall thickness above 9 mm
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ICS 23.040.10; 77.040.20; 77.140.75
Price based on 14 pages
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|
7834_1.pdf
|
UDC 621’643’413’06 : 676’743’22-46 : 628’1 F ,L( First Reprint JULY 1991 ) IS : 7834 ( Part 1 ) - 1987
,
Indian Standard
SPECIFICATION FOR
INJECTION MOULDED PVC SOCKET FITTINGS WITH SOLVENT
=I CEMENT JOINTS FOR WATER SUPPLIES
6 I PART I GENERAL REQUIREMENTS
3
;;;
x ( First Revision )
a
$i
0 1. Scope - This standard ( Part 1 ) covers general requirements regarding materials, manufacture
z. .
methods of test, inspection and marking of. all types of injection moulded PVC socket fittings
intended for connection, by using solvent cement, to PVC pipes covered by IS : 4985-1988
UI
sl [ Specification for unplasticized PVC pipes for potable water supplies ( second revision ) ] for water
supplies.
2. Materials ~.- The material from which the fitting is produced shall substantially consist of
polyvinyl chloride, to which may be added only those additives that are needed to facilitate the
manufacture of sound pipe of good surface finish, mechanical strength and opacity. None of those
additives shall be used separately or together in quantities sufficient to constitute a toxic hazard or
materially to impair the fabrication or welding properties of the pipe or to impair its chemical and
physical properties.
f 3. Size of Fitting - The sizes of the fittings shall be designated by the diameters of their sockets
: The inside diameters of the sockets of the fittings shall correspond to the outside diameters of the
z pipes given in IS : 4985-1988.
s I
&I 4. Minimum Thickness -- Thickness at any place in a fitting shall not be less than 3 mm. I’
xI
m 5. Socket Length and Diameter at M.id-Point of Socket Length
5.1 The minimum socket length of .any fitting ( see Fig. 1 ) shall be as given by the expression
L = 0’5 D + 6 mm with a minimum of 12 mm.
where
L = socket length, and
D = nominal inside’ diameter of fitting ( corresponding to the outside diameter of the
pipe covered in IS : 4985-1988 ).
5.1.1 The socket length is applicable to socket fittings for pipes, of any diameter under pressure.
The minimum socket lengths based on the formula in 5..f for socket.diameters ranging from 16 to
315 mm are given in Table 1.
5.1.2 The maximum and minimum dimensions of mean inside diameter at mid-point of socket
depth shall comply with those given in Table 1.
Note I - The mean inside diameter of the socketed portion of the fitting is defined as being the arithmetical
mean of two diameters measured at 90” to each other at the mid-point of socket length using the same cross-
section. The diameter of the socket may be decreased from mouth to root; for pipe sizes 16 to 75 mm, the total
included angle of taper shall not exceed 0” 40’; and for pipe sizes QO mm and above, the total included angle of
taper shall not exceed O0 30’.
Note 2 - Only the manufacturer of injection moulded fittings is equipped to measure the socket inside diameter.
Since the socket length is minimum only ( no tolerance is given to this dimension 1, it is not practical, other than
for the manufacturer, to establish the exact position of the mid-polnt of the socket. He can, therefore, tool up to
measure his own fittings but such equipment will not necessarily give the correct figures for a fitting of other
manufacturer.
I
i&dop<ed 25 Nove_mbeL!g87 @ November 1988, BIS Gr 4
.- I I I
BUREAU OF INDIAN STANDARDS
MANAK BHAVAN, Q BAHADUR SHAH ZAFAR MARG
NEW DELHI 110602IS : 7834 ( Part 1 ) - 1997
k---L---- 4
Note - This drawing is only intended to define the terms used in Table 1 and is not intended to illustrate speci-
fit design features.
It is possible to calculate the diameter DI and Da knowing D, L and a from the following equations:
Da - D - L tan a/2, and
DI = D + L tan a/2.
where
D = diameter at mid-point of socket length,
DI = diameter at mouth,
Da = diameter at root,
L = socket length, and
Q. = total included angle of taper.
FIG. 1 SOCKET DIMENSIONS
TABLE 1 SOCKET QIMENSIONS
( Clauses 5.1.1, 5.12; and Fig. 1 1
All dimensions in millimetres.
Nominal !Yve Minimum Socket Length Mean Socket Internal Diameter at Mid-Point
of Socket Length
~--_----h---___
Minimum Maximum7
(1) (2) (3) (4)
16 14 16’1 16’3
20 16 20’1 20’3
25 19 25’1 25’3
32 22 32’1 32’3
40 26 40’1 40’3
50 31 59’1 50’3
63 38 63’1 63’3
75 44 75’1 75’3
90 51 90’1 90’3
110 61 110’1 110’4
125 69 126’1 125’4
140 76 140’1 140’5
160 86 160’2 160’5
186 96 180’2 180’5
200 106 200’3 200’6
225 118’5 225’3 225’7
250 131’0 250’4 250’8
280 t46*0 280’4 280’9
315 163’5 315’4 316.0
i
2PS : 7834 ( Pat-t % ) - 9987
5.1.3 Out-of-roundness So/erances of socket inside diamefer - The maximum out-of-roundness
tolerances ( maximum diameter-minimum diameter ) shall be:
a) less than or equal to 0’007 D, or
b) equal to 0’2 mm ( if 0’007 D is less than 0’2 mm ).
6. Tests and Performance Requirements
6.1 Stress Relief Test - When tested by the method described in Appendix A, none of the speci-
mens tested shall show blisters, excessive delamination or cracking or signs of weldline splitting.
Ttie weldline or lines may become more pronounced during the test but this shall not be deemed to
constitute failure.
6.1.1 Special care shall be taken in examining the area around the point of injection, where no
cracks or delaminations shall penetrate to a depth greater than 20 percent of the wall thickness at
that point. The assessment of the depth of penetration of cracks or delaminations shall be carried
out’ by ‘sectioning the specimen at the point of injection and measuring the depth to which these
defects penetrate the wall thickness of the fitting.
4.2 Opacify - When tested by the method described in Appendix B, the wall of the fitting shall no!
transmit more than 0’2 percent of the visible light falling on it.
6.3 Edfect on Water -- The fittings shall not have any detrimental effect on the composition of the
water flowing through them. When tested by the method described in Appendix C, the quantities
of lead, dialkyl tin C, and higher homologues ( measured as tin 3, and any other toxic substances
extracted from the internal walls of the fittings shall not exceed the following concentrations in the
test solution:
Lead ( first extraction ) 1’0 mg/litre ( 1’0 part per million by mass 1
L&ad ( third extraction ) 0’3 mg/litre ( 0’3 part per million by mass )
Dialkyl tin C, and higher homologues 0’02 mg/litre ( 0’02 part per million by mass I
measured as tin ( third extraction )
Other toxic substances ( third 0’01 mgjlitre ( 0’01 part per million by mass )
extraction )
6.3.1 When so required by the purchaser, the manufacturer for the purpose of these tests shall
disclose all the toxic substances present.
6.4 Short-Term Hydraulic Test - When tested by the method given in Appendix D, the fittings shall
--O”2
withstand a pressure of 4’2 _. times the working pressure for one hour without failure.
7. Sampling
7.1 Pype Tests - Type tests are intended to prove the suitability and performance of a new compo-
sition, a new compounding or processing, technique, or a new design or size of joint or fitting.
Such tests, therefore, need be applied only when a change, if made in polymer composition or
method of manufacture, or when a new size or type of fitting is to be introduced.
7.1.1 Type tests for compliance with 5 and 6.1 shall be carried out on three samples taken at
randhm from each size, class and design of fittings. Type tests for compliance with 6.2 and 6.3
shall be carried out on three samples taken at random from the smallest size and lowest class of
fitting ( that is, on fittings having the thinnest wall and greatest surface area : mass ratio ).
7.1.2 All the fittings tested shall comply with the requirements for which they are examined.
7.2 Produc!ion Routine Tests These tests are spot tests carried out during manufacture to prove
the quality of a lot of fittings and shall be carried out by the method specif’ied in 4, 5, 6.1 and 6.4.IS : 7834 ( Part 1 )- 1987
7.2.1 Lof - All socket fittings-of the same size, same thickness, same length and produced from
an injection moulding machine, in a single consignment, shall be grouped together to constitute
a lot.
7.2.2 The conformity of the lot to the requirements of this standard shall be ascertained for each
lot separately. The number of socket fittings to be sampled from each lot shall depend on the size
of the lot and shall be in accorriance with col 1 and 2 of Table 2.
TABLE 2 SCALE OF SAMPLING AND PERMISSIBLE NUMBER OF DEFECTIVES
Number of Fittings Sample Size Acceptance Number Acceptance Number
in the Lot (A) (B)
(1) (2) (3)’ (4)
upto 150 3 0 0
151 to 300 5 0 0
301 to 500 8 0 0
501 to 1000 13 1 0
1 001 to 3000 20 1 0
3001 to 10000 32 2 1
10001to 35 000 50 3 2
35 001 to 150 000 80 5 3
150 001 and above 125 7 5
7.2.2.i These sockets fittings shall be selected from the lot at random. In order to ensure the,
randomness of selection, procedures given in IS : 49051968 ‘Methods for random sampling’ may be
followed.
of
7.2.3 Number fesfs and criteria for confdrmity
7.2.3.1 Each socket fitting so selected shall be examined for requirements given in 4.1,5.1 and 6.1.
Any socket fitting failing in one or more of these requirements shall be considered as defective.
The lot shall be considered as conforming to the requirements of this standard if the number of
defective socket fittings found in the sample does not exceed the corresponding acceptance number
.A given in col 3 of Table 2.
7.2.3.2 The lot rejected according to j.2.3.1 may be retested for characteristics for which it has
failed. For this purpose, number of socket fittings to be selected at random from the lot shall be
according to col 1 of Table 2. A socket fitting failing to satisfy the requirements of any of these
characteristics shall be considered as defective. The lot shall be deemed to satisfy the require-
ments of this standard if the number of defective socket fittings found in the sample does not exceed
the corresponding acceptance number B given in col 4 of Table 2, otherwise the lot shall be
rejected.
8. Marking
8.1 Ail fittings shall be clearly and indelibly marked at a p’rominent place visible even after the
installation of the fitting with the following:
a) Manufacturer’s identification mark, and
b) Size of the fitting ( see 3.1 ) and the appropriate class ( working pressure ) of IS : 4985-1988
to which the pressure rating of the fitting corresponds.
8.1.1 PVC fittings also conforming to specific requirements as prescribed in the relevant parts of
the standard may also be marked with the Standard Mark. For fittings for which specific require-
ments have not- been laid in the various parts of this standard, Standard Mark may be based on the
general requirements.
8.2 Standard Marking - Details available with the Bureau of Indian Standards,
4IS : 7834 ( Part I ) - 1887
APPENDIX A
( Clause 6.1 )
STRESS RELIEF TEST
A-l. General
A-l.1 This test may be carried out either in an air-oven or alternatively in a bath of polyethylene
giycoi, glycerol or a mineral oil free from aromatic hydrocarbons.
A-2. Test Specimens
A-2.1 Three specimens of the type and size of fitting under test shall be selected at random,
A-3. Oven Method
A-3.1 &par&us - An electrically heated air-oven with circulating fan, the whole interior of which is
maintained automatically at a temperature of 150 f 4°C.
A-3.2 Procedure - The specimens shall be placed in the oven, standing on one socket mouth, The
specimens may be supported, if necessary, by a simple jig that has been preheated in the oven.
A-3.2.1 ,The time shall be measured from the time at which the oven regains the temperature of
‘150°C.
A-3.2.2 After 1 hour, the specimens shall be removed from the oven and allowed to cooi naturally
before examination.
in air
A-4. immersion Method
A-4. I Apparatus - A thermostatically controlled bath in which the heat transfer medium is polyethy_
glycerol or mineral oil free from aromatic hydrocarbons. The bath is stirred conti_
lene giycol,
nuously and maintained automatically at a temperature of 150 f 4°C.
A-4.2 Procedure - The specimens shall be placed in the bath standing on one socket mouth. The
time shall be measured from the moment at which the bath regains a temperature of 1500~
A-4.2.1 After 15 minutes, the specimens shall be removed from the bath and allowed to cooi
naturally in air before examination.
A-5. Assessment of Results
A-5.1 The specimens tested shall meet the requirements given in 6.1.
APPENDIX B
( Clause 6.2 )
TEST FOR OPACITY
B-I. Apparatus
B-l.1 The following apparatus are required:
a) Source of light ( electric lamp );
b) Photoelectric ceil, and
c) Spot light galvanometer.
5IS : 7834 ( Part 1 )- 1987
B-2. Procedure
B-2.1 The light source and photoelectric cell shall be set up at a convenient distance apart, the
light from the former falling on the latter in the absence of day light. The galvanometer shall be
connected to the photoelectric cell and the maximum deflection registered shall be noted.
B-2.1.1 A piece of fitting shall then be placed over the photoelectric cell so that one wall is
interposed between the light source and the cell ( the distance between source and cell being kept
constant ).
5-2.1.2 The maximum deflection of the galvanometer shall again be noted. The second deflec.
tion expressed as a percentage of the first shall give a measure of the visible light transmitted.
5-3. Assessment of Results
B-3.1 The specimen tested shall meet the requirements given in 6.2.
APPENDIX C
( Clause 6 3 )
TEST FQK EFFECT ON WATER
C-l. Preparation of Test Specimens
C-l.1 If the total surface area of the fitting to be exposed to the extractant is less than 200 cmx, a
number of fittings of the same size and type shall be tested together so that the total surface area
to be extracted exceeds 200 cm’. The extractions may be carried out either on the internal surfaces
only or on the complete fitting.
C-l.2 The fitting shall be immersed in running tap water for 6 hours and then rinsed with little
distilled water complying with IS : 1070-1977 ‘Specification for water for general laboratory use
( second revision )’ to remove any remnants of tap water.
C-2. Procedure
C-2. I rc’or Extraction of Internal Surfaces of fittings Onl - Close the bottom and ( if fitted ) side
sockets of each test specimen with stoppers of polythene cyo r some-other non-interfering material ),
ensuring that the seals do not allow leakage.
C-2.1.1 Fill the fittings with water containing added carbonic acid equivalent to 150 mg CQe/ljtre.
A freshly made solution shall be used for each series of tests.
C-2.1.1.1 The water containing the desired quantity of carbon dioxide can conveniently be pre-
pared by saturating a large bulk of water with carbon dioxide determining the carbon dioxide
content by a standard method such as that given in IS : 3025-1964 ‘Methods of sampling and test
( physical and chemical ) for water used in industry’ ( with suitable adjustment of quantities ) and
then mixing with the calculated quantity of carbon dioxide free water.
C-2.1.2 Cover the open end of each specimen. Maintain the fittings and extractant at room
temperature for 48 hours then empty the three jots of water into suitable containers. Retain these
samples for the determination of the amount of lead present after the first extraction.
C-2.1.3 Refill the fittings with fresh extractant, cover and stand as above for 48 hours, then empty
and discard the three lots of water. Again refill the fittings with fresh extractant and maintain all
at room temperature for 48 hours, then empty the three lots of water into suitable containers.
Retain these samples for the determination of the amounts of metal and other toxic substances
present after the third extraction.
C-2.1.4 Determine the amounts of metal and other toxic substances present after the first and
third extractions by one of the methods listed below and take the arithmetic averages of each set of
triplicate san,ples. These averages shall be reported in milligrams.IS : 7834 ( Part 1) - 1987
Suitable methods of analysis for metals are given in the following publications:
a) IS : 30251964.
b) TAYLOR ( E. Windle ). Examination of waters and water supplies ( Thresh, Beal and Suckl-
ing ). 1958. Ed. 7. J. & A. Churchill Ltd, London ( UK ).
c) Standard methods for examination of water and waste water. 1965. Ed 12. The American
Water Works Association, American Public Health Association, and Water Pollution
Control Federation, U.S.A.
C-2.1.5 Determine the content of organotin by the method described in IS : 12235 ( Part 10 )-1986
‘Methods of test for unplasticized PVC pipes for potable water supplies : Part 10 Determination of
organotin as tin aqueous solution’ or by a suitable polarographic method, if a polarograph is
available.
C-2.2 For Extraction of Internal and External- Surfaces of Fittings
C-2.2.1 Take three glass vessels of suitable dimensions and in each immerse a fitting in a
quantity of distilled water complying with IS : 1070-1977 containing added carbonic acid equivalent
to 150 mg CO,/litre so that the fittings are only just covered. A freshly made solution shall be used
for each test.
C-2.2.2 Cover the vessels and maintain the fittings and extractant at room temperature for 48
hours, then empty the three lots of water into suitable containers. Retain these samples for the
determination of amount of lead present after the first extraction.
C-2.2.3 Repeat the above procedure for a second period of 48 hours, then empty and discard the
three lots of water. Again repeat the above procedure for a third period of 48 hours, then empty
the three lots of water into suitable containers. Retain these samples for the determination of the
amounts of metals and other toxic substances present after the third extraction.
C-2.2.4 Determine the amounts of metal and other toxic substances present after the first and
thi#d extractions, and take the arithmetic averages of each set of triplicate samples. These
averagesshaj! be reported in milligrams.
C-2.2.5 The manufacturer shall, if required, provide the purchaser or user with a report on the
results of these tests which have been carried out on the fitting supplied to him.
C-3. Calculation
C-3.1 The concentrations of toxic substances extracted from the fittings are calculated from the
expression:
c= e x S,
&XV
where
C = concentration, in parts per million by mass, of toxic substances;
e = mass extracted, in milligrams;
S, = surface area of flttings that would be exposed to water in service;
S, .= total surface area of fittings exposed to test; and
I/ = volume, in litres, of water contained by the area S1 in service.
C-4. Assessment of Results
C-4.1 The specimen tested shall meet the requirements given in 6.3.
7IS : 7834 ( Fart 1) - 1987
APPEN0I.X ‘0
( Clause 6.4 )
d
SHORT TERM HYDRAULIC TEST
D-l. Apparatus
+ 0’2
D-l.1 Equipment which permits the application of an internal hydraulic pressure of 4’2 __ O
times the normal pressure for at least one hour on the fitting to be tested.
D-2. Test Specimen
D-2.1 Each test specimen shall consist of a fitting, solvent welded to a section of pipe having a
minimum length of 250 mm and capable of withstanding an internal pressure of at least 4’2 times
the normal pressure of the fitting. A period of at least 24 hours shall be allowed to ensure satis-
factory setting of the joint.
D-3. Procedure
D-3.1 The free end of the pipe section shall be connected to the hydraulic pressure equipment. The
other end(s) of the test specimen shall be closed by any appropriate means.
D-3.2 The test specimen thus assembled shall be subjected for 60 minutes to an interrlal pressure
of 4’2 T_ :2 times the normal pressure of the fitting, at a temperature of 27 f 2%.
D-3.3 Throughout the test, the specimen shall be suspended or,placed in such a manner that the
induced stress is not limited by external forces.
D-4. Interpretation of Results
D-4.1 A fittting shall be considered as having passed the test if it shows no sign of deterioration,
leakage, fracture or other failure under specified conditions. The test shall be repeated if the pipe
bursts or if the solvent-welded joints leak.
D-4.2 The specimen tested as above shall meet the requirement specified in 6.4.
Note - The fitting can be tested by the method indicated as above after a period of setting for 24 hours and, if
passes the test, shall be accepted as meeting the requirements specified in 6.4. In case of failure of the joint,
retest can be done taking another test specimen and allowing at least 10 days time for satisfactory setting ot the
ioint and the final decision should be taken based on the test result obtained on this test’ specimen.
EXPLANATQRY NOTE
The injection moulded PVC socket fittings are used for connection, by solvent cement, to
PVC pipes covered by IS : 4985-1988.
The requirements of injection moulded iWC socket fittings are covered in eight parts. The
other parts are as follows:
Part 2 Specific requirements for 45” elbows
Part 3 Specific requirements for 90” elbows
Part@4 Specific requirements for 90” tees
Part 5. Specific requirements for 45’ tees
Part 6 Specific requirements for sockets
I
Part 7 Specific requirements for uniohs
Part 8 Specific requirements for caps.
According to the present manufacturing system the PVC socket fittings are manufactured to
withstand the highest pressure rating as specified in IS : 4985-1988 for the pipes.
This standard was first published in 1975 and covered sizes of fittings up to 160 mm. The
present revision has been taken up to cover additional sizes of flttings up to 315 mm.
8
Printed at Print-O- Bind, New Delhi, India
|
1592.pdf
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I,&
IS 1592:lPsJ
Indian Standard
ASBESTOS CEMENT PRESSURE PIPES -
SPECIFICATION
( Third Revisiou)l
First Reprint SEPTEMBER 1991
UDC 621’643:2-98 [ 666’91 ] : 628-143
0 BIS 1990
BUREAU OF INDIAN STANDARDS
MANAK BHAVAN, 9 BAHADUR SHAH. ZAFAR MAR0
NEW DELHI 110002
January 1990 Price Group3Cement and Concrete Sectional Committee, BDC 2
FOREWORD
This Indian Standard ( Third Revision ) was adopted by the Bureau of Indian Standards on 11 May
1989, after the draft finalized by the Cement and Concrete Sectional Committee had been approved
by the Civil Engineering Division Council.
Asbestos cement pressure pipes are being used in this country for more than 50 years and consi-
derable experience is available in regard to their use, over ground and underground, for water
supply pressure mains.
This standard was originally published in 1960 and subsequently revised in 1970 and 1980. The
Sectional Committee decided to revise the standard further in the light of experience gained in its
use. In the first revision, standard dimensions for three classes of pipes ( Class 5, 10 and 15 )
of diameter 80 to 200 mm only were given. In the second revision, detailed dimensions for pipes
of class 20 and 25 were included, in addition to covering pipes of diameter 80 to 600 mm for all
the five classes of pipes. In this revision, dimensions for pipes of diameter 700 to 1 000 mm and
two new classes of pipes, that is, Class 5 TP and Class 10 TP for diameter 700 to 1000 mm have
been included.
Addition of ground silica or pozzolana to replace ordinary Portland cement in the manufacture has
been permitted in this specification in the case of autoclaved pipes.
This standard covers all requirements of asbestos cement presssure pipes manufactured in the
sountry for local consumption as well as for export. Necessary guidance regarding the
sL!ection of asbestos cement pressure pipes may be obtained from Indian Standard ‘Guidelines for
selection of asbestos cement pipes subject to external loads with or without internal pressure
( under preparation )‘.
In the formulation of this standard, due weightage has been given to international co-ordination
among the standards and practices prevailing in different countries in addition to relating it to the
practices in the field in this country.
For the purpose of deciding whether a particular requirement of this standard is complied with,
the final value, observed or calculated, expressing the result off a test, shall be rounded off in
accordance with IS 2 : 1960 ‘Rules for rounding off numerical values ( revised )‘. The number of
significant places retained in the rounded off value should be the same as that of the specified
value in this standard.IS 1592:1989
Indian Standtird
ASBESTOS CEMENT PRESSURE PIPES
SPECIFICATION
( Third Revision )
1 SCOPE 4 CLASSIFICATION
1.1T his standard covers the requirements for 4.1 The pipes shall be classified with respect to
the works hydraulic test pressure as given in
manufacture, classification, dimensions, tests
Table 1.
and acceptance criteria for asbestos cement
pressure pipes of Class 5, 10, 15, 20, 25, 5 TP
Table 1 Classification of Asbestos Cement
and 10 TP (see 4.1 ).
Pressure Pipes
2 REFERENCES
Class Works Hydraulic Test Pressure ( TP )
2.1 The Indian Standards listed in Annex A are MPa
necessary adjuncts to this standard. 5 0.5
1.0
f: 1’5
3 MATERIAL 20 2-o
25 2.5
3.1 Composition 5TP 0’5
10 TP 1-O
Asbestos cement pressure pipes shall be made -.
from a thorough and homogeneous mixture of
NOTES
ordinary Portland cement conforming to IS 269 :
1 Class 5 TP and 10 TP pipes are recommended
1976, rapid hardening Portland cement conform-
for’use where the pipeline is not subjected to any
ing to IS 8041 : 1978, Portland slag cement external load other than a nor’mal backfill load of
conforming to IS 455 : 1976 or Portland pozzo- maximum l-25 m. Such classes of pipes shall be
lana cement conforming to IS 1489 : 1976 and manufactured only for nominal diameter 700 mm
asbestos fibre. and above.
2 Pipes of Class 6, 12, 18 and 24 corresponding to
NOTES works hydraulic test pressure of 0.6, 1.2. 1.8 and
1 Addition of ground silica or pozzolana ( up to a 2’4 MPa respectively may also be manufactured.
In such cases, detailed dimensions shall be arrived
maximum of 40 percent by mass ) to replace
at between the supplier and the purchaser.
ordiaarv Portland cement is nermissible in case of
autoclaved pipes. Pozzolana used shall c.onform to
IS 1344 : 1981 or IS 3812 : 1981. 4.2 The classification given in Table 1 is based
2 Addition of fibres other than asbestos, inorganic on the works . hydraulic test pressure. The
and/or organic, found technically suitable for the hydraulic working pressure shall normally be not
manufacture and performance of pipes (up to a more than (a) 50 percent of the pressure defining
maximum of 5 percent by mass ) is permissible. the class of pipes for diameter up to 500 mm,
and (b) 60 percent for dia 600 mm and above.
3.2 Physical Properties
4.2.1 The purchaser shall decide on the class of
3.2.1 Hydraulic Bursting Stress pipe to be used and other conditions of opera-
tion, taking note of the conditions of laying and
The unit bursting stress arrived at from hydrau-
operation of the.pipes.
lic bursting test ( see 7.3 ) shall be not less than
20 N/mm2 for sizes up to and including 300 mm
4.2.2 The relationship between the bursting
dia and 22 N/mm’ for sizes 350 mm dia and
pressure ( BP ) and the works hydraulic test
above.
pressure ( TP ) and the relationship between the
3.2.2 Transverse Crushing Stress bursting pressure ( BP ) and the normal hydrau-
lic working pressure ( WP ) shall be not less
The unit transverse crushing stress arriped at
than the values given in Table 2.
from transverse crushing test ( see 7.3 ) shall not
be less than 44 N/mm2.
5, DIMENSIONS AND TOLERANCES
3.2.3 Longitudinal Bending Stress
The unit longitudinal bending stress arrived 5.1 Nominal Diameter
at from longitudinal bending test ( see 7.3 ) shall
be not less than 24’5 N/mm”. However, this test 5.1.1 Size designation of pipes shall be accord-
requirement shall be satisfied only in ca8a of ing to their nominal diameters. The nominal
pipes of diameter 150 mm and less. This test diameter of the pipes corresponds to the internal
may be conducted with mutual agreement bet- diameter ( bore ), tolerances not being taken
ween the purchaser and the manufacturer. into account.
1IS 15!32:1!989
Table 2 Relationship Between Bursting 5.2 Thickness
Pressure ( BP ,), Works Hydraulic Test
Pressure ( TP ) and the Normal Hydraulic 5.2.1 The nominal thicknesses of different clas-
Working Pressure ( WP ) ses and diameters of pipes shall be in accordance
with Tables 3 and 4.
( Clause 4.2.2 )
5.2.2 Tolerances on rhe Thickness of the Wall
Nominal Diameter BP/TP BP/WP
mm The tolerance on thickness shall be as follows
(1) (2) (3) ( see also Note 2 under Table 3 ):
80 and 100 2 4
125 to 2C0 1.75 3.5 Nominal Thickness Tolerance
250 to 500 3’0 (mm) (mm)
6!lOt01000 ;:; 2.5 Up to and including 10 - 1’5
Over 10 up to and including 20 - 2’0
5.1.2 The nominal diameters of pipes in mm Over 20 up to and including 30 - 2’5
shall be as follows: Over 30 up to and including 60 - 3’0
80 200 700 900 Over 60 up to and including 90 - 3’5
E 250 %50 0 750* 1000 Over 90 - 4’0
NOTE - Plus tolerance shall be free.
150 600
5.2.3 The thickness shall be measured near the
NOTE-Pipes of nominal diameter larger than
1000 mm may also be manufactured; in such case, jointing surface of the pipe ends. The thickness
detailed dimensions may be arrived at between the at any point along the barrel of the pipe shall be
supplier and the purchaser. not less than that obtained by the application of
tolerances given in 5.2.2 to the nominal thick-
51.3 Tolerances on the Diameter ness ( see also Note 2 under Table 3 >. For the
purpose of measuring thickness at any point,
5.1.3.1 Tolerances on external diameter at pipe measurement shall be made on the pieces obtai-
end ned from hydraulic bursting test and transverse
crushing test.
Tolerances on the external diameter at 100 mm
from ends shall be as follows:
5.3 Nomioal Length
Nominal Diameter Tolewwes The nominal length of pipes for all diameters
mm shall be 3, 4 or 5 m. In special cases, shorter
80 to 300 $6 pipes may be specified. The nominal length
shall ‘preferably be a multiple of 0’5 m ( see also
350 to 500 f 0’8
10.1.2 ).
600 to 700
.
750tdlOoO Et
5.3.1. Tolerances on the Nominal Length
5.1.3.2 Regularity of internal diame&r ( optional
The tolerance on the length shall be + mm
test ) - 6~
20
If required, the regularity of the ,Memal dia- for diameters less than or equal to 300 mm and
meter of pipes of diameter less than or equal to f: ;; mm for nominal diameters greater than
500 mm shall be checked by means C& a sphere
or a disc, of a material una&cW by water 300 mm.
which shall pass freely in the pipe. The disc 5.3.2 The aggregate length of pipes supplied
shall be kept perpendicular to the axis of the shall be not less than the aggregate nominal
pipe. The diameter df the sphere or the disc length ordered and shall include the complete
shall be less than the nominal internal diameter requirements of joints for the ordered length if
of the pipe by the following: the joints ( see 8 ) are ordered for.
2’5 + 0’01 d
5.4 Straightness ( Optional Test )
where
5.4.1 The deviation’ in straightness determined
d = nominal diameter of pipe in mm. by straightness test for pipes in accordance
with IS 5913 : 1939 shall not exceed the follow-
If required, the regularity of internal diameter
ing:
of pipes of diameter greater than 500 mm shall
be checked by measuring at each end of the
Nominal Diameter Maximum Deviation
pipe, three diameters at an angle of about 60”
mm mm
between them with an accuracy off 1 mm. .
None of the six measured diametti shall be f
smaller than that allowed by the application of SO to 150 5’5 I 6.: I
the above formula. 200 to 400 4’5 I 5’5 I
450 to 1000 3’0 I 4’0 I
*Non-preferred size. NOTE - 1 is the length of the pipe in metres.
2IS 1592 : 1989
Table 3 Classification and Dimensions of Asbestos Cement Pressure Pipes
(Clauses 5.2.1, 5.2.2, 5.2.3 and 5.5)
SI g; Class 5 Clms 10 Class 15 Class 20 Class 25
No. r---L-_ y---A - c-- ---y r--- h----\r-_-A-__
Tkick- External Tkick- External Thick- External Thick- External Thick External ’
ness Diameter ness Diameter ness Diameter ness Diameter ness Diameter
( l I g2,’ (3) (4) (5) (6) (7) (8) (9) (lb) (11) ( 12 1
mm mm mm mm mm mm mm mm mm mm
1 80 9.5 99.5 9-S 99-5 9-s 995 11-o 101.5 13’5 106’5
2 100 9.5 120.0 9.5 120.0 10.0 121-o 13.5 126-5 I 6’5 132’5
3 125 9.5 145.0 9.5 145.0 11-o 147.0 14-o 152.5 17.5 159.5
4 150 9.5 171.0 9’5 171-o 13.0 176.5 16.5 183.0 21’0 191-o
5 200 9.5 221.0 11’5 225.0 16.5 233.5 22.0 242.5 27.5 253.5
6 250 9.5 271.0 12.0 276.5 17.0 284.5 23.0 294.5 28.5 305.5
7 300 9.5 322’5 14.0 328.5 20.0 340.5 27.0 352.5 34.5 366.5
8 356 14.5 379.5 14-5 379.5 21-o 392’0 17’5 405’0 35.0 4199
9 400 16’0 432.0 16-o 432 0 24.0 448-O 32.0 463.0 39-5 478-O
10 450 17.5 482 0 17-5 482’0 26’5 498’0 35.5 515-o 44.0 532-O
11 500 19.5 536.5 19.5 536.5 29.0 5545 39-o 572.5 48.5 591.5
12 600 23.5 643.5 23’5 643.5 35.0 665.5 46.0 686.5 58-O 710.5
13 700 33.0 761-O 33-o 761-O 37.0 769.0 50-o 795’0 64-o 823-O
14 750 34.0 813’0 34.0 813.0 39.5 824.0 54-o 853.0 68.5 882 0
15 800 35’0 865.0 35.0 865-O 42.5 880-O 57.5 910.0 73-o 941’0
16 850 37.0 919.0 37-o 919.0 45-o 935.0 61.0 967-O 77.5 1000-O
17 900 39.0 973-o 39.0 973.0 47.5 990-o 64.5 1 024.0 82-O 1 059-o
18 1000 43.5 1 082.0 43’5 1 082.0 53-o 1 101-O 71.5 1 138.0 91.0 1 177.0
NOTES
1 External diameters at finished ends of the pipes specified in the table are already in practical use and are
specified for the purpose &’ interchangeability. Due to inherent characteristics of the manufacturing
process and common moulds for all classes, external diameter may not be equal to internal diameter plus twice
the thickness in all cases.
2 For nominal diameters 700 to 1000 mm for classes 5 to 25, the barrel thickness shall be not less than the
thickness mentioned above. The same may be verified from bursting test pieces.
Table 4 Classification and Dimensions of 7 TESTS
Asbestos Cement Pressure Pipes
7.1 The works hydraulic pressure tightness test
( Clauses 5.2.1 and 5.5 ) shall be performed on all the pipes ( compul-
sory test ).
Sl Nom Class 5 TP Class 10 TP
No. Dia c___*_--~ C-----,h-~--~
7.2 Works Hydraulic Pressure Tightness Test
mm Thickness External Thickness External
Dia Dia
mm The pipes shall show no fissure, leakage or
(1) (2) p3”; (4) ;“5; (“8; sweating on the outside surface when tested in
24.5 744 24.5 744 accordance with the method described in
: :%!I 26.0 797 26’0 797 IS 5913 : 1989 to the works hydraulic test
3 800 28.0 851 28-O 851 pressure given in Table 1.
29.5 904 29.5 904
:: Go’ 31.5 938 31.5 958 7.3 Test shall be conducted to check the physi-
6 1000 34’5 1 064 34’5 1 064
cal properties mentioned in 3.2.1 to 3.2.3 in
NOTE - Class 5 TP and 10 TP pipes are recom- accordance with,method described in IS 5913 :
mended for use where the pipeline is not subjected 1989.
to any external load other than a normal backfill
load of maximum 1.25 m.
8 JOINTS
5.5 The dimensions of asbestos cement pressure
8.1 Two types of joints are normally provided
pipes of different classification as given in 4 and
with asbestos cement pressure pipes and they
different nominal diameters as given in 5.1 shall
are :
be as given in Tables 3 and 4.’ ’
4 Asbestos cement couplings with rubber
6 FINISH sealing rings, and
6.1 All internal surfaces of the pipes should be b) Cast iron detachable joints with rubber
regular and smooth. sealing rings and bolts and nuts.
6.2 The shape of the finished ends should be 8.2 The composition of asbestos cement coupl-
fixed by the manufacturer to suit the type of ings shall conform to 3.1 and the cast iron
joint used. detachable joints shall conform to IS 8794 : 1978.
3.
is
1592: 1989
8.3 Rubber rings used‘in jointing shall comply by the manufacturer on all the pipes ( see 7.1 )
with the requirements of IS 5382 : 1985. If the as a part of the manufacturing programme. The
pipes are to be used for conveying drinking purchaser, if he so desires, may be present or
water, the rings shall not affect the quality of depute a representative to be present while the
water. tests are being carried out ( see also 10.2.2) .
8.4 The dimensions of ,asbestos cement coupl- 10.1.4T he pipes which do not satisfy the above
ings shall be as given by the manufacturer. The requirements shall be rejected
tolerances on the internal diameter shall be as
agreed to with the manufacturer taking into 10.2 Inspection by Sampling
account the tolerances on the rings and pipes.
10.2.1 The tests indicated in 3.2.1 to 3.2.3 shall
8.5 The assembled joints shall be flexible and be conducted on samples of pressure pipes selec-
capable of withstanding the specified hydraulic ted as in 12.
pressure (see 4.1 and 7.2&f the pipes on which
they are to be used when the pipes are set at the 10.2.2 If the purchaser does not witness the
maximum permissible angular deviation indicat- hydraulic pressure tightness test, which the
ed by the manufacturer. manufacturer carried out on all pipes as given
in 10.1.3, he may, for checking purposes and
8.5.1 The number of joints which are to be
after giving notice, ask for additional hydraulic
tested shall be as agreed to between the purcha-
pressure tightness test ( see 7.2 ) on only samples
serand manufacturer subject to 12.
of pipes selected as given in 12.
9 INDEPENDENT TESTING
11 MANUFACTURER’S CERTIFICATE
9.1 If the purchaser or his repre$entative requires 11.1 The manufacturer shall satisfy himself that
independent tests, the samples shall be taken the pipes conform to the requirements of this
before or immediately after delivery at the standard and, if required, shall furnish a certifi-
option of the purchaser or his representative cate to this effect to the purchaser or his repre-
and the tests shall be carried out in accordance sentative, clearly stating the class and the
with this standard on the written instruction of diameter of the pipe.
the purchaser or his representative.
12 SAMPLING
10 CRITERIA FOR ACCEPTANCE
12.1 The sampling, inspection and acceptance
10.1 Inspection of Each Item of Consignment shall be in accordance with IS 7639 : 1975. Each
inspection lot should include only items of the
same diameter and of the same class. Unless
10.1.1F inish, Marking, Dimensions and Toleran-
otherwise agreed to between the manufacturer
ces
and the purchaser, the maximum and minimum
The finish ( see 6), the marking (see 13 ), the inspection lots shall be as follows: .
dimensions and the tolerance on pipes and joints
a) 800 and 200 pipes, respectively for dia-
( see 5 and 8.4 ) may be verified on each item of
meters up to 100 mm;
the consignment.
In order to reduce the duration and the cost of b) 400 and 100 pipes, respectively for dia-
the acceptance operations in practice, the meters from 125 to 250 mm; and
inspection of characteristics made on each item c) 200 and 100 pipes, respectively for dia-
of the consignment may, at the purchaser’s . meters of 300 mm and above.
request, be replaced by an inspection by sampl-
ing. In this case, if the inspection results tend
13 MARKING
toward the rejection of the lot, the manufacturer
may ask for 100 percent inspection on all items
13.1 Each pipe shall be legibly and indelibly
of the consignment with regard to the failing
marked with the folIowing information:
characteristics.
a) Manufacturer’s name or trade-mark, if
10.1.2 Leligth Delivery Tolerances any;
At least 90 percent of the pipes supplied should b) Date of manufacture;
be of the nominal length ( subject to the tole-
c) Nominal diameter;
rances given in 5.3.1). The remainder may be
shorter by not more than 1 m in case of pipes of d) Class of pipe; and
3 m nominal length and by not more than 2 m
e) Pictorial warning sign as given in IS 12081
in c&e ofspipes of 4 and 5 m nominal length,
( Part 2 ) : 1987.
The required number of additional joints be-
cause of supply of short length pipes, shall be
14 SAFETY RULES SHEET
supplied by the manufacturer without any extra
cost.
14.1 All delivery of asbestos cement pipes shall
10.1.3 The works hydraulic pressure tightness be accompanied by a safety rules sheet as given
test in accordance with 7.2 should be carried out in IS 11769 ( P+rt 1 ) : 1987.
-4IS 1592 : fW
ANNEX A
( Clause 2.1 )
LIST OF REFERRED INDIAN STANDARDS
IS No. Title IS No. Title
IS 269 : 1976 Ordinary and low heat Port- IS 7639 : 1975 Method5 of sampling of
land cement ( third revision ) ii\be\t(>%ce mcnl products
IS 455 : 1976 Portland slag cement IS x041 : 197X Rapid hardening Portland
cement ( firsf revi.Gon )
IS 1344 : 1981 Calcined clay pozzolana
( second revision j 19 8794 : 197% Ca\t iron detachable joints
for ux with avbcstos cemen8
IS 1489 : 1976 Poftland-pozzolana cement
pressure pipes
( second revision j
IS 11769 ( Part 1 ) : Guidelines for safe use of
IS 3812 : 1981 Fly ash for use as pozzolana
1987 products containing asbes-
and admixture ( first revi-
tos : Part 1 Asbestos cement
sion )
products
IS 5913 : 1989 Methods of test for asbestos
cement products ( first revi- IS 12081 (I$t72) : Recommendations for picto-
rial warning signs and pre-~
sion )
cautionary notices for
IS 5382 : 1985 Rubber sealing rings for gas asbestos and products cou-
mains, water mains and taining asbestos: Part 2
sewers ( first revision ) Asbestos and its products
5Standard Mark
The use of the Standard Mark is governed by the provisions of the Bureau of Indian
Standards Act, 1986 and the Rules and Regulations made thereunder. The Standard Mark on
products covered by an Indian Standard conveys the assurance that they have been produced
to comply with the requirements of that standard under a well defined system of inspection,
testing and quality control which is devised and supervised by,BIS and operated by the pro-
ducer. Standard marked products are also continuously checked by BIS for conformity to
that standard as a further safeguard. Details of conditions under which a licence for the use
of the Standard Mark may be granted to manufacturers or producers may be obtained from
the Bureau of Indian Standards.Borean of Indian Standrrd~
RIS is a statutory institutioqestablished under the Bureau of Indian Standard9 Act, 1986 to promote
harmonious development of the activities of standardization, marking and quality certification of
goods and attending to connected matters in the country.
Copyright
BIS has the copyright of all its publications. No part of these publications may be reproduced in
any form without the prior permission in writing of BIS. This does not preclude the free use, in
the course of implementing the standard, of necessary details, such as’symbols and sizes, type or
grade designations. Enquiries relating to copyright be addressed to the Director (Publications), BIS.
Revision of Indian Standards
Indian Standards are reviewed periodically and revised, when necessary and amendments, if any,
are issued from time to time. Users of Indian Standards should ascertain that they are in’ possession
of the latest amendments or edition. Comments on this Indian Standard may be sent to* BIS
giving the following reference :
Dot : No. BDC 2 (4435 )
Amendments Issoed Since Brblicatioa
Amend No. Date of Issue Text Affected
BUREAU OF INDIAN STANDARDS
Headquarters :
Manak Bhavan, 9 Bahadur Shah Z&r h&g, New Delhi 110002
Telephones : 331 01 31, 331 13 75 Telegrams : Manaksanstha
(,Common to all Offices )
Regional Offices : Telephone
Central : Manak Bhavan, 9 Bahadur Shah Afar Marg 33101 31
NEW DELHI 110002 331 13 75
Eastern : l/l4 C.I.T. Scheme VII M, V.I.P. Road, Maniktola
CALCUTTA 700054 37 86 62
Northern : SC0 445-446, Sector 35-C, CHANDIGARH 160036 53 38 43
Southern : C.I.T. Campus, 4 Cross Road. MADRAS 600113 235 02 16
Western : Manakalaya, E9 MIDC, Marol, And&i (East)
BOMBAY 400093 632 92 95
Branches : AHMADABAD. BANGALORE. BHOPAL. BHUBANESWAR.
GUWAHATI. HYDERABAD. JAIPUR KANPUR. PATNA.
-GAB THIRUVANANTHAPURAMAMENDMENT NO. 1 MARCH1993
TO
IS 1592 : 1989 ASBESTOS CEMENT PRESSURE
PIPES - SPECIFICATION
( Third Revision)
(Page 4, clause 12.1) - Substitute the following for the existing clause:
‘12.1 The sampling, inspection and acceptance shall be in accordance with
IS 7639 : 1975. Each inspection lot shall include only items of the same
diameter and of the same class.’
(CED53)
Reprography Unit, BIS, New Delhi IndiaI,. AMENDMENT NO. 2 APRIL 1995
TO
IS 1592 : Z989 ASBESTOS CEMENT PRESSURE PIPES
- SPECIFICATION
(Third Revision)
(Second coverpage, foreword, para 3 ) - Delete the entire para.
(Page 1, clause 3.1) -Substitute the following for existing clause:
‘3.1 Composition
Asbestos cement pressure pipes shall be made from a thorough and homogenous
mixture of 33 grade ordinary Portland cement conforming to IS 269 : 1989 or 43
grade ordinary Portland cement’ conforming to IS 8112 : 1989 or 53 grade
ordinary Portland cement or rapid hardening Portland cement conforming to
IS 8041 : 1990 or Portland slag cement conforming to IS 455 : 1989 or Portland
pozzolana cement conforming to either IS 1489 (Putt 1) : 1991 or IS 1489
(part 2) : 1991 and asbestos fibre.’ H” .
( Page f, clause 3.1, Note 1 ) 7- Substitute the following for the existing
note:
‘1 Additions of ground silica or pozzolatta (up to a maximum of 40 percent by mass) to replace
) otdinary Pothad cement is permissible. When pozzolana is used it shall conform to grade 1 of
IS 1344:1981 or IS 3812:198$ When ground silica is used, the pipes shall beautoclaved.
C”
( Page 5, Anner A ) : /
0 Substitute ‘IS 269 : 1989 Ordinary Portland cement, 33 grade -
Specification (fourth revision)’ for ‘IS 269 : 1976 Ordinary and low
heat Portland cement (third rev,isim)‘. *,C I
ii) Substitute ‘IS 455 : 1989 Portland slag cement - Specification
(fourth revisim) for ‘IS 455 : 1976 Portland slag cement’.
iii) Substitute the following for ‘IS 1489 : 1976, Portland-pozzolana
cement (second revision)‘:
‘IS 1489 (Part 1) : 1991 Portland-pozzolana cement -
Specification: Part 1 Fly ash based (third revision)
-- ,.- ’Amend No. 2 to IS lW2 i.1989
IS 1489 (Part 2) : 1991 Portland-pozzolana cement -
Specification : Part 2 Cekined clay bnsed (third revision)‘.
iv) Add the following after ‘IS 8041: 1978 Rapid hardening Portlaad
cement (/hf revishn)‘:
‘IS 8112 : 1989 43 grade ordinary Portland cement - Specification
@rst wvision)‘.
9 Add the following at the end:
‘IS 12269 : 1987 SpeciGcation for 53 grade ordinary Portland
cemeut’.
(CED53)
Reproonphy Unit, BIS, New JMbi. India
2
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13994.pdf
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IS 13994 : 1994
Indian Standard
DESIGN AND CONSTRUCTION ~OFF LOOR
AND ROOF WITH PRECAST REINFORCED
CONCRETE PLANKS AND JOISTS -
CODE OF PRACTICE
UDC 691’328-413 : 692’4/5
Q BIS 1994
BUREAU OF INDIAN STANDARDS
MANAK BHAVAN, 9 BAHADUR SHAH ZAFAR MARG
NEW DELHI 110002
Sepiember 1994
Price Group 4
.Hdusing S&ti&al Committee, CED 51
FOREWORD
This Indian Standard was adopted by the Bureau of Indian Standards, after the draft finalized by
the Housing Sectional Committee had been approved by the Civil Engineering Division Council.
Considerable sho~rtage of houses in the country. which is also increasing continuously, has led
to incrrasicg stress being laid in the development programmes of central and state governments,
on facilitating speedy and economical construction oi houses. Problem of housing being greatest
amongst the lower ir,come groups, both rural and urban, the gre:.tcst stress is being laid on
housing for these target groups.
This calls for development and stancardization of new building materials and construction
techniques which are simple and economical, commensurate with structural and hygienic safety
and durability, in order to ensure speedy and economical construction.
This standard is one of a series of standards being published by BIS on new materials and
techniques of roof/floorconstrucrion which when implemented will result in substantial savings
in materials and cost of construction, in addition to achieving speedy construction. The other
standards to be published in the series are:
Precast reinforced concrete planks and joists for flooring and roofing - Specification
Prefabricated brick panel and partially precast concrete joist for flooring and roofing -
Specification
Design and construction of roofs and floors with prefabricated brick panel - Code of
Practice
Precast reinforced concrete channel units for construction of floors and roofs - Specification1
Design and construction of floar and roof with precast reinforced channel units - Code of
practice
Precast reinforced concrete L-panels for construction of roofs - Specification
Design and construction of roofs using precast reinforced concrete L-panels - Code of
practice
h) Construction of walls with precast concrete stone masonry blocks - Code of practice
Precast reinforced concrete planks are partially precast rectangular slab elements which are
supported over partially precast RCC joists side by side and then joined together and also to the
joist by pouring in-.siru concI,ete over the haunches provided in the planks and the gaps between
the planks over the joists. Monolithic action of the slab elements is ensured by leaving stirrups
projecting out of joists and providin g reinforcement across the joists over haunched portion of
planks, tying them together and pouring in-sizu concrete over it.
Roofs and floors made with precast RC planks arz found economical as compared to conven-
tional RC slabs mainly due to the following reasons:
a) Components used for construction being precast, shuttering is eliminated.
b) Quality can be controlled better in precast elements.
c) Modcrate size components are used thereby eliminating need for mechanical handling and
erection equipment.
d) Prefabrication leads to substantial reduction in time required for construction.
Considerable assistance has been rendered in the preparation of this standard by the Central
Building Research Institute, Roorkee, who have developed these techniques.
The composition of the technical committee responsible for the formulation of $his standard is
given in Annex B.
For the purpose of deciding whether a particular requirement of this standard is complied with
the final value,.observed or-calculated; expressing the result of a te’st or analysis, shall be rounde;
off in accordance .with 1s 2 : 1950 ‘Rules for rounding off numerical values ( revised)‘. The
number of significhnt placb retained in, the rounded off value should be the same as that of
the specified value in this standard.
I’ :IS 13994 : 1994
Indian Standard
DESIGNANDCONSTRUCTION~OFFLOOR
ANDROOFWITHPRECASTREINFORCED
CONCRETEPLANKSANDJOISTS-
CODEOFPRACTICE
.1 SCOPE with in-situ concrete ) depending upon whether
the joists are having single span or continuous
This standard lays down recommendations for over adjacent span. Reinforcement shall be
design and construction of floors and roofs determined in accordance with IS 456 : 1978 for
with precast reinforced concrete planks and the required spacing and span of the joists.
joist. Planks up to a length of 1’5 m are
covered. 4.2.2.2 For large spans requiring high moment
of resistance, either the depth of joist can be
2 REFERENCES increased, or if depth can not be increased due
to headroom requirements, the joist shall be
The Indian Standards listed in Annex A are designed as doubly reinforced beam at the
necessary adjuncts to this standard. support. In the latter case, the bottom rein-
forcement of the joist shall be kept projecting
3 MATERIALS/ELE;MENTS OF ROOF/ out by about 20 mm and the bottom reinforce-
FLOOR ments of joists covering adjacent spans shall be
welded together for continuity. The top rein-
3.1 Precast RC Planks and Joist forcement to resist negative moment shall also
be provided in the joists up to a distance from
The precast RC planks and joist used for
supports as specified in IS 456 : 1978. This
construction of floor/roof shall conform to
shall be embedded in in-situ concrete ( see
IS 13990 : 1991. Fig. 1 ). The moments and shears at various
sections shall be determined either theoretically
3.2 Concrete
or the co-eficients given in IS 456 : 1978 may
be used, wherever applicable. Moment of
In-situ concrete shall conform to grade M 15 of
resistance of T-beam with different reinforce-
IS 456 : 1978.
ment based on limit state methods are given in
Table 1 for reference.
4 DESIGN REQUIREMENTS
4.1 Loads 4.2.3 Cover to Reinforcement
Design load on various components of the A minimum clear cover of 15 mm for planks
_flooring/roofing shall comprise self weight, and 25 mm for joists shall be provided.
imposed load in accordance with IS 875 ( Part
2 ) : 1987 and dead load due to floor finish in 4.3 When precast units are used for the con-
case of intermediate floors and dead load due rtruction of building in high seismic zones, the
to roof~treatment in case of roofs in accordance roofs/floors shall be strengthened in accordance:
with IS 875 ( Part 1 ) : 1987. with the provision of IS 4326 : 1993.
4.2 Structural Design of Roof/Floor 5. ERECTION OF FLOOR/ROOF
4.2.1 Precast RC Planks 5.1 Cement concrete bed blocks of 300 mm x
230 mm X 75 m size for joist with proportions
The plank shall be designed as simply suppor- of 1 : 3 : 6 ( cement : fine aggregate : coarse
ted for self weight including in-situ concrete aggregate ) shall be laid on wall in a thickness
over haunches, and as a continuous slab for a of 75 mm. The top of the blocks shall be
load comprising live load, self weight and dead finished smooth.
load of floor finish and/or water proofing treat-
ment. The design shall be in accordance with 5.2 Partially precast joists shall then be aligned
the limit state method of IS 456 : 1978. over these blocks. The joists shall be propped
at centre of span, immediately after putting
4.2.2 Partially Precast Joists them, with a prop having a timber plank of mini-
mum dimensions of 350 mm x width of joist,
4.2.2.1 The joists shall be designed as simply of 30 mm thickness at bearing level ( see Fig. 2 ).
supported or continuous T-beam with 60 mm The minimum bearing of joists over the walls
.flange thickness ( equal to full thickness of flange should be 100 mm.
1IS 13994 : 1994
Table 1 +Ve Moment of Resistance with Different Reinforcement for Partially Precast
Joist ( Width 150 mm, Depth of Precast Portion 150 mm and Overall Depth with
In-Sir24 Concrete 210 mm )
( Clause 4.2.2.2 )
A. M. S. bars,
Moment of resistance
(kgm) 898 1030 1 157 1 286 1 355 1 609 1 774 1 894 2 206
Area of reinforcement
(cm’) 2.356 2.702 3’047 3.393 3.58 4.27 4.806 5.452 6.032
Reinforcement 3-10 mm 2-10 mm 2-12 mm 3-12 mm 2-10 mm 2-12 mm 2-16 mm 2-16 mm 3-16 mm
+ l-12 mm + l-10 mm +l-16 mm +l-16 mm + l-10 mm + l-12 mm
--..--.
B. Deformed bars,
Moment of resistance
fkgm) 994 1 304 1 420 1 477 1 686 1 895 2 103 2 433 2 580
Area of reinforcement
( cm9 1 1.57 2.073 2.263 2.356 2.702 3,047 3.393 4.02 4.273
Reinforcement 2-10 mm 2-10 mm 2-12 mm 3-10 mm 2-10 mm 2-12 mm 3-12 mm 2-16 mm 2-12 mm
+ l-8 mm +l-12 mm +l-10 mm + l-16 mm
NOTE - Mild steel conforming to IS 432 ( Part 1 ) : 1982a nd cold twisted bars conforming to IS 1786 : 1985
shall be used as reinforcement.
llmm EtlUuEN BOARD
PAINTING IN CASE
100 AVERAGE LIME CONCRETE
TERRACING LAID TO REST 12mm BITUMEN
PAINTING
PRECAST RC PLANK PRECAST RC JOIST
f
12mm BITUMEN BOARD
IN CASE Of ROOF
06mm MS
ANCHOR BAR M-6 INSITIJ CONCREIE
.I I L/L I 230 I m
WELOlNG Of eOl’OM
REINFORCEMENT
1 A Typical Sketch of Details for Simply Supported Joist at Support.
1 B Typical Sketch of Details for Plank Bearing at Roof to Avoid
Leakage
1 C Typical Sketch of Detail for Continuity of Joist at Support In
Intermediate Floors
All dimensions in millimetres.
FIG. 1 DETAILS OF IN-SITU CONCRETBIS 13994 : 1994
5.3 Top surface of the walls/beams where portions of the precast planks where in-situ
planks have to bear, shall then be levelled concrete is to be laid.
smooth with 1 : 6 cement sand mortar. In case
of roofs, the entire wall top shall be levelled 5.8 A thick paste of cement-sand ( 1 : 4 )
smooth with the mortar and given a thick coat mortar shall be laid in the gaps between the
of white wash or bitumenisedmpaper or polythene planks along their length, to fill them up
film shall be placed for free movement of roof/ completely.
floor.
5.9 Cement ~concrete of M I5 grade with well
5.4 Precast planks shall now be placed over the graded coarse aggregate of maximum size
10 mm shall then be laid over the joists and in
joists/walls side by side. Fan hooks may be
provided if the fan is to be hung in between the haunches between the planks and the top levelled
planks ( see Fig. 3A and Fig. 3B ). If, however, flush with the top of central portion of the
planks.
the fan is to be hung from the joist, a through
and through hole of around 15 mm diameter
5.10 In case of roofs without parapet, the planks
is to be left in the joist during its casting and
shall be kept projecting out by a maximum of
the fan can be hung by a clamp ( see Fig. 3C ).
100 mm in either direction to av~oid leakage at
The minimum bearing of joists shall be 50 mm
the junction of wall and roof (sue Fig. 5 ).
on load bearing walls and 40 mm on beams.
Alternatively, a maximum projection of
500 mm across the joists may be provided by
5.5 Reinforcing hers across the joist ( that is,
providing shuttering, laying reinforcement and
parallel to planks ) having an area required to
concreting flush with the roof treatment as
resist negative moment and to provide conti-
shown in Fig. 5. A projection of 100 cm
nuity to planks in successive spans shall
may be provided along the joists by providing
then be placed in the haunch portions. This
the negative reinforcement in joist at top and
negative reinfor-cement may be determined in
projecting the same and concreting as shown
accordance with IS 456 : 1978. Alternatively,
in Fig. 6.
two 6 mm diameter mild steel grade 1 bars
conforming to IS 432 ( Part 1 ) : 1982 may be
5.11 In-situ concrete shall be cured for a
provided which satisfies the reinforcement
minimum period of 10 days. The props of the
requirements for normal residential buildings.
joists shall not be removed before the curing
Distribution reinforcement consisting of two
period is over and in-situ concrete has attained
mild steel grade I bars of 6 mm diameter con-
strength.
forming to IS 432 ( Part 1 ) : 1982 shall be
kept parallel to joists near the ends of the 5.12 A minimum clear cover to all the rein-
planks as shown in Fig. 4. These liars shall
forcement bars shall be 15 mm or the diameter
then be tied with the cross bars.
of the bar whichever is greater.
5.6 Near the supports of joists where two
joists are meeting the negative reinforcement 6 FLOOR/ROOF FINISHING
shall be provided ( see 4.2.2.2 ), as shown in
Fig. 1 and Fig. 4. 6.1 For waterproofing using bitumen felts,
bitumen mastic, glass fibre tissue reinforced
5.7 Cement slurry wash at the rate of 4 kg bitumen and lime concrete, IS 1346 : 1978,
cement per 10 m” of the floor/roof shall be IS 4365 : 1967, IS 9918 : 1991 and IS 3036 : 1992
applied over the joists and in the haunch may be referred.
. .. ,. .--
I i’ ‘ -’ .-4 .*-c .’ ,
WDDEN PLANK
912 MS BOLT MS FLAT
(C) IN THE JOIST (Cross-section)
.FIG. 2 PROPPING OF PARTIALLY All dimensions in millimetres.
PRECAST JOIST FIO. 3 FIXING OF FAN HOOK96mm MS BAR
i- ,-446 mm M S EAR
THICK SMOOTH
CEMENT PLASTER
CEMENT PLASTER
jkl Al END WALL (6) AT INTERMEDIAT~E WALL
2NO. NEGATIVF RFIN-
25
._l
150
r CT
(Cl AT BEAM SUPPORT NEAR WALL
All dimensions in millimetres.
FIG. 4 TYPICAL SKETCH SHOWINO DETAILS OF DIFFERENT BEARING POSITION
7 CARE DURING AND AFTER ERECTION 7.3 Partition walls shall not be constructed over
the planks but only over joists or walls in
7.1 Concentrated load shall not be allowed on which case their weight has to be considered
the roof/floor till in-situ concrete has attained while designing the joists,
strength. Workers shall not walk on the roof/
floor before the in-situ concrete has attained
8 SER~VICE AREA PROVISIONS
strength. For placing of reinforcement and
concreting in the haunches and over joists, cat
walks resting on joists/walls shall be provided. 8.1 In service area, pipes, floor trap, water
closet, etc, are provided and hence the support-
7.2 The planks shall be handled and transported ing slab is sunk. In such cases, to take care of
in nearly vertical position as far as possible and the additional load of the filling and also to
these should be supported only near the edges. make the floor leak-proof, the in-situ concrete
The joists shall be handled from very near the thickness shall be increased by 25 mm over top
ends or at a distance of L/5 from the ends. of the planks in addition to haunch filling.
41s 13994 : 1994
M-15 INSITU CONCRETE
1
k’ARTIALL
PRECAST
ICK
ALL
M-15 INSITU CONCRE
6
BRICK WA
TE
Ail dimensionsi n-mi:limetres.
FIG. 5 TYP~ICALS KETCH OF DETAILS OF ROOF WITHOUT DARAPET
FLOOR FINISH
All dimensionsi n millimetres
FIG. 6 TYPICAL SKETCH OF CANTILEVER ALONG THE JOIST FLOOR LEVEL
9 BALCONY/CHHAJJA PROJECTIONS in addition to the self load and the load due
to railing. Main reinforcement shall be
9.1 Balcony projections shall be provided along provided at ~the top in in-situ concrete while
the partially precast joists as shown in the precast portion will take the compression.
Fig. 6. The joist shall be designed with an The free end of the joist shall be propped
overhang, carrying superimposed loads for adequately until in-situ concrete attains sufficient
balcony as specified in IS 875 ( Part 2 ) : 1987, strength.IS 13994: 1994
ANNEX A
( Clause 2 )
LIST OF REFERRED INDIAN STANDARDS
ZS No. Title Z5’ No. Title
432 Mild steel and medium ten- 1786 : 1985 Specification for high strength
( Part 1 ) : 1982 sile steel bars and hard- deformed steel bars and
drawn steel wire for con- wires for concrete rein-
crete reinforcement : Part 1 forcement ( third revision )
Mild steel and medium ten-
sile steel bars ( third 3036 : 1992 Code of practice for laying
revision ) lime concrete for a water-
proofed roof finish ( second
456 : 1978 Code of practice for plain revision )
and reinforced concrete
( third revision )
4326 : 1993 Code of practice for earth-
quake resistant design and
875 Code or practice for design
construction of buildings
( Part 1 ) : 1987 loads ( other than earth-
( first revision >
quake ) for buildings struc-
tures: Part 1 Dead loads -
Code of practice for appli-
Unit weights of building 4365 : 15X7
cation of bitumen mastic for
material and stored materials
waterproofing of roofs
( second revision )
875 Code of practice for design 9918 : 1981 Code of practice for in-situ
( Part 2 ) : 1987 loads ( other than earth- water-proofing and damp-
quake ) for buildings struc- proofing treatment with
tures: Part 2 Imposed loads glass fibre tissue reinforced
( second revision ) bitumen ( first revision )
1346 : 1991 Code of practice for water- 13990 : 1994 Specification for precast
proofing of roofs with reinforced concrete planks
bitumen felts ( third and joist for flooring and
revision ) roofing1s 13994 : 1994,
ANNEX B
(
Foreword )
COMMITTEE COMPOSITION
Housing Sectional Committee, CED 51
Chairman Representing
DR P.S.A. SUNDARAM Ministry of Urban Development, New Delhi
Members
EHRI G. R. AMMANI Municipal Corporation of Delhi, Delhi
SHRI AROMAK RAW The Action Research Unit, New Delhi
PROF H. P. BAHAR~ School of Planning and Architect, New Delhi
PROF SUBIR SAHA ( Alternate )
SHR~ K. K. BHATNAGAR Housing and Urban Development Corporation, New Delhi
SHRI M. N. JOGLEKAR ( Allernate )
SHRI H. U. BIJLANI In Personal Capacity ( I, S’adhna Enclove, Panchshtel Park,
New Delhi 110017)
SHRI S. N. CHATTERJEB Calcutta Municipal Corporation, Calcutta
CHIEF ARCHITECT Central Public Works Department, New Delhi
SR ARCHITECT ( H and TP ) I
( Alternate )
CHIEF ENGINEER, AUTHORITY Maharashtra Housiog and Area Development Authority, Bombay
ARCHITECT, AUTHORITY ( Afternate )
CHIEF ENGINIZEF(. D ) Central Public Works Department, New Delhi
[ SUPERINTENDINOE NGINEER ( D ) I
( Alternate )
ENGINEER Meh?nsie, DDA Delhi Development Authority, New Delhi
SHRI Y. K. GARG National Housing Bank, New Delhi
SHRI CHETAN VA~D~A (Alternate )
SHRI 0. P. GAR~ALI National Council for Cement and Building Materials, New Delhi
DR N. K. J.&IN( Alternate >
SHRI T. N. GUPTA Building Materials and Technology Promotion Council, New Delhi
SHRI HARBINDER SINGH Public Works Department, Government of Rajasthan, Jaipur
SWRI R. N. AGRAWAL ( Alternate )
DR K. S. JAGDISH Centre for Application of Science and Technology to Rural
DR B. V. VENKATARAMA REDDY ( Alternate ) Areas ( ASTRA ), Bangalore
SHRI N. N. JAVDEKAR CIDCO, Maharastra
SRI P. M. DESHPANDE ( Alternate )
&RI T. P. KALIAPPAN Tan&ldy;sdu Slum Clearance Board, Government of Tamil Nadu,
SHRI J. BHUVANESWARAN ( Alternate )
KUMARI NINA KAFOOR The Mud Village Society. New Delhi
SHRI A. K. M. KARIM Housing Department, Govt. of Meghalaya Shillong
SHRI K. R. S. KRISHNAN Department of Science and Technology ( DST ), New Delhi
SHRI RAJA SIN~;H IRCON, New Delhi
SHRI S. SELVANTHAN (Alternate )
DR A. G. MADHAVA RAO Structural Engineering Research Centre ( CSIR ), Madras
SHRI I. K. MANI ( Alternate )
COL D. V. PADSALGIKAR M/s B. G. Shirke and Co, Pune
SHRI T. K. SAHA Engineer-in-Chief’s Branch, New Delhi
SHRI R. K. MITTAL ( Alternate )
SHRI J. VENKATARAMAN, Director General, BIS ( Ex-oficio-Member )
Director ( Civil Engg )
Member Secretary
SHRI J. K. PRASAD
Joint Director ( Civil Engg ), BIS
Panel for Modular Coordination and Prefabrication for
Mass Scale Housing, CED 51 : P2
Convener Representing
SHRI T. N. GUPTA Ministry of Urban Development
Members
SHRI Y. K. GARG National Housing Bank, New Dalhi
SHRI SUNIL BERY ( Alternate )
SHRI M. N. JOGLEKAR Housing and Urban Development Corporation, New Delhi
PROF V. P. RAORI School of Planning and Architects, New Delhi
PROF P. K. CHOUDHARY ( Alternate )
SHRI G. S. RAO National Building Construction Corporation, New Delhi
REPRESENTATIVE M/s B. G. Shirke and Co, Pune
DR A. G. MADHAVA RAO Structural Engineering Research Centre, Madras
SHRI K. MANI ( Alternate )
SHRI S. ROY Hindustan Prefab Ltd, New Delhi
SHRI M. KUNDU ( Alternate )
SHAI J. S. SHARMA Central Building Research Institute, Roorkee
SUPTDO. ENGINBER ( D ) Central Public Works Department
EXBCUTIVB ENGINEER ( HQ ) ( Alternate )
7Bureau of Indian Standards
BIS is a statutory institution established under the Bureau of Indian Standards _4ct, 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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grade designations. Enquiries relating to copyright be addressed to the Director ( Publications ), BIS.
Review of Indian Standards
Amendments are issued to standards as the need arises on the basis of comments. -Standards are
also reviewed periodically; a standard along with amendments is reaffirmed when such a review
indicates that no changes are needed; if the review indicates that changes are needed, it is taken
up for revision. Users of Indian Standards should ascertain that they are in possession of the
latest amendments or edition by referring to the latest issue of ‘BIS Handbook’ and ‘Standards
Monthly Additions’.
This Indian Standard has been developed from Dot : No. CED 51 ( 5040 )
Amendments Issued Since Publication
Amend No. Date of Issue Text Affected
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2720_8.pdf
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IS : 2720 (Part 8)-l 983
/L_qpNJ /?w
Indian Standard
METHODS OF TEST FOR SOILS
PART 8 DETERMINATION OF WATER CONTENT-DRY
DENSITY RELATION USING HEAVY COMPACTION
( Second Revision )
Second Reprint SEPTEMBER 1994
UDC 624,131.431*3.624*131*431~5
Q Copyrighr 1984
BUREAU OF INDIAN STANDA’RDS
MANAK BHAVAN, 9 BAHADUR SHAH ZAFAR MARG
NEW DELHI 110002
Gr 3 February 1984IS : 2720 ( Part 8 ) - 1983
hdian Standard
METHODS OF TEST FOR SOILS
FART 8 DETERMINATION OF WATER CONTENT - DRY
DENSITY RELATION USING HEAVY COMPACTION
( Second Revision )
Soil Engineering and Xock Mechanics Sectional Committee, BDC 23
Repcrcnfirrg
‘\ssociation of Indian Univcrsirirs, Sew Delhi
Public Works Drpartmrnt, Govl.rnment of Uttar
Pradesh, Lucknow
University of Jodhpur, Jodhptlr
Enginet,ring Research Laboratorit>s, Governmc,nt
of Andhra Pradesh, Hyderabad
Concrete Association of India, Bombay
Irrigation Department, Govrrnment of Pllnjab,
Chandigarh
In personal capacity (5 Hungcrford Court, 12’1,
Hungerford Street, Calncttu )
lndian Geotechnical Society, New Delhi
Central Soil & Mattyrials Research Station, NI*W
Delhi
Irrigation Department, Government of Uttar
Pradesh, Roorkee
Asia Foundations and Construction (P) Ltd,
Born bay
University of Roorkee, Roorkec; and Institute of
Engineers ( India ), Calcutta
\Cemindia Cornpany Limited, Bombay
SHRI iY. V. DE-Sous. ( Alternate ,I
( Continued on pngc 2 )
Q Copyright 1984
BUREAU OF INDIAN STANDARDS
This publication is protected rmdrr the Indian Cepyrighf AC: ( XIV of 1957 ) and
reproduction Fn whole or in part by any means except with written permission of the
publisher shall be deemed to be an infringement of coDvrieht under the said Act. IIS : 2720 ( Part 8) - 1983
( Continuedfrom page 1 )
Members Representing
St5n1 M. IYENQA~ Engineers India Limited, New Delhi
SRRI ASHOE K. JAIN G. S. Jain and Associates, Roorkee
SHRI VIJAY K. JAIN ( Alternate )
JOINT DIRECTOR RESXARCH (GE)-I, Ministry of Railways
RDSO
JOINT DIRECTOR RESEARCH
(GE)-11 RDSO ( Afternale )
LT-COL V. K KANITKAR Engineer-in-Chief’s Branch, Army Headquarters
SH~I OP. MALJXOTRA Public Works Department, Chandigarh Adminis-
tration, Chandigarh
SHR~ D. R. NARAHARI Central Building Research Institute ( CSIR ),
Roorkee
S II~I V. S. A~ARWAL ( Alfernate )
SHK~ T. K. NATRAJAN Centr$pad Research Institute ( CSIR ), New
SHRI RANJIT SINGH Ministry of Defence ( R & D )
SHRI P. D. DESHPAN~E ( Alternate )
DR G. B. RAO Indian Institute of Technology, New Delhi
DR K. K. GUPTA ( Alternate )
REEEARC~ OFFICER ( B & RRL ) Public Works Department, Government of Punjab,
Chandigarh -
SECRETARY Central Board of Irrigation and Power, New Delhi
D~PU.TY SECRETARY ( dlfernatc )
SE%1 N. SIVAoUnU Roads Wing ( Ministry of Shipping and Transport )
SHHI P. R. KALRA ( Altcrnafe 1
San1 K. S. SRINIVASAN‘ ’ National Buildings Organization, New Delhi
SHRI SUNIL BERRY ( Altsrnute )
DR N. SOM Jadavpur University, Calcutta
SERI N. SVBRAMANYAM Karnataka Engineering Research Station,
Krishnarajasagar
SUP~RINTI~ND~N~ ENGINEER Public Works Department, Government of Tamil
( P SC DC) Nadu, Madras
.
EXECUTIVE ENGINEER ( SMRD)
( Alternote )
SHRI H. C. VERMA All India Instrument Manufacturera and Dealers
Association, Bombay
SHRI H. K. GUHA ( Alternate )
SRRI G. RAMAN, Director General, ISI ( Ex-ojicio Member )
Director ( Civ Engg )
Secrelav
Sam K. M. MATHUR
Senior Deputy Director ( Civ Engg ), IS1
Soil Testing Procedures Subcommittee, BDC 23 : 3
Convener
DR ALAM SINQH University oft Jodhpur, Jodhpur
&nber~
SHRI AYAK SrNQH Centr$or~~lding Research Institute ( CSIR ),
3~~1 M. -R. Sonlur ( lf~errto#r )
( Confinurde n #age 9 )
2IS : 2720 ( Part 8 ) - 1983
Indian Standard
METHODS OF TEST FOR SOILS
PART 8 DETERMINATION OF WATER CONTENT -- DRY
DE-NSITY RELATION USING HEAVY COMPACTION
(Second Revision )
0. FOREWORD
0.1 This Indian Standard ( Second Revision ) was adopted by the Indian
Standards Institution on 28 November 1983, after the draft finalized by
the Soil Engineering and Rocks Mechanics Sectional Committee had
been approved by the Civil Engineering Division Council.
0.2 Purpose of a laboratory compaction test is to determine the proper
amount Df mixing water to be used, when compacting the soil in the field
and the resulting degree of denseness which can be expected from
compaction at optimum moisture content. To accomplish this, a
laboratory test which will give a degree of compaction comparable to
that obtained by the field method used is necessary. This procedure is
satisfactory for cohesive soils but does not lend itself well to the study of
the compaction characteristics of clean sands or gravels which displace
easily when struck with rammer. Some nearly cohesionless soils
compact satisfactorily in the standard test although in many cases the
water density curiae is not well defiued. Frequently, too in these cases
indicated, maximum density is not as great as can be achieved readily in
the field under available conlpaction methods. With a knowledge of
the water density relation as determined by this test, better control of the
field compaction of soil fill is possible because the optimum moisture
content and the density which should be obtained are known by using this
test procedure and these can be checked by field control tests. This
part which was first published in 1965 and revised in I974 covers the
method of test based on heavy compaction. The method of test based on
light compaction is covered in IS : 2720 ( Part 7 )-1’~80*. This revision
is prepared so as to cover such cases when soil could be susceptible
to crushing ~during compaction.
0.3 For the purpose of deciding whether a particular requirement of this
standard is complied with, the final value, observed or calculated,
*Methods of test for soils : Part 7 Determination of water content .-dry densit\
relation using light compaction ( secondrecisio).n
3fS : 2720 ( Part 8 ) - 1983
expressing the resuit 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 8) lays down the method for the determination
of the relation between the water content and the dry density of soils
using heavy compaction.
2. TERMINOLOGY
2.1 For the purpose of this standard, the definitions given in IS : 2809-
19727 shall apply.
3. APPARATUS
3.1 Cylindrical Metal Mould - It shall be either of 100 mm diameter
and I 000 cm3 volume or 150 mm diameter, and 2 250 cm3 volume
and shall conform to IS : 10074-1982:.
3.2 Sample Extruder ( Optior.al) - It consists of a jack, lever frame
or other device adopted for the purpose of extruding compacted
specimens from the mould.
3.3 Balances - One of 10 kg capacity sensitive to 1 g, and other of 200 g
capacity and sensitive to 0’01 g.
3.4 Oven -Thermostatically controlled, with interior of non-corroding
material to maintain temperature between 105% and 110°C.
3.5 Container - Any suitable non-corrodible airtight container to
determine the water content for tests conducted in the laboratory.
3.6 Steel Straightedge - A steel straightedge about 30 cm in length
and having one bevelled edge.
3.7 Sieve - 4*75-mm, 19-mm and. 37.5 mm IS sieves conforming to
IS: 460 ( Part I )-1978s.
*Rllles for roundirlg off numerical values ( revised).
~Glossary ofterms and symbols relating to soil engineering (jirst revision ).
;Specification for compaction mould assembly for light and heavy compaction of
soils.
$Specification for test sieves: Part 1 Wire cloth test sieves ( srcond revirion ).
4IS : 2720 ( Part 8) - 1983
3.8 Mixing Tools - Miscellaneous tools, such as tray or pan, spoon,
trowel and spatula, or a. suitable mechanical device for thoroughly
mixing the sample of soil with additions of water.
3.9 Metal ‘Rammer - Heavy compaction rammer conforming to
IS : 9 189-1979*.
4. SOIL SPECIMEN
4.1 A representative portion of air-dried soil material and large enough
to provide about 6 kg of material passing a 19-mm IS sieve (for soils
not susceptible to crushing during compaction ), or about 15 kg of
material passing a 19 mm IS sieve ( for soils susceptible to crushing
during compaction ), shall be taken ( see Note ). This portion shall be
sieved on a 19 mm IS sieve and the coarse fraction rejected after its
proportion of the total sample has been recorded.
~NOTR- The soil should be considered susceptible to crushing during
comtxrction if the samole contains granular material of a soft nature. such as soft
lime‘ stone, sandstone, ‘etc , I which ii reduced in size by the action of the 4.9-kg
rammer. The procedure given in 5.2 for soils susceptible to crushing during
compaction can be applied to all soils if it is convenient to do so.
4.1.1 Aggregations of particles shall be broken down so that if the
sample was sieved on a 4.75-m IS sieve, only separated individual
particles would be retained.
5. PROCEDURE
5.1 Soil Not Susceptible to Crushing During Compaction ( see
Note under 4.1 ) - The procedure is as follows:
5.1.1 A 5-kg sample of air dried soil passing the 1%mm IS test sieve
shall be taken (see Note 1 ). The sample shall be mixed thoroughly
with a suitable amount of water depending on the soil type ( see Notes
2 and 3 ).
5.1.2 The mould, of 1 000 cm3 capacity with baseplate attached, shall
be weighed to the nearest 1 g ( m, ). The mould shall be placed on a
solid base, such as a concrete floor or plinth and the moist soil shall
be compacted into the mould, with the extension attached, in five
layers of approximately equal mass, each layer being given 25 blows
from the 4*9-kg rammer droped from a height of 450 mm above the
soil. The blows shall be distributed uniformly over the surface of each
layer. The operator shall ensure that the tube of the rammer is kept
clear of soil so that the rammer always falls freely. The amount of soil
*Specification for compaction rammer for soil testing.
5IS : 2720 ( Part 3 ) - 1983
used shall be suficient to fill the mould, leaving not more than about
6 mm to be struck off when the extension is removed (see Note 4 ),
The extension shall be removed and the compacted soil shall be levelled
off carefully to the top of the mould by means of the straightedge. The
monld and soil shall then be weighed neaIest to 1 g ( ~2“) .
5.1.3 The compacted soil specimen shall be removed from the mould
and placed on the mixing tray. The water content of a representative
sample of the specimen shall be determined as in IS : 2720 ( Par: 2 )-
1973*.
5.1.4 The remainder of the soil specimen shall be broken up, rubbed
through the 19-mm IS test sieve, and then mixed with the remainder
of the original sample. Suitable increments of water ( SCEN ote 5 ) shall be
added successively and mixed into the sample, and the above procedure
from operations 5.1.2 to 5.1.4 shall be repeated for each increment of
water added. The total number of determinations made shall be at
least five, and the moisture contents should be such that the optimum
moisture content, at which the maximum dry density occurs, is within
that range.
5.2 Soil Susceptible to Crushing During Compaction (see Note
under 4.1 ) - The procedure is as follows :
5.2.1 Five or more 2.5 kg samples of air-dried soil passing the 1%mm
IS sieve, shall be taken ( see Note 1 ). The samples shall each be mixed
thoroughly with different amounts of warer to give a suitable range of
moisture contents (see Notes 2 and 3 ). The range of moisture content,
at which the maximum dry density occurs, is within that range ( .W
Kate 5 ).
5.2.2 Each sample shall be treated as in 5.1.2.
5.2.3 Each specimen shall be treated as in 5.1.3.
5.2.4 The remainder of each soil specimen shall be discarded.
5.3 Compaction ilm Large Size Mould - For compacting soil
containing coarse material up to 37.5 mm size, the 2 250 cm3 mould
should be used. A sample weighing about 30 kg and passing the 37.5 mm
IS sieve is used for the test. Soil is compacted in fibe layers, each layer
being given 55 blows of the 4*9-kg rammer. The test of the procedure
is the same as in 5.1 or 5.2.
NOTE 1 - The removal of small amounts of stone ( up to 5 percent ) retained on
a 1%mm IS sieve will effect the density obtainable only by amounts comparable
lS fcthods of test for soil : Part 2 Determination of water contcnr (scconri rsukion)
6IS ,: 2720 ( Part 8 ) - 1983
with the experimental error involved in measuring the maximum dry density; The
exclusion of a large proporation of stone coarser than 19-mm may have a major
effect on the density obtained compared with that obtainable with soil as a whole,
and on the optimum moisture content. There is at present no generally accepted
method of test of calculation for dealing with this difficulty in comparing
laboratory compaction test results with densities obtained in the field. For soils
containing larger proportions of gravel, the use of a bigger mould ( 2250 ems) will
avoid major errors.
NOTE 2-The amount of water to be mixed with air-dried soil at the
commencement of the test will vary with the type of soil under test. In general,
with sandy and gravelly soils a moisture content of 3 to 5 percent would be-suitable,
whiie with cohesive soils a moisture content about 12 to 16 percent below the plastic
limit of the soil should usually be suitable.
NWTE 3 - It is important that the water is mixed thoroughly and adequately
with the soil, since inadequate mixing gives rise to variable test results. This is
particularly important with cohesive souls when adding a substantial quantity of
water to the air-dried soil. With clays of high plasticity, or where hand mixing is
employed, it may be difficult to distribute the water uniformly through the air-dried
soil by mixing alone, and it may be necessary to store the mixed sample in a sealed
container for a minimum period of about 16 hours before continuing with the test,
NOTE 4.- It is necessary to control the total volume of soil compacted, since it
has been found that if the amount of soil struck off after removing the extension is
too great, the test results will be inaccurate.
NOTE 5 - The water added for each stage of the test should be such that a
range of moisture contents is obtained which includes the optimum moisture. In
general, increments of 1 to 2 percent are suitable for sandy and gravelly soils and
of 2 to 4 percent for cohesive soils. To increase the accuracy of the test it is often
advisable to reduce the increments of water in the region of the optimum moisture
content.
6. CALCULATIONS
6.1 Bulk Density -Bulk density, Y,, in g/ems of each compacted
specimen shall be calculated from the equation:
Trn L!!?+L?%
m
where
m, = mass in g of mould and base;
ml = mass in g of mould, base and soil; and
Vm = volume in cm3 of mould.
6.2 Dry Density - The dry density, Yd, in g/cm’, shall be calculated
from the equation :
where
w = moisture content of soil in percent.
7IS : 2720 ( Part 8 ) - 1983
6.3 The dry densities, Yd obtained in a series of determinations shall be
plotted against the corresponding moisture contents ZC. A smooth curve
shall be drawn through the resulting points and the position of the
maximum on this curve shall be determined.
7. REPORTING OF RESULTS
7.1 The experimental points and the smooth curve drawn through them
showing the relationship between moisture content and dry density shall
be reported.
7.2 The dry density in g/cm3 corresponding to the maximum point on
the moisture content/dry density curve shall be reported as the maximum
dry density to the nearest 0.01.
7.3 The percentage moisture content corresponding to the maximum
dry density on the moisture content,‘dry density curve shall be reported
as the optimum moisture content and quoted to the nearst O-2 for values
below 5 percent to the nearest 0.5 for values from 5 to 10 percent, and to
the nearest whole number for value exceeding 10 percent ( SPC Note
under 7.5 ).
7.4 The amount of stone retained on the 19-mm IS sieve shall be reported
to the nearest 1 percent.
7.5 The method of obtaining the result shall be stated, ( 4*9-kg rammer
method ). The procedure used shall also he stated that is single sample
or separate sample and the size of the mouid used.
NOTE -For~sorne highly permeable soils such as clean gravels, uniformily
graded and coarse cleen sands the results of the laboratory compaction test ( 4.9-
rammer method ) may provide only. a poor guidr tor specifications on !ield
compaction. The laboratory test often Indicates higher values of optimum moisture
content than would be desirable for field compaction and thr maximum dry density
is often much lower than the state of compaction, that can readily be obtained in the
field.
8IS 82 720 ( Part 8 ) - 1983
Cbntinucd from pag# 2 )
trrigation Department, Government of Punjab,
Chandigarh
ASS&ANT -RESEARCHO P~IOEB Irrigation Department, Government of Uttar
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|
9401_7.pdf
|
is : 9401 ( Part 7 ) - 1984
Indian Standard
METHOD OF MEASUREMENT OF
WORKS IN RIVER VALLEY PROJECTS
(DAMS AND APPURTENANT STRUCTURES )
PART 7 JOINTS
Measurement of Works of River Valley Projects
Sectional Committee, BDC 69
Chairman
SHRI S. P. CAPRIHAN
Redecon ( India ) Pvt Ltd,
B-92, Himalaya House,
Kasturba Gandhi Marg, New Delhi
Members Rqvesenting .
SHRI K. D. A~cor Engineers India Limited, New Delhi
SHRI G. K. NATRAJAN ( Alternafc)
SHRI J. BAHADUR Irrigation Department, Government of Bihar,
Patna
SERI MAHAVIR BIDASARIA Fcrro-Concrete Consultants Pvt Ltd, Indore
SERI ASHOIC BI~ASARIA ( dftcrnutc)
CHIEF ENQINEEIL( NSP ) Irrigation Department, Government of Andhra
Pradesh, Hyderabad
CHIEF ENQINEER ( SP 1 ( Altcrnotc i
CHIEF EBCINEER ( PR&JEC& ) hater and Power ( Irrigation ) Department,
Government of Kerala, Trivandrum
DEPUTY CHIEF EXQINE~:R
SaRI S(,I F;~ ) ( Alternntr j
. I Irrigation & Waterways Department, Government
of West Bengal, Calcutta
DIRECTOH ( R & C ) Central Water Commission, New Delhi
SRRI OM PRAKASH GUPT~ Irrigation Department, Government of Uttar
Pradesh, Lucknow
SRRI S. M. JOSHI Gammon India Limited, Bombay
SERI G. G. KARMARK~R Institution of Surveyors, Delhi
PROF S. KRISHNAMOORTHY Indian Institute of Technology, New Delhi
SHRI B. N. MATHUR Irrigation Department, Government of Rajasthan,
Jaipur
( Continuedo n page 2 )
Q Gqyri~ht 1985
INDIAN STANDARDS INSTITUTION
This publication is protected under the Indian Cofyright 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 : 9401 ( Part 7 ) - 1984
( Continlrcd from page 1 )
Members Representing
SBRI G. A. MUSTAPFA Public Works Department, Government of
Jammu & Kashmir, Srinagar
SHRI R. C. PATEL Irrigation Department, Government of Gujarat,
Gandhinagar
SERI T. RANGANNA Karnataka Power Corporation Ltd, Bangalore
SHRI M. 1~.V ITTAL Rao . Irrigation Department, Government of Kamataka,
Bangalore
SHRI P. s. R.&o Haryana Irrigation Department, Chandigarh
SHRI D. M. Savun Hindustan Construction Co Ltd. Bombay
SHRI P. S. SUBKA~IANIAM Tarapore and Company, Madras ’
SUPERINTENDINO ENOINE~~E Irriga.tion Department, Government of
( NIPC ) Maharashtra, Bombay
SHRI v, VEXRATESWARALU National Projects Construction Corporation
Limited, New Delhi
National Hydro-electric Power Corporation
Limited, New Delhi
KUMAIU E. DIVATIA ( Alternate)
SHRI G. RAGMAN, Director General, IS1 ( Ex-o$icicioM ember )
Director ( Civ Engg )
Secretary
SHRI K. M. MATRUR
Senior Deputy Director ( Civ Engg ), IS1IS : 9401 ( Part 7 ) - 1984
Indian Standard
METHOD OF MEASUREMENT OF
WORKS IN RIVER VALLEY PROJECTS
( DAMS AND APPURTENANT STRUCTURES )
PART 7 JOINTS
0. FOREWORD
0.1 This Indian Standard ( Part 7 ) was adopted by the Indian Standards
Institution on 14 December 1984, after the draft finalized by the
Measurement of Works of River Valley Projects Sectional Committee
had been approved by the Civil Engineering Division Council.
4.
0.2 In the measurement of quantities in construction of river valley
projects a large diversity of methods exists at present according to local
practices. This lack of uniformity creates complication regarding
measurements and payments. This standard is intended to provide a
uniform basis for measurement of joints in the construction of river valley
projects.
0.3 In reporting the result of measurements made in accordance with this
standard, if the final value, observed or calculated, is to be rounded off,
I
it shall be done in accordance with IS : 2-1960*.
1. SCOPE
1.1 This standard covers the method of measurement of joints and
connected auxiliary works in river valley projects, such as dams, hydraulic
structures, canals and power houses.
2. GENERAL
2.1 Clabbing of Items - Items may be clubbed together provided
that break-up of clubbed items is on the basis of detailed descriptions of
items as sTated in this standard.
2.2 Booking of Dimensions - In booking dimensions, the order shall
he consistent and generally in the sequence of length, breadth or width
and height or depth or thickness.
*Rules for rounding off numerical valuer ( raised ).
3IS : 9401 ( Part 7 ) - 1984
2.3 Measurements - All work shall be measured net in the decimal
system, as fixed in place, unless otherwise stated herein, as given below:
a) Dimensions shall be measured to the nearest 0.01 m; and
b) Weight shall be worked out to the nearest 0’01 kg.
2.4 Description of Items-Description of each item shall, unless
otherwise stated, be held to include conveyance, delivery, handling,
loading, unloading, storing, waste, returning of packings scaffolding, tools
and tackle fixing complete as necessary.
3. MEASUREMENT OF JOINTS
3.1 Construction Joints - The entire work of construction joints shall
be included in the schedule of item for concrete, masonry, etc. The
items, such as preparation of surface by sand blasting or by air water
jet or placing of mortar in between two successive lifts shaIl not be
measured separately.
3.2 Contraction Joint, Expansion Joint, Longitudinal Joint and
Transverse Joint - These joints shall be measured in the following
categories.
3.2.1 S/rearK eys - The entire work of constructing the shear keys shall
be included in the schedule of items for the joint.
3.2.2 Metal Seals - Measurement for supplying and fixing metal sealing
strips shall be in running metres along the central line of metal seals.
The shape, width material and thickness shall be specified. No extra
allowance shall be made for jointing and brazing of the metal strips.
3.2.3 PVC Rubber Water Stops - Measurement of supplying and fixing
water stops shall be in running metre measured along the centre line of
the water stop. The width, shape and thickness of water stop shall be
specified. No extra allowance shall be made for splicing of water stops
or for junctions.
3.2.4 Anchor Rods - Measurement of anchor rods or dowel bars used
for fixing metal sealing strips, etc, shall be made on the basis of weight
of anchor rods or dowel bars in kilograms actually embedded.
3.2.5 Asphalt Seals -Mearurement of asphalt seals shall be made on
the basis of the weight of the asphalt in kilograms actually filled in the
joint seals. No separate measurement shall be made for heating of
asphalt for filling in the joint seals. Forming of asphalt seal slot shall
not be made separately, and shall be included in this item.
4P
IS : 9401 ( Part 7 ) - 1984
3.2.6 Fibrc Ty#e Joint Filler - Measurement for supplying and fixing in
position fibre type joint filler shall be made on the basis of the area of
joint filler in square metre specifying the thickness.
3.2.7 Steam Heating Pipes - Steam heating pipes which are fixed inside
the asphalt seal slots for heating the seals shall be measured in running
metres along the central line of pipes actually embedded specifying the
gauge, diameter and material. No extra allowance shall be made for
supporting clips and jointing of pipes.
3.2.8 Plugging of Asphalt Seal Slots -Measurement for plugging of
asphalt seals at top by cast iron plugs shall be made on the basis of the
weight of cast iron plugs actually placed on the top of asphalt seal, stating
size, shape, thickness and quality of cast iron.
3.2.9 Grouting of Joints - Measurement for grouting where required
shall be made according to IS : 940 1 ( Part 3 )-1980*.
3.2.10 Hook-ups to Joint Grout System -Measurement for hook-ups to
joint grout system shall be made on the basis of the number of sup1jly
lines hooked into. Return lines, vent lines, vent return lines hooked onto
to complete the grouting of any grouting system shall not be measured
separately.
*Method of measuremento fw orkn in river valley project, (dams and appurtenant
rtructurer ): Part 3 Grouting,
5INTERNATIONAL SYSTEM OF UNITS ( SI UNITS )
Base Units
QUANTlTY UNIT SY%IBOL
Length metre m
Mass kilogram kg
Time second h
!‘;l~xtric L’urrent ampere
LXrmodynamic kelvin K
remperature
Luminous intensity 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 iN = 1 kg.m/G
Energy joule J 1J = 1 N.m
Power watt W 1w = 1 J/s
Flux weber Wb 1 Wb = 1 V.8
Flux density tesla T 1T = 1 Wb/ms
Frequency hertz HZ 1 Hz = 1 c/s (s-1)
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*AMENDMENT NO. 1 MARCH 1996
TO
IS 9401 ( I’urt 7 ) : 1984 ME’I’IIOD OF
MEASUKFMENT OF WORKS IN RIVER VALLEY
PROJECTS ( DAMS AND APPURTENANT
STRUCTURES )
PART 7 JOINTS
( Page 5, clause 3.2.9 ) - Substitute ‘IS 9401( Part 3 ) : 1994’ for ‘IS :
9401( Part 3 ) - 1980’.
( Page 5, fool-note marked ‘*’ ) - Substitute ‘Method of measurement of works in
river valley projects ( dams and appurtenant sttu~~ures ) : Part 3 Grouting ( jinf r&ion )’ for the
existing title.
(RVD23)
-__
Reprography Unit, BIS, New Delhi, India
.____.
-_-_-_A_._____ -- _..-. __
/AMENDMENT NO. 2 FEBRUARY 1999
TO
IS 9401( PART 7 ) : 1984 METHOD OF
MEASUREMENT OF WORKS IN RIVER VALLEY
PROJECTS (DAMS AND APPURTENANT STRUCTURES)
PART 7 JOINTS
( Page 4, clause 2.3 ) - Insert the following:
‘c) Areas shall be worked out to the nearest 0.01 n?.’
(RVD23)
Reprography Unit, BIS, New Delhi, India
|
8142.pdf
|
IS : 8142 - 1976
Indian Standard
METHOD OF TEST FOR
DETERMINING SETTING TIME OF
CONCRETE BY PENETRATION RESISTANCE
(
Fifth Reprint MAY 1997 )
UDC 666.972.015.5 : 539.533
0 Copyright 1976
BUREAU OF INDIAN STANDARDS
MANAK BHAVAN, 9 BAHADUR SHAH ZAFAR MARG
NEW DELHI 110002
Gr 2 December 1976IS : 8142 - 1976
Indian Standard
METHOD OF TEST FOR
DETERMINING SETTING TIME OF
CONCRETE BY PENETRATION RESISTANCE
l
Cement and Concrete Sectional Committee, BDC 2
Chahan R.qrese?kllg
DR H. C. VISVE~VARAYA Cemeht Research Institute of India, New Delhi
Members
ADDITIONALD IRECTOR, STANDAR~~S Railway Board ( Ministry of Railways )
(,B &S) (RDSO)
DEPUTYD IRECTOR,S TANDARDS
( B & S ) ( RDSO ) ( Alternate !
DR A. S. BHADURI National Test House, Calcutta
SHRIE. K. RAMACHANDRAN( Alternate )
CONTROLLER Indian Bureau of Mines, Nagpur
SHRI SURESHC HAND ( Alternafe )
DEPUTY CHIEF ENGINEER Public Works Department, Government of Tamil
( B;m.“:,“$” ) Nadu
CHtEP ENGINFXR
( IRRX~ATION& DESIGNS) ( Altemmzh )
DR G. S. DHILLON Irrigation & Power Research Institute, Amritsar
RESEARCHO PP~C~R( CC ) ( Alfernnte )
b IRECTOR Central Road Research Institute ( CSIR j
New Delhi
DR R. K. Gr&sti ( Alternate )
DIRECTOR( CSMRS ) Crntral Water Commission, New Delhi
DEPUTY DIRECTOR( CSMRS ) ( Alternate )
ENOINEER-IN-CHIEF Central Public Works Department, New Delhi
SUPERINTENDING ENGINEER,
DELHI CENTRAL CIRCLES (Alternate)
SHRI K. H. GANOWAL Hyderabad Asbestos Cement Products Ltd,
Hyderabad
SHRI K. C. GHOSAL Alokudyog Services Ltd, New Delhi
DR R. K. Guos~ Indian Roads Congress, New Delhi
BRIG HARISH CHANDRA Engineer-in-Chief’s Branch, Army Headquarters
SHRI G. R. MIRCHANDAN~( AKternote )
DR R. R. HATRANOADI The Associated Cement Companies Ltd, Bombay
SHRI P. J. JAGUS ( Alternate)
DRIQBAL ALI Engineering Research Laboratories, Hyderabad
SHRI M. T. KANBB Directorate General of Supplies & Disposals,
New Delhi
( Continued on page 2 )
@ Copyright 1976
BUREAU OF INDIAN STANDARDS
This publication ia protected under the Indian CopVripht Act ( irIV 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 : 8142- 1976
( Confinusdf romp age 1 )
Members Represcnhg
SHRI S. L. KATHIJRIA Roads Wing ( Ministry of Shipping & Transport )
SIIRI S. R. KULKARNI M. N. Dastur & Co ( Pvt) Ltd, Calcutta
DR MOHAN RAI Central Building Research Institute ( CSIR ):
Roorkee
DR S. S. REHSI ( Alkm~e )
SHRI ERACH A. NADIRSHAH Institution of Engineers ( India ), Calcutta
SHRI K. K. NAMBIAR In personal capacitv ( ‘ Knmanala~’ ~aI I FLsl
Crescent Park Rand, Gandhinagar, Adyar, Madras)
PROF G. S. RAMASWAMY Structt;Le.ngineermg Research Centre ( CSIR ),
DQ N. S. BHAL ( Alfemute )
DR A. V. R. RAO National Buildings Organization, New Delhi
SHRI K. S. SRINIVASAN ( Altemafe )
SHRI R. V. CKALAPATHI RAO Geological Survey of India, Calcutta
SHRI S. Roir ( Alternate )
SHRI T. N. S. RAO Gammon India Ltd, Bombay
SHRI S. R. PINHEIRO( Alternate )
SECRETARY Central Board of Irrigation & Power, New Delhi
DEPUTY SECRETARY( I ) ( Alternate )
SHRI G. B. SINGH Hindustan Housing Facto%y Ltd, New Delhi
SHRI C. L. KASLIWAL ( Alternate )
SHRI J. S. SINGHOTA Beas Designs Organization, Nangal Township
SHRI T. C. GARG ( Alternate)
SHRI K. A. SUBRAMANIAM India Cements Ltd, Madras
SHRI P. S. RAMACHANDRAN( Alternate )
SHRI L. SWAROOP Dalmia Cement ( Bharat ) Ltd, New Delhi
SHRI A. V. RAMANA ( Alternate)
SHRI B. T. UNWALLA The Concrete Association of India, Bombay
SHRI T. M. MENON ( Alternate )
SHRI D. AJITHAS IMHA, Director General, ISI ( Ex-o&io Member )
Director ( Civ Engg )
Secretary
SHRI M. N. NEELAKANDHAN
Assistant Director ( Civ Engg), ISI
Concrete Subcommittee, BDC 2 : 2
SHRI C. R. ALIMCHANDANI Stup India Ltd, Bombay
SHRI M. C. TANDON ( Alternate )
DEFUTY DIRECTOR, STANDARDS Railway Board ( Ministry of Railways )
‘“A~;+;;~;;)
DIRECTOR,
STANDARDS ( M/C ) ( RDSO ) ( Alternate )
DIRECTOR Engineering Research Laboratories, Hyderabad
DIRECTOR ( C & MDD ) Central Water Commission, New Delhi
DEPUTY DIRECTOR ( C & MDD ) ( Alternate )
SHRI V. K. GHANEKAR StrugE;;Le3ngineering Research Centre ( CSIR),
SHRI A. S. PRASADA RAO (Alternate)
( Continued on page 8 )IS: 8142 - 1976
Indian Standard
METHOD OF T-EST FOR
DETERMINING SETTING TIME OF
CONCRETE BY PENETRATION RESISTANCE
0. FOREWORD
0.1 This Indian Standard was adopted by the Indian Standards Institution
on 8 July 1976, after the draft finalized by the Cement and Concrete
Sectional Committee had been approved by the Civil Engineering Division
Council.
0.2 Information obtained from the penetration resistance test for setting
of concrete can provide useful guidance to the engineer at site regarding
removal of formwork, maximum permissible time lapse between placement
of successive layers of concrete and such other operations, where assessment
of the degree of hardening of the concrete is necessary. The method may
be used for determining the effects of variables, such as temperature,
cement, concrete mix proportions and admixtures, upon the time of setting
and hardening characteristics of concrete. It may be used as a part of
performance specifications to determine compliance with specified time of
setting requirements and will also be useful in the laboratory for comparative
studies of above aspects.
0.2.1 The method is suitable only for those cases where required infor-
mation on the above aspects can be obtained from the tests on the mortar
fraction of the concrete. Since the hardening of concrete is a gradual
process, any definition of setting time will necessarily be arbitrary. The
temperature of storage of specimens employed in this test is to be selected
by the user.
0.3 The Sectional Committee responsible for the preparation of this
standard has taken into consideration, the practices followed in this country
in conducting the test for determining setting time of concrete by penetration
resistance. Due weightage has also been given to the need for international
co-ordination among the standards and practices prevailing in different
countries of the world.
0.4 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 accordanceIs r8142 - 1976
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 method for determining the setting time of
concrete with slump greater than zero, by testing mortar sieved from the
concrete mixture.
1.2 In this method of test, the initial setting time and the final setting time
are the time intervals required for the mortar sieved from the concrete
mixture to reach the prescribed penetration resistance after the initial.
contact of cement and water.
2. TERMlNOLOGY
2.0 For the purpose of this standard, the following definitions shall apply.
2.1 Initial Setting Time - The elapsed time, after initial contact of
cement and water, required for the mortar (sieved from the concrete ) to
reach a penetration resistance of 3’43 N/mm2 ( 35 kgf/cm2 ).
2.2 Final Setting Time - The elapsed time, after initial contact of
cement and water, required for the mortar ( sieved from the concrete ) to
reach a penetration resistance of 26.97 N/mm2 ( 275 kgf/cmz).
3. APPARATUS
3.1 Containers for Mortar Specimens Rigid, watertight, non-
absorptive, non-oiled containers, either cyhn*h : rtcal or rectangular in cross-
section, with minimum lateral dimension 150 mm and height at least
150 mm.
NOTE -The container for the mortar from the concrete mixture ahall provide enough
mortar surface for the undisturbed reading of penetration reaistanee.
3.2 -Penetration Resistance Apparatus - Spring reaction-type appara-
tus, graduated from 50 N ( 5 kgf) to 600 N ( 60 kgf) in increments of
10 N ( 1 kgf ) or less; or hydraulic reaction-type apparatus with pressure
gauge of 700 to 900 N ( 70 to 90 kgf ) capacity, graduated in increments
of 10 N ( 1 kgf ) or less. Indications of actual needle loads by these appara-
tus shall be accurate to 10 N ( 1 kgf ). Removable needles of 645,323,161,
65, 32 and 16 mm2 bearing areas shall be provided. Each needle shank
shall be scribed peripherally at a distance of 25 mm above the bearing face.
The length of the 16 mm2 needle shall be not more than 90 mm to minimize
bending.
NOTE - The spring reaction-type apparatus shall be recalibrated periodically.
*Rules for rounding off numerical values ( revised ).
4IS : 8142 - 1976
3.3 Pipette - Pipette or suitable instrument for drawing off free water
from the surface of the test specimens.
3.4 Tamping Rod - Round, straight, steel rod 16 mm in diameter and
approximately 609 mm in length, having the tamping end rounded to a
hemispherical tip, of 16 mm diameter.
4. PREPARATION OF MORTAR SPECIMENS
4.1 From the concrete mixture under test, select a representative sample of
concrete of sufficient volume to provide enough mortar to fill the test con-
tainer, or containers, to a depth of at least 140 mm.
4.2 Remove essentially all of the mortar from the sample of concrete by
sieving it through a 4.75-mm IS sieve onto a non-absorptive surface.
4.3 Thoroughly remix the mortar by hand on the non-absorptive surface
and place it in the container, or containers in layers of 50 mm each, and
compact by rodding each layer. Rod the specimen by means of the
tamping rod held so as to penetrate the mortar with the round end. Rod
the mortar once for each 6.5 cm2 of top surface area of the specimen and
distribute the strokes uniformly over the cross-section of the specimen. After
completion of the rodding, tap the sides of the containers lightly with the
tamping rod to close voids left by the tamping rod and to further level the
surface of the specimen. Upon completion of specimen preparation, the
mortar surface shall be at least 13 mm below the top edge of the container
to provide space for the collection and removal of bleeding water and to
avoid contact between the mortar surface and the protective covering
specified in 5.1.
5. STORAGE OF MORTAR SPECIMENS
5.1 Store and maintain the specimens at the temperature, selected for
testing the specimens. TO prevent excessive evaporation of moisture, keep
the specimens covered and protected with a suitable tight-fitting, water-
impermeable cover for the duration of the test, except when bleeding water
is being removed or penetration tests are being made. The specimens shall
be shielded from the sun.
6. NUMBER OF SPECIMENS
6.1 At least three separate batches shall be made for each test condition.
One rate of hardening test shall be made on each batch. An equal number
of batches for each condition shall be made on any given day. When it is
impossible to make at least one test for each variable on a given day, the
mixing of the entire series of batches shall be completed in as few days as
possible and one of the mixtures shall be repeated each day as a standard of
comparison.
5IS : 8142 - 1976
7. PROCEDURE
7.1 Remove bleeding water from ‘the surface of the mortar specimens just
prior to making a penetration test by means of a pipette or a suitable
instrument. To facilitate collection of bleeding water, tilt the specimen
carefully to an angle of about 12” from the horizontal by placing a block
under one side 2 minutes prior to removal of the bleeding water.
7.2 Insert a needle of appropriate size, depending upon the state of
hardening of the mortar, in the penetration resistance apparatus and bring
the bearmg surface of the needle into contact with the mortar surface.
Gradually and uniformly apply a vertical force downward on the apparatus
until the needle penetrates the mortar to a depth of 25 mm as indicated by
the scribe mark. The time required to penetrate to the 25 mm depth shall
be approximately 10 seconds. Record the force required and the time of
application, measured as elapsed time after initial contact of cement and
water. In subsequent penetration tests take care to avoid areas where the
mortar has been disturbed by previous tests. The clear distance between
two needle impressions shall be at least two diameters of the needle being
used, but not less than 13 mm. The clear distance between any needle
impression and the side of the container shall be not less than 25 mm.
7.3 Make penetration tests at hourly intervals for normal mixtures and
normal temperatures, the initial test being made after an elapsed time of
3 to 4 h. For accelerated mixtures or high temperatures, it may be advisable
to make the initial test after an elapsed time of 1 or 2 h and subsequent tests
at + h intervals. For low-temperature conditions or retarded concrete
mixtures, the initial penetration test may be deferred for an elapsed time of
4 to 6 h, and perhaps longer. Subsequent tests may be made at intervals of
1 h, unless the rate of increase in penetration resistance indicates that
shorter intervals are desirable.
7.4 Not less than six penetration resistance determinations shah be made in
each rate of hardening test and the time intervals between penetration
resistance determinations shall be such as to give a satisfactory rate of
hardening curve, as indicated by equally spaced points. Continue the tests
until one penetration resistance of at least 26.97 N/mm’ (275 kgf/cmz) is
reached.
8. CALCULATION
8.1 Calculate the penetration resistance, in N/mm2 (kgf/cmz ), as the force
required to cause a 25 mm depth of penetration of the needle divided by
the area of the bearing face of the needle.
9. PRECISION
9.1 The range of three results of properly conducted tests by the same
operator with the same machine using similar materials on different days
6IS : 8142 - 1976
shall not exceed 84 minutes, and the average setting times for two sets
of tests each consisting of three similar batches shall not depart more than
20 minutes from the average of the two.
10. REPORT
10.1 The report shall include the following:
a) Data on Concrete Mixture - Type and proportions of cement, fine
aggregate, coarse aggregate ( including maximum size and grading
of aggregates ), and the ratio of net water content to cement
content;
b) Name, nature, and percentage of active ingredients by mass of
of
cement, any admixture used;
Cl Air content of fresh concrete and method of determination;
4 Consistency of concrete as determined by the slump or other test
for consistency;
e) Temperature of mortar after sieving;
f 1 Record of ambient temperature during the test period; and
!4 Date of test.
10.2 Curves -For each variable and condition of concrete as specified
in 6, the results from each of three or more rate of hardening tests shall be
plotted separately, showing penetration resistance in N/mm2 ( kgf/cm:! ) as
the ordinate and elapsed time in hours and minutes as the abscissa, where
3.5 MN/m2 ( 35 kgf/cma ) and 1 hour are represented by not less than
13 mm.
10.3 Time of Setting - Times of initial and final setting as defined in 2.1
and 2.2 shall be calculated by averaging the elapsed times, determined from
the curves plotted in accordance with 10.2 at which penetration resistances
of 3.43 N/mm2 ( 35 kgf/cm2 ) and 26.97 N/mm2 ( 275 kgf/cm2 ) respectively,
are reached. Times of setting shall be reported in hours and minutes to the
nearest minute.18 : 8142i 1976
( Continued from page 2 )
Members Reprssentiti~
SHRI K. C. GHOSAL Alokudyog Services Ltd. New Delhi
BRIM HARIS~ CHANDRA Engineer-in-Chief’s Branch, A:my HeadquartePS
MAJ S. G. VOMBATKERE( Alternate )
SHRI J. S. HXNGORANI Associated Consulting Services, Bombay
SHR~A . P. REMEDIOS( Alternate )
SHRI P. J, JAGUS The Associated Cement Companies Ltd, Bombay
SHKI ti. R. VIAAYAKA ( Altermite )
SHRI S. R. KULKARNI M. N. Dastur & Co Pvt Ltd, Calcutta
SHR~B . C. PATEL ( Alternatc )
SHRI G. C. MATHUR National Buildings Organization, New Delhi
SHRI G. T. BHIDE( Alternate )
DR P. K. MOHANTY Tor-Isteg Steel Corporation, Calcutta
DR R. S. PRASAD ( Alternate )
SHRI K. K. NAMBIAR In personal capacity ( ( Ramannlaya~’I 1 First Crexent
Park Road, Gandhinagar, Adyar, Madras )
DH M. L. PURI Central Road Research Institute ( CSI R ) , New Delhi
SHRI N. S. RAMASWA~~Y Roads Wing ( Ministry of Shipping & Transport )
SHRI R. P. SIKKA ( Alternate )
SHRI R. V. CHALAPATHIR AO Geological Survey of India, Calcutta
SHRI S. ROY ( Alternate )
SHRI T. N. S. RAO Gammon India Ltd, Bombay
SHRI S. R. PINHEIRO( Alternate )
SUPERINTENDING E N c I N E E R Central Public Works Department, New Delhi
( CENTRALC IRCLEN o. 2 )
SHRI S. G. VAXIIYA ( Alternate )
SUPERINTENDING ENQINEER Public Works and Housing Department, Government
(DESIGN CIRCLE, PW ) of Maharashtra, Bombay
DR C. A. TANEJA Central Building Research Institute ( CSIR), Roorkee
SHRI B. S. GUPTA ( Alternate )
SHRI N. M. THADANI In personal capacity ( 82, Marine Drioe, Bomba) )
SHRI B. T. UNWALLA The Concrete Association of India, Bombay
SHRI T. M. MENON ( Alternatc )
DR H. C. VISVESVARAYA Cement Research Institute of India, New Delhi
DR A. K. MULLEIC ( Alternate )BUREAU OF INDIAN STANDARDS
Headquarters:
Manak Bhavan, 9 Bahadur Shah Zafar Marg, NEW DELHI 110002
Telephones: 323 0131, 323 3375, 323 9402
Fax :91113234062, 91 113239399, 91113239382
Telegrams : Manaksanstha
(Common to all Offices)
Central Laboratory: Telephone
Plot No. 2019, Site IV, Sahibabad lndustriaf Area, SAHIBABAD 201010 8-77 00 32
Regional Offices:
Central : Manak Bhavan, 9 Bahadur Shah Zafar Marg, NEW DELHI 110062 32376 17
*Eastern : l/14 CIT Scheme VII M, V.I.P. Road, Maniktola, CALCUTTA700054 337 86 62
Northern : SC0 335336, Sector 34-A, CHANDIGARH.180022 60 38 43
Southern : C.I.T. Campus, IV Cross Road, CHENNAI 600113 235 23 15
tWestern : Manakalaya, E9 Behind Marol Telephone Exchange, Andheri (East), 832 92 95
MUMBAI 400093
Branch Offices:
‘Pushpak’, Nurmohamed Shaikh Marg, Khanpur, AHMEDABAD 380001 550 13 48
*Peenya Industrial Area, 1st Stage, Bangalore-Tumkur Road, 839 49 55
BANGALORE 560058
Gangotri Complex, 5th Floor, Bhadbhada Road, T. T. Nagar, BHOPAL 462003 55 40 21
Plot No. 62-63, Unit VI. Ganga Nagar, BHUBANESHWAR 751001 40 36 27
Kalaikathir Buildings, 670 Avinashi Road, COIMBATORE 641037 21 01 41
Plot No. 43, Sector 16 A, Mathura Road, FARIDABAD 121001 8-28 88 01
Savitri Complex, 116 G. T. Road, GHAZIABAD 201001 8-71 19 96
5315 Ward No. 29, R. G. Barua Road, 5th By-lane, GUWAHATI 781003 54 11 37
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
1171418 B. Sarvodaya Nagar, KANPUR 208005 21 68 76
Seth Bhawan, 2nd Floor, Behind Leela Cinema, Naval Kishore Road, 23 89 23
LUCKNOW 226001
Patliputra Industrial Estate, PATNA 800013 26 23 05
T. C. No. 14/1421, University P. 0. Palayam, 621 17
THIRUVANANTHAPURAM 695034
NIT Building, Second Floor, Gokulpat Market, NAGPUR 440010 52 51 71
Institution of Engineers ( India ) Building, 1332 Shivaji Nagar. PUNE 411005 32 36 35
*Sales Office is at 5 Chowringhee Approach, P. 0. Princep Street,
CALCUTTA 700072 27 10 85
TSales Office is at Novelty Chambers, Grant Road, MUMBAI -400007 309 65 28
*Sales Office is at ‘F’ Block, Unity Building, Narashimaraja Square, 222 39 71
BANGALORE 560002
Printed at New lndii Printing Press, Khurja. India
|
9901_4.pdf
|
Is : 9901(P art IV) - 1981
Indian Standard
MEASUREMENT OF SOUND
INSULATION IN BUILDINGS AND
OF BUILDING ELEMENTS
PART IV FIELD MEASUREMENTS OF AIRBORNESOUND
INSULATION BETWEEN ROOMS
Acoustics Sectional Committee, LTDC 5
Chairman
DR M. PANCHOLY
Emeritus Scientist
National Physical Laboratory
New Delhi
Members Representing
DR K. ACHYUTHAN Ministry of Defence ( R & D )
SHRI R. S. VOHRA ( Alternate )
SHRI SANDEEPA HUJA Ahuja Radios, New Delhi
SHRI S. P. JERATH( Alternate )
COL T. R. BHALOTRA Ministry of Defence ( DGI )
LT-COL KISHAN LAL ( Alfernate )
DR A. F. CHHAPGAR National Physical Laboratory ( CSIR ), New Delhi
DR P. N. GUPTA Department of Electronics, New Delhi
SHRI TEK CRANDANI ( Alternate )
SHR~ R. K. JAIN Electronic Component Industries Association
( ELCINA ), New Delhi
SHRI L. K. VISHWANATH ( Alternate )
SHRI K. S. KALIDAS Railway Board, New Delhi
SHRI V. JAYARAMAN( Alternute )
SHRI J. S. MONGA Botton Industrial Corporation, New Delhi
SHRI M. S. MONGA ( Alternate )
SHRI B. C. MUKHERJEE National Test House, Calcutta
SHRI J. K. BHATTACHARYA( Alternate )
( Continued on page 2 )
Q Copyright 1982
INDJAN STANDARDS INSTITUTION
This publication is protected under the Zndiun Copyright -Act ( XIV of 1957 ) and
reproduction in whole or in part by any means except with written permission of the
publisher shall be deemed to be an infrigement of copyright under the said Act.IS : 9901( Part IV ) - 1981
( Continued from page 1 )
Members Representing
DR ( KUMAR~ ) SHAILAJAN IKAM All India Institute of Speech & Hearing, Mysore
SHRI K. D. PAVATE Central Electronics Engineering Research Institute
( CSIR ), Pilani
SHRI M. R. KAP~~R ( Alternate )
SHRI A. V. RAMANAN Films Division, Bombay
RESEARCHE NQINEER Directorate General of All India Radio, New Delhi
SHRI SARWAN RUMAR Directorate General of Civil Aviation, New Delhi
SHRIK. CHANRACHUDAN( Alternate)
SHRI M. SHANKARALINGAM Directorate General of Supplies & Disposals,
New Delhi
SHRI R. S. ARORA ( Alternate )
SHRI M. N. SHUKLA Posts and Telegraphs Board, New Delhi
SHRI S. K. TANDON (Alternate )
SUPERINTENDENSTU RVEYORO F Central Public Works Department, New Delhi
WORKS ( FOOD )
SHRI L. K. V~SHWANATH Peico Electronics & Electricals Ltd, Bombay, and
The Radio Electronics & Television Manu-
facturers’ Association, Bombay
SHRI K. D’SA ( Alfernate )
SHRI R. C. JAIN, Director General, ISI ( Ex-oficio Member )
Head ( Electronics )
Secretary
SHR~ PAVAN KUMAR
Assistant Director ( Electronics ), 1%
2IS : 9901( Part IY ) - 1981
Indian Standard
MEASUREMENT OF SOUND
INSULATION IN BUILDINGS AND
OF BUIL-DING ELEMENTS
PART IV FIELD MEASUREMENTS OF AIRBORNE SOUND
INSULATION BETWEEN ROOMS
0. FOREWORD
0.1 This Indian Standard ( Part IV ) was adopted by the Indian Standards
Institution on 26 October 198 1, after the draft finalized by the Acoustics
Sectional Committee had been approved by the Electronics and Telecom-
munication Division Council.
0.2 The purpose of this standard is:
a) To provide procedures to measure the sound insulation between two
rooms in buildings, thus making it possible to check whether the
desired acoustical conditions have been obtained.
b) To provide field procedures to determine whether building elements
have met specifications and to check whether faults have occurred
during construction.
0.3 This standard, which covers field measurements of airborne sound
insulation between rooms is a part of the series of Indian Standards on
measurement of sound insulation in buildings and of building elements.
Other standards in this series are:
Part I Requirements for laboratories,
Part II Statement of precision requirements,
Part III Laboratory measurements of airborne sound insulation of
building elements,
Part V Field measurements of airborne sound insulation of facade
elements and facades,
Part VI Laboratory measurements of impact sound insulation of
floors,
3IS : 9901( Part IV ) - 1981
Part VII Field measurements of impact sound insulation of floors,
and
Part VIII Laboratory measurements of the reduction of transmitted
impact noise by floors coverings on a standard floor.
0.4 The test results obtained can be used to compare sound insulation
between rooms and to compare actual sound insulation with specified
requirements.
0.5 While preparing this standard, assistance has been derived from
ISO/DIS 14O/IV ‘Measurement of sound insulation in buildings and of
building elements : Part IV Field measurements of airborne sound insulation
between rooms’ issued by the International Organization for Standardization.
0.6 In reporting the result of a test made in accordance with the standard,
if the final value, observed or calculated, is to be rounded off, it shall be
done in accordance with IS : 2 - 1960”.
1. SCOPE
1.1 This standard ( Part IV ) specifies field methods for measuring the
airborne sound insulation properties of interior walls, floors land doors
between two rooms under diffuse sound field conditions in both rooms and
for determining the protection against sound afforded to the occupants of the
building.
2. TERMINOLOGY
2.0 For the purpose of this standard, the terms and definitions given in
IS : 1885 ( Part III/Set 8 )-I9747 shall apply in addition to the following.
2.1 Average Sound Pressure Level in a Room -Ten times the common
logarithm of the ratio of the space and time average of the sound pressure
squared to the square of the reference sound pressure, the space average
being taken over the entire room with the exception of those parts where the
direct radiation of a sound source or the near field of the boundaries ( wall,
etc ) is of significant intluence. This quantity is denoted by L:
P21 P2, PSn
L = 10 log,, + + . . . . dB #.....(l)
--Fpi 0 . . . .
*Rules for rounding off numerical values ( revised ).
tElectrotechnica1 vocabulary : Part III Acoustics, Section 8 Architectural acoustics.
4IS : 9901( Part IV) - 1981
where
PI.P ,,. . . . . P n are the rms sound pressures at n different positions
in the room;
PO = 20 PPa is the reference sound pressure.
2.2 Level Difference - The difference in the space and time average sound
pressure levels produced in two rooms by one or more sound sources in one
of them. This quantity is denoted by D:
D = L, - L, .. . . . . . . .( 2 )
where
L, is the average sound pressure level in the source room;
L, is the average sound pressure level in the receiving room.
2.3 Standardized Level Difference - The level difference corresponding to a
reference value of the reverberation time in the receiving room. This
quantity is denoted by DOT:
D + 10 log,, $ dB . . . . . . . ..(3)
&T =
0
where
D is the level difference,
T is the reverberation time in the receiving room,
Toi s the reference reverberation time.
For dwellings, To is given by
T,,= 0.5 s . . . . . . . . . (4)
NOTE 1 - The standardizing of the level difference to a reverberation time of 0.5 s
takes into account that is dwellings the reverberation time -has been found to
be - nearly independent of the volume and of frequency equal to 0.5 s. With this L
standardizing? D,,T is dependent on the direction of the sound transmission if the two
rooms have drfferent volumes.
NOTE 2 - The standardizing of the level difference to the reverberation time in the
receiving room of To = 0.5 s is equivalent to standardizing the level difference with
respect to an equivalent absorption area of:
A0 = 0.32 V
where
A, is the equivalent absorption area, in square metres;
V is the volume of the receiving room, in cubic metres.
NOTE 3 - When determining the protection from sound afforded to the occupants
of the building, the standardized level difference is appropriate.
5IS : 9901 ( Part IV ) - 1981
2.4 Apparent Sound Reduction Index : Appareot Transmission Lass-Ten
times the common logarithm of the ratio of the sound power WI incident on
a partition under test to the total sound power W, transmitted into the
receiving room. This quantity is denoted by R’ :
R’ = 10 log,, ww 1 dB
3
In general, the sound power transmitted into the receiving room consists
of the sum of the following components:
WDd which has entered the partition directly but is radiated from it
directly;
WDf which has entered the partition directly but is radiated from
flanking constructions;
WFd which has entered flanking constructions and is radiated from
the partition directly;
WFf which has entered flanking corrstructions and is radiated from
blanking constructions;
F$&ak which has been transmitted (as airborne sound ) through leaks,
ventilation ducts, etc.
Under the assumption of diffuse fields in the two rooms, the apparent
reduction index may be evaluated from the formula:
R’ = L1 - L, + lo log,, ?- dB . . . . . . . ,
A
where
S is the area of the test specimen, and
A is the equivalent absorption area in the receiving room.
In the case of a door in a wall, S is the area of the free opening in which
the door including the frame is mounted. It must be proved that the sound
transmission through the rest of the wall is negligible.
In the case of staggered rooms, S is that part of the area of the
partition common to both rooms. If, however, the common area is less than
10 ma, the measurement results cannot be expressed as R’.
NOTE 1 - In the apparent sound reduction index, the sound power transmitted into
the receiving room is related to the sound power incident on the common partition
irrespective of actual conditions of transmission.
The parent sound reduction index is independent of the measuring direction between
the rooms if the sound fields are diffuse in both rooms.
6IS : 9901( Part IV) - 1981
NOTE 2 - When determining the sound insulation properties of a building element,
the apparent reduction index is used.
3. EQUIPMENT
3.1 The equipment shall be suitable for meeting the requirements of 5.
4. TEST ARRANGEMENT
4.1 For the test arrangement to be used in the field, it is not possible to
standardize the area of the test specimen and the volume and shape of the
rooms.
4.2 Measurements between empty rooms with equal dimensions should
preferably be made with diffusers in each room. Diffusing elements shall be
sufficiently isolated from the building, for example, by placing them on pads
of resilient material.
5. TEST PROCEDURE AND EVALUATION
5.1 Generation of Sound Field in the Source Room
5.1.1 The sound generated in the source room should be steady and have
a continuous spectrum in the frequency range considered. Filters with the
bandwidth of at least one third-octave may be used.
5.1.2 If the sound source contains more than one loudspeaker operating
simultaneously, the loudspeaker shall be contained in one enclosure, the
maximum dimension of which shall not exceed 0.7 m. The loudspeakers
should be driven in phase.
5.1.3 The loudspeaker enclosure shall be so placed as to give a sound field
as diffuse as possible and at such a distance from the test specimen that the
direct radiation upon it is not dominant.
5.2 Measurement of the Average Sound Pressure Level
5.2.1 The average sound pressure level may be obtained by using a L
number of fixed microphone positions or a continuously moving microphone
with an integration of P2.
5.2.2 When in any frequency band the sound pressure level in the receiving
room in less than 10 dB above the background level, the background level
shall be measured just before and after the determination of sound pressure
level due to the sound source and a correction as given in the Table 1 shall
be applied.
5.2.3 The above corrections, if -any, are to be made to the individual
readings.IS:9901(PartIV)-1981
TABLE 1 CORRECTION TO SOUND PRESSURE LEVEL READINGS
( Clause 5.2.2 )
DIFFERENCEB ETWEENS OUND PRESSURE CORRECTIONT O BE SUBTRACTEDF ROM
LEVEL MEASUREDW ITH SOUND SOURCE SOUND PRESSUREL EVEL MEASURED
OPERATING LAND BACKGROUND LEVEL WITH .%UND SOURCE OPERATING
ALONE TO OBTAIN SOUND PRESSURE
LEVELD UE TO SOUND
SOURCE ALONE
dB dB
3 3
4 to 5 2
6 to 9 1
5.2.4 If the difference is less than 3 dB, that is, the sound pressure level L,
is less than the background level, a precise value of L, cannot be
determined.
5.3 Frequency Range of Measurements
5.3.1 The sound pressure level should be measured using third-octave or
octave band filters. The discrimination characteristics of the filters shall be
in accordance with IS : 6964-1973*.
5.3.2 Third-octave band filters having at least the following centre
frequencies shall be used:
100, 125, 160, 200, 250, 315, 400, 500, 630, 800, 1 000, 1 250, 1 600,
2 000,2 500 and 3 150 Hz.
NOTE 1 - Use of lower frequency is dependent on the distribution of natural c
frequency.
NOTE 2 - The~minimum reverberation times for the empty room are adjusted to a
volume 180 m3. For other volumes, these times shall be multiplied by the factor
( V/180 )ljs ( V being the volume of the room expressed in cubic metres ) except at
high frequencies, where the air~absorption is the predominant factor influencing the
decay rate.
5.3.3 If octave band filters are used, as a minimum the series beginning
with centre frequency 125 Hz and ending at 2 000 Hz should be used.
*Octave, half-octave and third-octave band filters for analysis of sound and vibrations.
8IS : 9901( Part IV ) - 1981
5.4 Measurement and Evaluation of the Equivalent Absorption Area
5.4.1 The correction term of equation (6) containing the equivalent
absorption area may be preferably evaluated from the reverberation time
measured according to IS : 82251976* and evaluated using Sabine’s
formula:
where
A is the equivalent absorption area, in square metres;
V is the receiving room volume, in cubic metres; and
T is the reverberation time, in seconds.
5.4.2 The alternative method of taking the equivalent absorption area into
account is to measure the average sound pressure level produced by a
sufficiently stable sound source the power output of which is known.
5.5 Measurement Procedure
5.5.1 A normal test procedure which complies with this standard shall be
determined.
5.5.2 The necessary criteria which affect the repeatability of the measure-
ments are shown below:
a) Number and sizes of diffusing elements ( if any );
‘4 Number of sound sources;
4 Position(s) of sound sources;
4 Minimum distances between microphone and sound source(s) and
microphone and room boundaries -with regard to near fields;
e>N umber of microphone positions or, in the case of a moving
microphone, the microphone path;
f 1 Averaging time of the levels; and
8) Method for determining the equivalent absorption area, which
involves a number of repeated readings in each position.
An example of typical test conditions is given in Appendix A.
*Method of measurement of absorption coefficient k a reverberation room.
9IS : 9901 ( Part IV) - 1981
6. PRECISION
6.1 It is required that the measurement procedure should give satisfactory
repeatability. For the instrumentation and, in specific cases, for the
complete measurement condition, this can be determined in accordance with
the method shown in IS : 9901 ( Part II )-1981”.
NOTE -It is recommended that different organizations periodically perform
comparison measurements on the same test specimen to check the repeatability and
the reproducibility of their test procedure.
7. EXPRESSION OF RESULTS
7.1 For the statement of results, the apparent reduction index R’ of the test
specimen and/or the standardized level difference Dn~ between the two
rooms shall be given at all frequencies of measurement, in tabular form
and/or in the form of a curve. For graphs with the level in decibels
plotted against frequency on a logarithmic scale, the length for a 10 : 1
frequency ratio shall be equal to the length for 10 dB, 25 dB or 50 dB on the
ordinate scale.
8. TEST REPORT
8.1 The test report should state:
a) Name of organization that has performed the measurements;
b) Date of test;
cl Description of the building construction and test arrangement;
d) Volume of both rooms;
4 Type of noise and filters used;
f> Either apparent sound reduction index R’ of test specimen or
standardized level difference Dn~ between the two rooms as a
function of frequency, whichever is appropriate;
9) The area S used for evaluation of R’;
h) Brief description of details of procedure and equipment ( see 5.5);
3 ,Limit of measurement in case the sound pressure level in any band
is not measurable on account of background noise ( acoustical or
electrical );
*Measurement of sound insulation in buildings and of building elements : Part II
Statement of precision requirements.
10IS : 9901( Part IV ) - 1981
k) The flanking transmission - if measured ( see Appendix B ) - in
the same form as R’. It should be stated as clearly as possible
which part or parts of the transmitted sound power are included in
the flanking transmission measurement.
m) Total loss factor qt,-,tal- if measured ( see Appendix C ) - at all
frequencies of measurement in tabular form and/or in the form of a
curve;
n) Remarks when it is not possible to follow this standard in every
detail.
With respect to the evaluation of a single value from the curve R’ ( f ), see
IS : ‘ Indian Standard Rating of sound insulation for dwellings ’ ( under
preparation ).
APPENDIX A
( Clause 5.5.2 )
EXAMPLE OF TEST PROCEDURE
A-l. An example of a test procedure which will normally be expectedto give
satisfactory repeatability in cases where the room volumes exceed 25 m* is
given below.
A-IS When the empty rooms have identical shape, each will be modified in
such a way that it shall have a more random sound field. This can be
achieved by means of portable diffusers such as sheets of building boards or
pieces of furniture, whichever are the most convenient. Three or four
objects will be sufficient in most cases.
A-1.2 One loudspeaker is placed separately in 2 different corners opposite
the test specimen ( but not directed at -it ) such that with 6 microphone
positions randomly distributed throughout each room 3 can have readings
taken for each loudspeaker position using an averaging time of 5 s in each
frequency band at each position. The loudspeaker is fed with white noise in
one third-octave band. In the microphone channel one third-octave band
filter is used as well. No microphone position shall be nearer than 0.5 m to
the room boundaries or diffusers.
IIXS:9!Ml(PartIV)-1981
A-1.3 As an alternative, the sound field .sampling procedure can be carried
out using a rotating microphone device, having a minimum sweep radius of
O-7 m. In this case, the plane of the traverse is inclined in relation to the
room boundaries and the device shall have an averaging time equal to the
traverse time, which shall be a minimum of 30 s.
A-l.4 The equivalent absorption area shall be ~determined from readings
taken using 3 microphone positions with 2 reverberation time analyses at
each position.
APPENDIX B
[Clause 8.1 (k)]
MEASUREMENT OF FLANKING TRANSMISSION
B-l. If the flanking transmission has to be investigated, this may be done in
either of the following ways.
B-l.1 By covering the specimen on both sides by additional flexible layers,
for example 13 mm gypsum board on a separate frame at a distance which
gives a resonance frequency of the~system of layer and ~airspace well below
the frequency range of interest. The airspace should contain absorbing
material. With this measurement WDd, WFd and WDf are suppressed, and
the measured apparent reduction index is determined by WFf. Additional
flexible layers, over particular flanking surfaces, may permit identilication of
the major paths.
B-l.2 By measuring the average velocity levels of the specimen and the
flanking surfaces in the receiving room. The average surface velocity level
LV of the specimen in decibels is 10 times the common logarithm of the
ratio of the average of the mean square normal surface velocity of the speci-
men to the square of the reference velocity:
PI + 92 + . . . . . . . . . + va, dB
L” = 10 log, . . ..a
729,
where
%
V2, . . . . . v,, are the rms normal surface velocities at n different
positions on the wall or ceiling.
vo= 5 x 1O-s ms-l is the reference velocity.
12IS : 9901( Part IV ) - 1981
The vibration transducer used shall be well attached to the surface and
its mass impedance shall be sticiently low compared with the point
impedance of the surface.
If the critical frequency of the specimen or the flanking objects is low
compared with the frequency range of interest, the power wk radiated from
a ~particular element k with area Sk in the receiving room may be estimated
from the formula:
. . . . . . . . . (9)
where
+k is the spatial average of the mean square of the normal surface
velocity;
crk is the radiation efficiency, a pure number of about 1 above the
critical frequency; and
PC is the characteristic impedance of air.
If the power radiated from the flanking constructions is determined in
this way, the measurement can be used to calculate, for instance.
WI
10 log,, - dB . . . . . . ..(lO)
R'DI+FI = WDf + WFf
APPENDIX C
[ CZause 8.1 ( m ) ]
CHECKING THE LOSS FACTOR qtotal OF THE PARTITION
C-l. For the frequency region above the critical frequency, the total loss
factor of the partition is important for its sound reduction index. The total
loss factor is influenced by the boundary conditions and may be checked
by measuring the reverberation time of the partition as a function of
frequency. The partition should then be excited by a shaker driven by
13IS:9901(P al%IV)- 1981
white noise in third-octave bands. From the measurements the loss factor
is calculated:
?tot&l = +g . . . . . . . . . (11)
where
f is the third-octave band centre frequency,
T is the reverberation time of the partition.
14
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7325.pdf
|
IS : 7325- 1374
Indian Standard
SPECIFICATION FOR
APPARATUS FOR DETERMINING
CONSTITUENTS OF FRESH CONCRETE
-
Cement and Concrete Sectional Committee, BDC 2
Chairman
DR H. C. VISVESVA~AYA Cement Research Institute of India, New Delhi
Members
Da A. S. BHADU~I National Test House, Calcutta
SERI E. K. RAMACEANDRAN
( Altsraatc )
SEP.I A. K. CHA~IYERJI Central Building Research . Institute ( CSIR),
Roorkee
DR S. S. REESI (Alternate )
DE P UTY CEIEB ENGINEER Publ~adorks Department, Government of Tamil
( BUILDINOS )
DEPUTY Crrr~~ ENGINEER
( IRRIQATI~N & DESIQNS )
( Alternate )
UIRE~~R Central Road Research Institute (CSIR), New Delhi
DR R. K. GHOEH ( Alternate )
DIRECTOR ( CSMRS ) Central Water & Power Commission, New Delhi
DEPUTY DIRECTOR ( CSMRS )
( Al&ma& )
SERI K. H. GANOWAL Hyderabad Asbestos Cement Products Ltd.
Hyderabad
SHRI K. C. GHOEAL Alokudyog Services Ltd, New Delhi
SHRI A. K. BI~WAS ( Alternate )
DR R. K. GHOSE Indian Roads Congress, New Delhi
BRIQ HARISH CEANDRA Engineer-in-Chief’s Branch, Army Headquarters
SHRI G. R. MIROEANDANI ( Alternate )
DR R. R. HATTIANQADI Associated Cement Comnanies Ltd. Bombav
r -2
SHRI P. J. JAQUS (Alternate )
DE&I QBAL ALI Engineering Re: search Laboratories, Hyderabad
JOINT DIRECTOR STANDARDS Research, De!L g_n s & Standard, Organization,
(B&S) Lucknow
D~~rprr DIUEOTORS TANDARDS
( B & S ) (Alternate )
SHRI s. B. Josm S. B. Joshi & Co Ltd, Bombay
SHRI M. T. KANSE Directorate General of Supplies & Disposals
Q Copyright 1974
INDIAN STANDARDS INSTITUTION
This publication is protected under the fndian copvright Act ( XIV of 1957 ) and
reproduction in whole or in part by any means except with written permission of the
publisher shall be deemed to be an infringement of copyright under the said Act.IS : 7325- 1974
( Continuedfrom page 1 )
Members Repessnting
SHRI S. L. KATHURIA Roads Wing, Ministry of Shipping & Transport
SERI S. R. KULKARNI M. N. Dastur & Co (Private ) Ltd, Calcutta
SRRI M. A. MERTA Concrete Association of India, Bombay
SHRI 0. MUTHAUEEN Central Public Works Department
SUPERINTENDINO ENQINIZEB,
END CIRCLE ( Ahmatt )
SERI ERACH A. NADIRSHAH Institution of Engineers ( India ), Calcutta
SHRI K. K. NAMBIAR In personal capacity ( ‘Ramaaalayd II First Crescent
Park Road, Gandkhagar, Adyar, Madras )
PROB G. S. RAMASWAMY Structural Engineering Research Centre ( CSIR ),
Roorkee
DR N. S. BHAL ( Alternate)
DR A. V. R. RAO National Buildings Organization, New Delhi
SERI K. S. SRINIVASAN ( A&-mate )
SHRI G. S. M. RAO Geological Survey of India, Nagpur
SHRI T. N. S. RAO Gammon India Ltd, Bombay
SHRI S. R. PINHEIRO ( Alternate )
SEORETARY Central Board of Irrigation & Power, New Delht
DEPUTY SECRETARY (I) ( Alternate )
SHRI R. P. SHARMA Irrigation & Power Research Institute, Amritsar
SHRI MOHINDER SIN~FI ( Altsmata )
SERI G. B. .%NQH Hindustan Housing Factory Ltd, New Delhi
SEIRI C. L. KASLIWAL ( Ahmutc )
SHRI J. S. SINQHOTA Beas Designs Organization, Nangal Township
SHRI T. C. GARQ ( Alternate )
SHRI R. K. SJNHA Indian Bureau of Mines, Nagpur
SHRI K. A. SIJBRAMANIAM India Cements Ltd, Madras
SHRI P. S. RAMACHANDRAN ( Alternate )
SHRI L. SWAROOP Dalmia Cement ( Bharat ) Ltd, New Delhi
SHRI A. V. RAMANA ( Alternate)
SRRI D. AJITEA SIMEA, Director General, IS1 ( Ex-o&M Member )
Director ( Civ Engg )
hretary
SHRI Y. R. TANEJA
Deputy Director ( Civ Engg ), ISJ
Instruments Ear Cement and Concrete Testing Subcomhttee, BDC 2 : 10
Conuener
DR IQRAL ALI Engineering Research Laboratories, Hyderabad
Mambns
Poor B. M. AEVJA Indian Institute of TechnoIogy,~‘New Delhi
LALA G. C. DAS National Test House, Calcutta
SFIRI T. P. EKAMBARAM Highways Research Station: Madras
Da R. K. GHOSH Central Road Research Instrtute ( CSIR ), New Delhi
SHRI K. L. SETHI ( Altumats )
( Continued aa pagr 10 )
2Is a 732s -1974
lndian Standard
SPECIFICATION FOR
APPARATUS FOR DETERMINING
CONSTITUENTS OF FRESH CONCRETE
0. FOREWORD
0.1 This Indian Standard was adopted by the Indian Standards
Institution on 21 February 1974, after the draft finalized by the Cement
and Concrete Sectional Committee had been- approved by the Civil
Engineering Division Council.
0.2 The Indian Standards Institution has already published a series of
standards on methods of testing cement and concrete. It has been
recognized that reliable and inter comparable test results can be
obtained only with standard testing equipment capable of giving the
desired level of accuracy. The Sectional Committee has, therefore,
decided to bring out a series of specifications covering the requirements
of equipment used for testing cement and concrete, to encourage its
development and manufacture in the country.
0.3 For the purpose of deciding whether a particular requirement of
this standard is complied with, the final value, observed or calculated,
expressing the result of a test or analysis, shall be rounded off in accor-
dance with IS : 2-1960*. The number of significant places retained in
the rounded off value should be the same as that of the specified value in
this standard.
1. SCOPE
1.1 This standard covers the requirements of apparatus for determining
the proportions of cement, and fine and coarse aggregates of freshly
mixed concrete where the nominal size of the largest aggregate does not
exceed 40 mm.
2. WORKING PRINCIPLE
2.1 The test consists essentially in weighing the sample of concrete in air
and in water, and then ,thoroughly washing it through two sieves to
separate coarse and fine aggregates and to remove cement. The clean
*Rulea for rounding off numerical V&M ( twhd ) .
3Is : 7225 - 1974
aggregates so recovered are then weighed in water and the mix
proportions by weight are calculated from a knowledge of the specific
gravities of the aggregates and cement.
3. DIMENSIONS
3.1 Dimensions of different components of the apparatus for determining
constituents of fresh concrete shall be as detailed in Fig. 1. Where
tolerances are not specifically mentioned in the relevant clauses, dimen-
sions shall be considered nominal.
Coui-4 TERPOlSE FOR
WEIGHING IN AIR
SUBSIDIARY WATER EXTRA COUNTERPOISE FOR
WEIGHING IN WATER
CONNECTION
BAFFLE PLATE
SAMPLE BUCKfiT
MAIN WATER .TANK
All dimensions in millimetres.
Fm. 1 5 kg SEMI-AUTOMATICB ALANCE READING TO 0.5g
4. PARTS AND ACCESSORIES
4.1 The apparatus shall consist of the parts given in 61.1t o 4.1.9.
4.1-I Balance - The balance shall be a semi-automatic one capable of
weighing up to 5 kg to an accuracy of ~0.5 g. The balance shall be
provided with two counterpoises to obtain equilibrium, one for when an
empty bucket is being weighed in air and the other for when it is being
weighed whilst immersed in water ( Fig. 1 ).
4Isr7325-1974
4.1.2 Bucket Ska.ed Containers- At least eight seamless bucket shaped
cotainers of corrosion-resisting metal, such as, stainless steel, chromium
or nickel plated steel iheet. 2’0 mm thick each 200 * 5 mm diameter
( internal ) on top and 180 f 5 mni deep having smooth sloping side and
a rounded bottom to prevent the trapping of air when it is immersed, in
accordance with Fig. 2. All these containers shall be of same weight in
air correct to f 0’25 g and each shall be clearly marked with the
necessary correction figure to allow for the difference between its loss in
weight when immersed in water and the weight of second counterpoise.
All dimensiona in millimetru.
FIG. 2 BUCKETS HAPEDC ONTAINER
5IS t 7325* 1974
4.1.3 Tank -The tank shall be large enough to receive the bucket
shaped container easily and made of corrosion resisting metal, such as
stainless steel, chromium or nickel plated steel sheet 2’0 mm thick. The
iank shall be approximately 300 mm internal diameter and 300 mm deep
in accordance with Fig. 3. This shall have an overflow spout in such a
position that the rim of a bucket hung from the balance is co’mpletely
immersed when the tank is- full. The spout shall preferably be at a
distance of 5 mm from the top of the tank. The tar&shall be connected
by a tap and flexible pipe to a subsidiary tank, so that the water level in
the main tank can be raised or lowered without disturbance by-altering
the level of the subsidiary tank. The tap shall be preferably at a distance
of.20 mm from the top of the tank, so that in the lowest position of the
subsidiary tank when tire tap is open the level of water is below the lip
of a bucket hanging on the balance. A baffle plate of corrosion resisting
metal, such as stainless steel, chromium or nickel plated steel sheet
( approximately 1’6 mm thick, 70 mm deep and 100 mm long ) shall be
provided inside the main tank opposite the inlet of the tap extending
from the top of the tank to a position 50 mm below the centre of connec-
tion of the tap.
“l%-lY
;‘
IVER-F LCW
1
2~ A-~AFFLE
70x100
PLATE i
’
I
All dimensions in millimetres.
Fro. 3 MAIN TANK
-6lsr73!25-1974
4.1.4 Subsidiary Tank - The subsidiary tank shall be of suitable size and
made of corrosion resisting metal, such as stainless steel, chromium or
nickel plated steel sheet. The bottom of this tank shall be connected to
the tap of the main tank by a fL:xible pipe. The position of the subsi-
diary tank shall be movable so that it can be lowered or raised from the
position of the tap on the main tank as necessity arises.
4.1.5 Sievt - Two nesting sieves 450 mm diameter ; one IS Sieve
4’75-mm ( 100 mm in depth ) and other IS Sieve 150-microns ( 300 mm
in depth ) supported in the sieve frame by an adequately rigid spider of
non-corrodible material, such as brass in accordance with Fig. 4. The
sieves shall conform to IS : 460-1962*.
4.1.6 Funnel - A funnel approximately 500 mm in diameter at the top,
150 mm diameter at the bottom and 250 mm deep, made of 1’6 mm
thick corrosion resistant metal sheet, such as, stainless steel, chromium ‘or
nickel plated steel on a sample bucket in accordance with Fig. 5 shall be
provided to facilitate thewashing of materials from the large sieves into
the buckets without loss of any material.
~4.1.7 Hose - A hose fitted with a nozzle giving a fairly fine strong
spray of water shall be provided for washing of the cement from the
anzregates over the surface of the sieves.
4.1.8 Stirring Rod - A mild steel stirring rod of 15 mm diameter and
300 mm long shall be provided.
4.1.9 Weight Box - A standard weight box of capacity 5 kg shall be
provided.
5. MATERIALS
5.1 The materials that shall be used for making the different items of the
apparatus are given in Table 1.
6. MARKING
6.1 The following inrormation shall be clearly and indelibly marked on
each component of the apparatus in a way that it does not interfere with
the performance of the apparatus:
a) Name of manufacturer or his registered trade-mark or both, and
b) Date of manufacture.
*Specificationfo r tat sieve8 ( reubd)
7IS : 73!z5 - 1974
FINE SPRAY FOR WASHING
SAMPLE
SPIDER SUPPORTING
\ MESH
475 mm IS SIEVE
PLAN OF SPIDER TO
SUPPORT MESH
All dimensions in millimetres.
FIG. 4 NESTED SIEVES
BASE TO SUPPORT
SAMPLE BUCKET
All dimensions in millimetres.
FIG. 5 FUNNELF OR TRANSFERO F.M ATERIAL
aIS : 7325 - 1974
6.1.1 The apparatus may also be marked with the ISI Certification
Mark. .
Norro-The use of the IS1 Certification Merk 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
requlrements 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.
TABLE 1 MATERIALS FOR DIFFERENT ITEMS OF APPARATUS FOR
DETERMINING CONSTITUENTS OF FRESH CONCRETE
( charue 5.1 )
SL ITEM MATEBIAL SPEOL%L~QmRE- &OCIMF~ENDED
No. MPINT,IFANY INDIAN
STANDAED,
13’ ANY
(1) (2) (3) (4) (5)
i) Bucket includ- Non-corrz$tJ;d metal Smooth finish 7
ing handle not by ( inside and
cement, such as stain- outside )
less sttel, chromium
or nickel plated steel
-
ii) Tank Non-corrodible metal Smooth inter-
not attacked by nal finish
cement, such as stain-
less steel, chromium
or nickel plated steel
iii) Spider Brass - IS : 292-1961*
iv) Stand for sample Cast iron IS : 210-1970t
bucket
*Specification for brass ingots and castings ( rroirrd).
tspecification for grcy iron castings ( second rm%n).
9IS : 7325- 1974
( Contimufdr om pugs2 )
Members H#pWllting
SEF.I H. K. GUHA All India Instruments Manufacturers 8t Dealers
Association, Bombay
Sam V. K. VASUDEVAN ( Aluraslc )
SHEI P. J. JA~TJS Associated Cement Companies Ltd, Bombay
SH~I D. A. WADIA ( Altcrnata )
SERI M. R. JOSHI Ministry of Defence, R & D
SERI K. A. SIRASKAR (Alternate)
SHRI V. KANNAN Cement Resrarch Institute of India, New Delhi
SHRI M. V. RANQA RAO ( Afternute )
PROP C. K. RAMESH Indian Institute of Technology, Bombay
DB R. S. AYYAR ( Alternutr )
SHRI P. V. SUBBA RAO Andhra Scientific Co Ltd, Masulipatam
SHRI Y. S. NARAYANA ( Alternate )
DR S. S. REHSI Central Building Research Institute ( CSIR ), Roorkee
SHRI J. P. KAUSEISE ( Alternuts )
&SRI H. C. VERMA Associated Instr,ument Manufacturers ( India ) Pvt
Ltd, New Delhi
Sasr A. V. SEASTBI (Am )
10
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r20_39_2.pdf
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IS : 2720 ( Part XXXIX/Sec 2 ) - 1979
.
Indian Standard
METHODS OF TEST FOR SOILS
PART XXXIX DIRECT SHEAR TEST FOR SOILS
CONTAINING GRAVEL
Section 2 In-Situ Shear Test
( First Reprint NOVEMBER 1988 )
UDC 624.131.377:624.131.212
BUREAU OF INDIAN STANDARDS
MANAK BHAVAN, 9 BAHADUR SHAH ZAFAR MARG
NEW DELHI 110002
Gr 3 November 1979
.I”IS : 2720 ( Part XXXIX/Sec 2 ) - 1979
Indian Standard
METHODS OF TEST FOR SOILS
PART XXXIX DIRECT SHEAR TEST FOR SOILS
CONTAINING GRAVEL
Section 2 In-Situ Shear Test
Soil Engineering and Rock Mechanics Sectional Committee, BDC 23
,
Chuirman Reprcscn ting
PROF DINESH MOHAN CenEELtrkEilding Research Institute ( CSIR ),
Members
ADDITIONAL DIRECTOB RESEARCH, Railway Board ( Ministry of Railways )
( FE ), RDSO
DEPUTY DIRECTOR RESEARCH,
( FE-I ), RDSO ( Alternate)
PROF ALAM SINQH University of Jodhpur, Jodhpur
LT-COL AVTAR f41~o.n Engineer-in-Chief’s Branch, Army Headquarters
MAJ V. K. KANITKAR ( Alternate )
DR A. BANERJEE Cementation Co Ltd, Calcutta
SHRI S. GUPTA ( Alternate )
DR R. K. BHANDARI Cent;~rl$ding Research Institute ( CSIR ),
CEIEF ENDINEER ( D&R ) Irrigazon Department, Government of Punjab,
Chandigarh
DIRECTOR ( IPRI ) ( Alternate )
SHRI K. N. DADINA In personal capacity ( P-820 New A&ore, Calcutta
700053 )
SHRI A. G. DASTIDAR In personal capacity ( 5 Hungcrford Street, 1211
Hungerford Court,. Calcutta 700017 )
DR G. S. DHILLON Indian Geotechnical Society, New Delhi
DIRECTOR ( CShlRS ) Central Water Commission, New Delhi
DEPUTY DIRECTOR ( CSMRS )
( Alternate )
SIIRI A. H. DIVANJI Asia Foundations & Construction ( P ) Ltd,
Bombay
SHRI A. N. JANGLE ( Altsrnatc )
DR GOPAL RANJAN University of Roorkee,. Roorkee; and Institution
of Engineers ( Indra ), Delhi Centre
( Continusd on page 2 )
@ Copyright 1979
BUREAU OF INDIAN STANDARDS
This publication is protected under the Indian Coptight Act ( XIV of 1957) and
reproduction in whole or in part by any means except with written permission ofthe
publisher shall be deemed to be an mfringement of copyright under the said Act.IS 3 2720 ( Part XXXIX/Sec 2 ) - 1979
( Continuedfrom pass 1 )
Ivfembsrs Repre.wn ting
DR SEASHI K. GULEATI Indian Institute of Technology, New Delhi
DR’G. V. RAO ( AIternatr )
SHRI 0. P. MALEOTRA Public Works Department, Government of Punjab,
Chandigarh
Sxrn~ T. K. NATAXAJAN CenbNa$ lReyhf Research Institute ( CSIR 1,
REPEE~~TATIVE IrrigaFion Research Institute, Khagaul, Patna
RESEIIRCH OFFICER Building St Roads Research Laboratory,
Cbandigarh
Slrrcr K. R. SAXENA Engineering Research Laboratories, Hyderabad
SECICETARY Central Board of Irrigation & Power, New Delhi
DEPUTY SECRETORY ( Altcmatc )
SHRI M. M. D. SE!CFI Public Works Department, Government of Uttar
Pradesh. Lcuknow
DR B. L. DHAWAN ( Attarnctc )
SIII%IM .-K. SINoHAL Irrigation Research Institute, Roorkee
Sm31 N. SIvAolJRU Roads Wing (Ministry of Shipping &
Transport )
SHRI D. V. SIKKA ( Altmtatc )
SHRI K. S. SR~IVASAN National Buildings Organization, New Delhi
SHRI SUNIL BERRY ( Altcrnats )
S~~~~;ENDINO ENGINEER Public Works Department, Government of Tamil
Nadu, Madras
’ EXECUTIVE ENQINEER
( SM&RD ) ( Alt.mats )
Snnr B. T. UNWALLA Concrete Association of India, Bombay
SHRI T . M. MENON ( Altematc )
SERI H. C. VERYA All India Instruments Manufacturers & Dealers
Association, Bombay
S-RI V. S. VASUDEVAN ( Alternate )
SHRI D. AJITHA SIMHA, Director General, BIS ( Ex-oficio Member )
Director ( Civ Engg )
Secretary
SHRI K. M. MATHW
Deputy Director ( Civ Engg ), BIS
Soil Testing Procedures and Equipment Subcommittee, BDC 23 : 3
Convmef
PROB ALAM SINoH University of Jodhpur, Jodhpur
Members
SxiRI AYAR SINoH CentraJora~~~lding Research Institute ( CSIR ),
SHRI N. M. PATEL ( Altsrnatc )
LT-COL AVTAR SINUE Engineer-in-Chief’s Branch, Army Headquarters
MAJ V. K. KANITKAR ( Alternate )
( Continurd on page 12 )
2IS : 2720 ( Part XXXIX/Sec 2 ) - 1979
Indian Standard
METHODS OF TEST FOR SOILS
PART XXXIX DIRECT SHEAR TEST FOR SOILS
CONTAINING GRAVEL
SeCtion 2 In-Situ Shear Test
0. FOREWORD
0.1 This Indian Standard ( Part XXXIX/Sec 2 ) was adopted by the
Indian Standards Institution on 11 July 1979, after the draft finalized by
the Soil Engineering and Rock Mechanics Sectional Committee had been
approved by the Civil Engineering Division Council.
0.2 With a view to establishing uniform procedures for the determina-
tion 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 on methods of test for soils ( IS : 2720 )
which is being published in parts. Fortyone parts of this standard have been
published so far. This part covers direct shear test. The test is of two
kinds depending upon the state of samples, namely, laboratory test and
in-situ test. The laboratory test is covered in Section 1 of this part. This
part [ IS : 2720 ( Part XxX1X/S ec 2 )-1979 ] deals with in-situ deter-
mination by direct shear, the shear strength of soils containing gravel and
cobblestone.
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*.
1. SCOPE
1.1 This standard ( Part XXXIX/Sec 2 ) covers the method for the
determination by direct shear, the in-situ shear strength of soils containing
gravels and cobblestone.
*Rules for rounding off numerical values ( revised ).
3IS : 2720 ( Part XXXIX/Sec 2 ) - 1979
2. APPARATUS
2.1 Shear Box - The side of the shear box shall be not less than 10
times. the maximum expected particle size and the thickness of the samples
not less than three times the maximum particle size. For convenience in
handling the box could be of built-up sections from plates. The four
sides of the box could be connected through bolts and nuts designed
properly to form the box. Figure 1 shows the suggested size with
1 500 X 1 500 mm sample size.
2.2 Top Loading Plate ( see Fig. 2 ) - A rigid steel plate fitting in the
shear box suitably designed to distribute the load uniformly over the
sample normal to the shear plane.
2.3 Hydraulic Jack - Suitable remote control hydraulic jack of adequate
capacity for applying shear force.
2.4 Rolled Steel Joist and Wooden Sleepers - Adequate number of
rolled steel joist and wooden sleepers and sand bags for making a
platform and providing adequate kentledge for applying normal load on
the sample.
2.5 Rollers - Suitable size of rollers equal to the width of plates forming
the shear box frame to be placed in between the side of the box and a bed
plate on either side of the box.
2.6 Datum Bars - Suitable section of steel bars to be hinged for two
pegs fixed at a distance equal to the side of the box driven to a depth of
minimum 500 mm on either side of the box.
2.7 Spring Balance - Spring balance of 10 kg capacity of sensitivity
1’0 kg to weigh the sand bags.
3. PREPARATION OF SPECIMEN
3.1 A steel box made out of mild steel plates of adequate thickness,
provided with a cutting edge with the required internal dimension may
be used for trimming the sample. This hollow box be pressed into the
deposit under a load applied by hydraulic jack ( see Fig. 3 ). The soil
around the box be excavated, simultaneously with the penetration of the
box to facilitate its easy sinking. Care shall be taken to ensure that the
box shall sink in vertical position.
3.1.1 Alternatively, during excavation two blocks, of the required size
be left undisturbed at the desired position. After the excavation is
completed the assembled boxes shall be put on the top of the block and
soil below the plate shall be excavated gradually till the boxes reach the
required position.
4IS : 2720 ( Part xxxIx/st!c 2)-1979
- -.--
1 LOADING FACE
NOTE - All members fabricated out of 10 mm thick plates.
All dimensions in millimctres.
FIG. 1 SHEAR Box 1 500 x 1 500 mm SIZE
5IS t 2720 (Part XXXIX/Sec 2 ) - 1979
,
SECTION XX
NOTE-All members fabricated out of 10 mm thick plates.
All dimensions in millimetres.
FIG. 2 TOP LOADING PLATE
3.2 Two rolled steel joists form the bed plates. A train of rollers shall be
put in between the sides of the box and the bed plates on either side of
the box. Gravels projecting above box frames shall be removed and the
gap shall be filled up with medium to fine sand to give level surface for
better seating of the top plate.
3.3 The loading cap befitting the internal dimension of the box made of
steel plates of adequate thickness be placed on the soil.
6IS : 2720( Part XXXIX/Sec 2) - 1979
FIG. 3 ARRANGEMENT FOR OBTAINING SPECIMEN
FOR In-Situ SHEAR TEST
3.4 The test should be carried out at moisture content as close to field
condition as possible.
NOTE- In case of soils containing fines more than 12 percent, the test may be
conducted in soaked state to simulate for worst field conditions; the soaking period
may extend up to 4 days depending upon type of soils.
4. APPLICATION OF NORMAL LOAD
4.1 The normal load on the sample shall be applied with the help of a
platform made of rolled steel joist and wooden sleepers and loaded with
sand bags ( see Fig. 4 ).
5. TEST PROCEDURE
5.1 The shear force shall be applied through a remote control hydraulic
jack and proving ring arrangement taking reaction from the adjacent box
(see Fig.4).
7PROPOSED
-sF-Oe UNOATlON LE
PLANE OF SHEAR \SHEAR Box
FIG. 4 TEST S ET UP FOR LARGE SIZE In-Situ SHEART IMTIS : 2720( Part XXXIX/Sec 2 ) - 1979
5.2 Two tests at different normal pressures shall be carried out at one
location. After the block with lesser normal pressure failed, the space
between the failed block and the side of the pit shall be blocked by
boulders and also by struting. The normal load on failed block shall
be increased, and then the test on the other block shall be completed by
taking reaction of shear force from the failed block.
5.3 The jack shall be so fitted so that the application of the lateral load
occurs as far as possible near to the plane of shear.
5.4 The test shall be conducted by giving an equal increment of shear
load under the normal load, each increment of shear load shall be main-
tained constant till the equilibrium conditions are reached, the readings
shall be recorded with the help of suitably mounted dial gauges. The
next increment of shear load shall then be applied and the process
continued till the failure of the specimen occurs. The normal loads
applied shall be more than the existing over-burden and cover the
anticipated loading range in the area. The range of normal load should
represent the site loading conditions as far as possible. Two more
tests at different normal loads shall be carried out at ad.jacent location, to
make four tests, a minimum number required necessary for interpretation.
6. CALCULATION AND REPORT
6.1 Results of test shall be recorded suitably. A recommended pro forma
for recording the results is given in Appendix A.
6.2 The horizontal displacement at a particular load shall be recorded
from shear displacement dial readings.
6.3 The maximum shear force shall be peak load from load displacement
curve or where the tangent of flater portion of the later part of the curve
leaves in case the curve does not give peak point.
6.4 The maximum shear stress and the corresponding horizontal displace-
ment and applied normal stress shall be recorded for each test and the
result be presented in the form of a graph in which the applied normal
stress is plotted as abscissa and shear stress as ordinate. 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 respectively.
NOTE - The normal stress versus maximum shear stress relationship may not be
straight line in all cases. In such cases the shear parameter shall be obtained by
drawing tangent to the normal stress andmaximum shear stress curve at the point of
normal stress expected in the field.
9IS : 2720 ( Part XXXIX/Sec 2 ) - 1979
APPENDIX A
( Clause 6.1 )
I PRO FORMA FOR RECORDING I&SflU TEST RESULTS
Project . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Location of sample . . . . . . . . . . . . . . . . . . . . .
Rate of load Specimen No. . . . . . . . . . . . . . . . . . . . . . . . . . . .
increment . . . . . . . . . . . . . . . . . . . . . . . . . I . . . .
Depth of test . . . . . . . . . . . . . . . . . . . . . . . . . . . .
Proving ring No. . . . . . . . . . . . . . . . . . . . . . . .
Providing ring constant . . . . . . . . . . . . . . .
Normal load applied . . . .., . . . . . . . . . . . .
SOIL SPECIMEN MEASUREMENT
Dimensions . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Maximum size of (particle . . . . . . . . . . . .
Initial water content . . . . . . . . . . . . . . . . . . Area of specimen . . . , . . . . . . . . . . . . . . . . . . .
Final water content . . . . . . . . . . . . . . . . . . . . Height of specimen . . . . . . . . . . . . . . . . . . . . .
Volume of specimen ...................
Unit weight of soil .....................
II PRO FORMA FOR RECORDING SHEARING STAGE
i) Thickness of sample . . . . . . . . . . . . . . . . . . . . . . . . mm
ii) Area of cross section of sample . . . ,.. . . . . ems
iii) Rate of shearing ,............... 4. . . . . . . . . . . . mm/min
iv) Normal stress applied . . . . . . . . , . . . . . . . . . . . . . kg/cm2
10IS : 2720 ( Part xxxnc/sec 2 ) - 1979
Date Shear Dis- Shear Dis- Average Proving Shear Shear Vertical Vertical
& placement placement Shear Ring Force Stress Reading Displace-
Time Dial Read- Dis- Reading ment
ing placement
+*
Dru DN DM DM Dp T¶ Dp Cl
Average
Vertical
Displace-
ment
,
Plot - Shear stress versus shear displacement and find:
a) maximum shear stress at the peak of curve, and
b) corresponding shear displacement.
III PRO FORMA FOR RECORDING SUMMARY OF RESULTS
Test Normal Proving Shear Stress Shear Initial Final Water Remarks
No. Stress Ring at Failure Displace- Water Content
Constant ment at Content
Failure
Plot - Shear stress-normal stress relationship to obtain:
a) cohesion intercept, and
b) angle of shearing resistance.
11IS : 2720( Part XXXIX/Sec 2 ) - 1979
( Continuedfrom page 2 )
Members Representing
DEPUTY DIRECTOR REBEARCH Ministry of Railways
I FE-II ) t RDSO )
DEPU% DIRE&OR RESEAXCH
( SM-III ) ( RDSO ) ( Alternate 1
DIRECTOR ( CSMRS ) Central Water Commission, New Delhi
DEPUTY DIRECTOR ( CSMRS )
( Aknatc )
DR GOPAL RANJAN University of Roorkee, Roorkee
Sam I-I. K. GUHA Geologists Syndicate Pvt Ltd, Calcutta
SARI N. N. BHATTACHARAYA
( Alternate )
SHXUS HASRI K. GULHATI Indian Institute of Technology, New Delhi
SBXI 0. P. MALHOTRA Public Works Department, Government of Punjab,
Chandigarh
RESEARCH OFFICER ( Alterturtc,)
Sam P. JALOANNATHAR AO Central Road Research Institute ( CSIR ),
New Delhi
REPRESENTATIVE Irrigation Research Institute, Khagaul, Patna
SHRI M. M. D. SETH Public Works Department, Government of Uttar
Pradesh, Luchnow
DR B. L. DHAWAN t Alternate )
SHRIH. C.VERMA ~ ’ Associated Instruments Manufacturers ( I ) Pvt
Ltd. New Delhi
PROF T. S. NAoaRAJ ( Alternate ) ’
12!- ---
Pr
UlJREAU OF INDIAN STANDARDS
Headquarters :
Manak Bhavan, 9 Bahadur Shah Zafar Marg, NEW DELHI 110002
Telephones : 3 31 01 31,3 31 13 75 Telegrams : Manaksanstha
( Common to all Offices )
Regional Offices : Telephone
*Western ; Manakalaya. E9 MIDC, Marol, Andheri ( East ). 6 32 92 95
BOMBAY 400093
tEastern : l/14 C I. T. Scheme VII M, V. I. P Road, 36 24 99
Maniktola, CALCUTTA 700054
Northern : SC0 445-446, Sector 35-C 21843
CHANDtGARH 160036 { 3 1641
Southern : C. I. T. Campus, MADRAS 600113 41 24 42
1 41 25 19
(41 29 16
Branch Offices :
Pushpak.’ Nurmohamed Shaikh Marg, Khanpur, 2 63 48
AHMADABAD 380001 C 2 63 49
‘F’ Block, Unity Bldg. Narasimharaja Square. 22 48 05
BANGALORE 560002
Gangotri Complex, 5th Floor, Bhadbhada Road, T. T. Nagar, 6 27 16
BHOPAL 462003
Plot No. 82/83, Lewis Road, BHUBANESHWAR 751002 5 36 27
5315 Ward NO. 29, R. G. Barua Road, -
5th Byelane. GUWAHATI 781003
5-8-56C L. N. Gupta Marg, (Nampally Station Road), 22 lo a3
HYDERABAD 500001
RI4 Yudhister Marg, C Scheme, JAIPUR 302005 6 34 71
{ 6 98 32
117/418B Sarvodaya Nagar, KANPUR 208005 21 68 76
{ 21 a2 92
Patliputra Industrial Estate. PATNA 800013 6 23 05
Hantex Bldg ( 2nd Floor ). Rly Station Road, 52 27
TRIVANDRUM 695001
inspection Office ( With Sale Point ):
Institution of Engineers ( India) Building, 1332 Shivaji Nagar, 5 24 35
PUNE 410005
*Sales Offics in Bombay is at Novelty Chambers, Grant Road, 89 66 2%
Bombay 400007
tSales Office in Calcutta is at 5 Chowringhee Approach. P. 0. Princep 27 68 00
Street, Calcutta 700072
Reprography Unit, BIS, New Delhi, India
|
2401.pdf
|
IS : 2401.1973
Indian Standard
CODE OF PRACTICE FOR SELECTION,
INSTALLATION AND MAINTENANCE
OF DOMESTIC WATER METERS
(First Reuision )
Third Reprint MAY 1992
UDC 681.121:64.06
@ Copuright 1973
BUREAU OF INDIAN STANDARDS
MANAK BHAVAN, 9 BAHADUR SHAH ZAFAR MARG
NEW DELHI 110002
Ct 3 May 1973IS : 2401- 1973
Indian Standard
CODE OF PRACTICE FOR SELECTION,
INSTALLATION AND MAINTENANCE
OF DOMESTIC WATER METERS
(First Reuision)
Sanitary Appliances and Water Fittings Sectional Committee, BDC 3
Chairman Representing
SHRI J. M. DAVE Ministry of Health & Family Planning
Members
SHRI H. R. BADYAL Indian Iron & Steel Co Ltd, Calcutta
SHRI K. D. BISWAS( Alternate)
SHRI B. B. BHALERAO Central Public Health Engineering Research
Institute (CSIR), Nagpur
SHRI S. R. ALAGARSAMY( AIternate)
SHRI V. D. CHADHA Ministry of Railways
CHIEF ENGINEER Central Public Works Department
SUPERINTENDINGE NGINEER (Alternate)
CHIEF ENGINEER Local Self Government Engineering Department,
Lucknow
SUPERINTENDINGE NGINEER( Alternate)
CHIEF ENGINEER( WATER) Municipal Corporation of Delhi
DRAINAGEE NGINEER( AIternafe 1
Crrv ENGINEER Bombay Municipal Corporation
HYDRAULICE NGINEER( Alternate)
SHRI H. N. DALLAS Indian Institute of Architects, Bombay
LALA G. C. DAS National Test House, Calcutta
SHRI M. DURAIRAJAN Tamttaf;t?ldsu Water Supply & Drainage Board,
SHRI M. T. KANSE Directorate General of Supplies & Disposals
SHRI G. S. SUDBARAMAN( Alterrfate)
SHRI S. C. KAPOOR Delhi Development Authority
SHRI R. V. LELE Central Glass & Ceramic Research Institute
(CSIR ), Calcutta
SHRI R. N. MALLICK Directorate General of Technical Deve1opmen.t
SHRI N. R. SRINIVASAN( Alterrrate)
SHRI R. M. MEHRA Bombay Potteries St Tiles Ltd, Bombay
( Continued on page 2 )
@ Copyright 1913
BUREAU OF INDLAN STANDARDS
This publication is protected under the Itrdiarr 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:2401-1973
( Continued from page 1 )
Members Representing
SHRI V. P. NARAVANAN NAYAR Public Health Engineering Department, Govern-
ment of Kerala
SHRI K. RAMACHANDRAN(A lternate)
SHRI A. H. PATEL Ahmedabad Municipal Corporation
DR A. V. R. RAO National Buildings Organization,.New Delhi
SHRI G. T. BH~DE( Alternate)
REPRESENTATIVE Cent;ior[eueilding Research Institute (CSIR ),
*SHRI B. B. RAU Institution of Engineers (India j, Calcutta
COL K. B. SETH Engineer-in-Chief’s Branch, Army Headquarters
SHRI R. B. SUIAN (Alternate)
SHRI J. L. SETHI Public Health Engineering Department, Govern-
ment of Haryana
SHRI A. N. MEHENDALE( Alternate)
SHRI R. K. SOMANY Hindustan Sanitaryware 8c Industries Ltd,
Bahadurgarh
SHRI V. S. BHA~T (Alternate)
SHRI 4. SRINIVASAN Hindustan Shipyard Ltd, Visakhapatnam
SHRI B. ULLAL E. I. D. Parry Ltd. Madras
SHRI T. S. CHINTAMANI( Alternate)
SHRI D. AJITHA SIMHA, Director General IS1 ( Ex-officio Member )
Director (Civ Engg )
Secretary
SHRI C. R. RAMA RAO
Deputy Director (Civ Engg), IS1
Water Meters Subcommittee, BDC 3 : 4
Convener
HYDRAULICE NGINEER Bombay Municipal Corporation
Members
SHRI C. L. ANAND All India Water Meter Manufacturers Association
SHRI G. K. THADANI (Alternate)
SHRI M. L. BHANSALY Rajkamal Water Meter Manufacturing Co, Calcutta
SHRI V. R. CHANDER Radio SC Electricals Mfg Co Ltd, Bangalore
SHRI C. BALAKRI~HNAN( Alternate)
CHIEF ENGINEER( WATER) Delhi Municipal Corporation
DEPUTY CHIEF ENGINEER( WATER) (Alternate)
SHRI S. K. GAMBHIR Directorate General of Supplies & Disposals
SHRI M. C. AICH ( Alternate)
SH~I A. GHOSH National Test House? Calcutta
SHRI M. P. JAIPURIA Capstan Meters (India) Ltd, Jaipur
SHRI N. L. KEDIA (Alternate)
SHRI V. KRISHNAMOORTH~ Directorate General of Technical Development
*He ia also alternate to Shri J. M. Dave. ( Continued on page9 )
2IS:2401- 1973
Indian Statinard
CODE OF PRACTICE FOR SELECTION,
INSTALLATION AND MAINTENANCE
OF DOMESTIC WATER METERS
(First Reoision )
0. FOREWORD
0.1 This Indian Standard (First Revision) was adopted by the Indian
Standards Institution on 16 February 1973, after the draft finalized by the
Sanitary Appliances and Water Fittings Sectional Committee had been
approved by the Civil Engineering Division Council.
0.2 Water meters being available in many designs with different end-
connections and varying flow characteristics, due consideration will have to
be given when selecting any one type of meter for a particular situation.
Besides the proper selection, they have to be properly installed so that they
may give desired duty in service. without involving frequent repairs and
costly maintenance. This standard was first published in 1963 to give
useful guidance to consumers and water supply authorities in the use of
water meters and the first revision of the standard has been prepared to
incorporate certain changes found necessary during the usage of the
standard. A recommended period for testing of water meters has been
incorporated for guidance of users and testing authorities. A stop valve
and a non-return valve have been recommended for inclusion while instal-
ling water ‘meters. Recommendations made in this Code may not, however,
meet all the situations that arise in practice and necessary deviations from
the provisions of this Code may have to be made in certain cases.
0.3 The Sectional Committee responsible for the preparation of this
standard has taken into consideration the views of municipalities, municipal
corporations, manufacturers and technologists and has related the standard
to the practices of Grstallation of water meters followed in the country
in this field. Due weightage has also been given to the need for inter-
national co-ordination among standards prevailing in different countries of
the world.
0.4 This standard contains clause 3.4 which calls for an agreement between
the purchaser and the supplier.
3IS : 2401 - 1973
1. SCOPE
1.1 This code covers the selection, installation and maintenance of inferen-
tin1 and stmi-positive water meters conforming to IS : 779-1968’.
2. SELECTION
2.1 Water meters shall be selected according to flow to be measured
and not necessarily to suit a certain size of main. The following points
shall govern the seiection of meters:
a) The maximum flow shall not exceed the nominal capacity of
the meter specified in IS: 779-1968*.
b) The continuous flow shall be not greater than the continuous
running capacity rating specified in IS : 779-1968*.
c) The minimum flow to be measured shall be within minimum
starting flows specified in IS : 779-1968*.
2.1.1 Inferential water meter has the same accuracy as the semi-positive
type at higher flows; it passes unfiltered water better than a semi-positive
meter and is lower in cost.
2.2 Special care is necessary in selecting the most suitable meter where
large rates of flow may exist for short periods. The normal working
flow shall be well within the continuous running capacity specified in
IS : 779-1968*, as high rates of flow over short period may cause excessive
wear if the meter chosen is too small for the duty.
2.3 Owing to the fine clearances in the working parts of meters, they
are not suitable for measuring water containing sand or similar foreign
matter, and in such cases a filter or dirt box of adequate effective area
shall be fitted on the upstream side of the meter ( see Fig. 1 ). It should be
noted that the normal strainer fitted inside a meter is not a filter and
does not prevent the entry of small particles, such as sand.
3. INSTALLATION
3.1 A meter shall not be run with free discharge to atmosphere, if the static
pressure on the main exceeds 10 m head of water, otherwise the mete1
is liable to be overloaded and damaged. For hose connections and similar
applications, there shall always be some resistance on the downstream
side of the meter.
3.2 A meter shall be located where it is not liable to get severe shock
of water hammer, which might break the piston or damage the rotor, and
the position shall be such that it is always full of water; a recommended
*Specification for water meters (domestic type) ( fourth fwisioit ).
4NON-RETURN
VALVE (OPTIONAL)
D = Nominal diameter of pipe.
FIG. 1 POSITIONINGOF WATER METERIS : 2401 ” 1973
mc~hod of making connection to achieve the purpose is shown in
Fig. 1. If the meter body or adjacent pipes become partially drained of
water, the accumulated air, when passed through the meter, is registered
as water. and may cause inaccuracies and perhaps damage. The inaccu-
racies may be more pronounced in the case of inferential meters. In such
situations suitable devices likeair-release valve may be fittedon the upstream
side of the meter. In the case of intermittent water supply system,
where there are frequent changes of air locks, the piston of the semi-
positive meter often breaks. In such a case, it is advisable to ensure that the
top of the meter is below the level of the communication pipe.
3.3 Semi-positive meters may be fixed in any position, with the dials
facing upwards or sideways, and they may be installed in horizontal or
vertical pipe runs without affecting wearing properties of accuracy at normal
service flows. Where backward flows are anticipated, reflux valves are
recommended to be provided. A stop valve should be provided on the
upstream side as shown in Fig. 1 to isolate the meter whenever necessary.
3.4 Inferential meters shall be installed in position for which they are
designed; in the case of meters conforming to IS : 779-1968*, they shall be
placed horizontally with dial facing upwards. However, where meters are
to be installed in vertical pipe lines, details shall be as agreed to between the
manufacturer and the purchaser.
3.5 Turbulent flow of water affects the accuracy of the meter. There shall,
therefore, be straight lengths of pipes upstream and downstream of
meter for an equivalent length of ten times the nominal diameter of the
pipe.
3.6 Meters liable to damage by frost shall be suitably protected. It is
possible to incorporate frost protection devices in certain types of meters, if
ordered. Several devices are adopted, the most common among them being
a collapsible metal ring which, under frost pressure, allows the top plate
carrying the mechanism to lift and thus safeguard the body, or a metal disc
in the body which gives way under pressure. These devices have the
following disadvantages.
a) The damaged ring or plate requires immediate replacement in
order to stop wastage and restore water supply to consumer;
b) Water runs to waste till the meter is attended to, which
means loss of revenue; and
c) Damage is discovered only after thawing has started.
3.6.1 A more satisfactory arrangement consists of a method whereby
the proportionate increase in bulk of ice, which is approximately 14
percent, is accommodated by the provision of pads of special quality
expanded natural rubber.
*Specification for water meters (domestic type) ( fourth revision).
6IS : 2401- 1973
3.6.2 No arrangement, however, is regarded completely satisfactory,
and for this reason, the general practice is to install meters well out of
the way of frost. Meters should be fixed below ground level if they are
located outside the building or, if in exposed portion inside the building,
the bodies of the meters should be protected with some form of lagging; in
the case of meters installed below ground, depth at which the meter should
be fixed to afford frost protection will depend on the nature of the soil.
3.7 Before installing a meter, the section of line to be metered shall be
thoroughly flushed to remove all foreign matter and, when starting up,
control valves shall be opened slowly until the line is full, as a sudden
discharge may damage the meter.
3.8 Water meters may be installed underground, either in the carriage way
outside the premises or at a convenient place within the premises. In order
to enable the meters to be accessible for periodical reading, inspection,
testing and repairs, they shall be housed in water meter boxes conforming to
IS : 2104-1962*. Top of the meter box shall be placed at a slightly higher
level than the surrounding ground level so as to prevent ground water
entering in and flooding the chamber during rains.
3.8.1 If it is required to be located in a private passage leading to the
premises, proper precautions shall be taken consistent with safety.
3.9 The meters and connecting pipes shall be strongly supported for
protection of the meters and to avoid noisy vibration.
4. MAINTENANCE
4.1 Periodic Testing of Water Meters
4.1.1 The period over which water meters retain their overall accuracy
depends largely on the quality of water being measured and to a certain
extent on other factors which cause excessive wear or inaccurate registration.
The only way to determine whether any specific meter is operating efficiently
is to test it and the meter maintenance programme should aim at establish-
ing the frequency for testing every meter in service. From an individual
customer’s viewpoint, meters should be tested to protect him against
meter inaccuracy that could result in over charges, while from the point
of view of the water undertaking, it should be to protect the -under-
taking against the revenue loss from under registration by meters.
No definite recommendations could be given in this regard as _the economic
results depend on such factors as the rates charged for water, the effect
of water of different quality on meters, local conditions under which
they operate and the cost of removal, testing, repairing and re-installation of
meters. A reasonably proper economic balance should be attained.
*Specification for water meter boxes (domestic type 1.
7IS:2401-1973
Irrespective of these considerations, the meters should be tested at least
once in two years.
4.1.2 In the case of inferential water meters, water is passed even
if the meter stops registering, whereas, in the case of semi-positive meters,
the water supply would beshut off when the meter stops registering. From
the periodical readings of the meter and having regard to the seasonal
fluctuation in the demand for water supply of a consumer, it is possible
to determine whether the meter requires to be removed for test, being
suspected of running slow.
4.2 When a meter is removed from the line for whatever reason,
opportunity should be taken to see that it is clean and functioning
properly before it is re-installed. It should also be tested for accuracy and
reset to zero before installation.
8IS : 2401- 1973
( Codmud Jirom page 2 )
Membtrs Representing
SIiu Dlrvls F. hiANVALAM Anand Water Meter Mfg Co, Cochin
Swu N. N. CHOPRA( Afkwrar~,)
Snu V. P. NADAYANANN lrrlla l’ublic Health Engineering Department, Govern-
mem of Kerala
SUIU N. hf. N- Central Public Health Engineering Research
Institute. Nagpur
SHRJ A. W. DW~DE (*Alrrtx~rr )
&RI S. NATMAJAN Crmral Mechanical Engineering Research Institute,
Durgapur
SHRI S. P. RAo (Alternate)
SJUUP . K. PALIT The Leeds Meter Manufacturing Co Ltd, Bombay
Stlu B. S. N. RM) (Alternate)
IkmEamrrsnva Directorate of Weights & Measures, Orissa
REP-ATWB I’ublic Health Engineering Department, Govem-
ment of Rajasthan. Jaipur
Z&RI K. K. ROUTMI Government Precision Instruments Factory,
Lucknow
-P K. SEE-IliARAMlAH Indian Institute of Science, Bangalore
Dn N. S. LAXYANA RAO ( Alrrmute )
Snm R. B. SUJAN Ministry of Defence
SHEI B. R. N. &?TA ( Altertute)
SUBI G. K. TUADANI Kaycee Industries Ltd, Bombay
Snu V. S. KAUT (Alternate)BUREAU OF INDIAN STANDARDS
Headquarters :
Manak Bhavan, 9 Bahadur Shah Zafar Marg. NEW DELHI 110002
Telephones : 331 01 31 Telegrams : Manaksansths
331 13 75 (Common to all Offices)
Regional Offices : Telephone
Central : Manak Bhavan, 9, Bahadur Shah Zafar Marg 331 01 31
NEW DELHI 110002 i 331 13 75
l Eastern : 1114 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 2916
t Western : Manakalaya, E9 MIDC. Marol. Andheri (East). 6329295
BOMBAY 400093
Branch Offices :
Pushpak’, Nurmohamed Shaikh Marg, Khanpur, AHMADABAD 380001 26348
r 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 53627
Kalai Kathir Building, 6/48-A Avanasi Road, COIMBATORE 641037 267 05
-
Quality Marking Centre, N,H* IV, N.l.T,, FARIDABAD 121001
Savitri Complex, 116 G. T. Road, GHAZIABAD 201001 8-71 19 96
5315 Ward No. 29, R.G. Barua Road, 5th By-lane, 331 77
GUWAHATI 781003
5-8-56C L. N. Gupta-Marg, ( Nampally Station Road ) 231083
HYDERABAD 500001
R14 Yudhister Marg, C Scheme, JAIPUR 302005 63471
117/418 B Sarvodaya Nagar, KANPUR 208005 21 6876
Plot No. A-9, House No. 561/63, Sindhu Nagar, Kanpur Roaa. 5 5507
LUCKNOW 226005
Patliputra industrial Estate, PATNA 800013 62305
District Industries Centre Complex, Bagh-e-Ali Maidan. -
SRI NAGAR 190011
T. C. No. 14/1421, University P. O., Palayam, 62104
THIRUVANANTHAPURAM 695034
fnspection 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) Bbilding, 1332 Shivaji Nagar. 52435
PUNE 4$1005
‘Sales Office Calcutta is at 6 Chawringhee Approach, 27 6800
P. 0. Princep Street, CALCUTTA
t Sales Office is at Novelty Chambers, Grant Road, BOMBAY 8965 28
$ Sales Office iS at Unity Building, Narasimharaja Square, 223971
BANGALORE
Reprography Unit, BIS. New Delhi, India
|
12600.pdf
|
IS 12600:1989 -
Indian Standard
PORTLAND CEMENT, LOW HEAT-
SPECIFICATION
UDC 666942’33
-\
_:
0 BIS 1990
BUREAU OF INDIAN STANDARDS
MANAK BHAVAN, 9 BAHADUR SHAH ZAFAR MAR0
NEW DELHI 110002
PrlccG row4
January 1990.- -
Cement and Conwete Sectional Committee, CED 2
FOREWORD
This Indian Standard was adopted by the Bureau of Indian Standards on 20 June 1989, after the draft
finalized by the Cement and Concrete Secticnal Committee had been approved by the Civil Engineering
Division Council.
The requirements of low heat Portland cement were earlier covered in IS 269 : 1976 ‘Specification for
ordinary and low heat Portland cement ( third revision )’ which in addition, covered the requirements
of ordinary Portland cement. Since the Sectional Committee decided to bifurcate the standard, the
requirements of low heat Portland cement have now been covered in a separate specification.
This specification covers the requirements of low heat Portland cement as was given in IS 269 : 1976
with the various amendments published from time to time.
Low heat cement is particularly suited for making concrete for dams and many other types of water-
retaining structures, bridge abutments, massive retaining walls, piers and slabs, etc. In mass concreting,
there is often considerable rise in temperature because of the heat evolved as the cement sets and
hardens, and the slow rate at which it is dissipated from the surface. The shrinkage which occurs on
subsequent cooling sets up tensile stresses in the concrete which may result in cracking. The use of
low heat cement is advantageous since it evolves less heat than ordinary Portland cement.
Mass of cement packed in bags and the tolerance requirements for the mass of cement packed in bags
shall be in accordance with the relevant provisions of the Standards of Weights and Measures ( Packaged
Commodities ) Rules, 1977 and B-l.2 ( see Annex B for information ). Any modification in these
rules in respect of tolerance on mass of cement would apply automatically to this standard.
This standard contains clause 11.4.1 which gives option to the purchaser and clauses 6.5, 9.2.1 and 9.3
which call for agreement between the purchaser and the supplier.
In the formulation of this standard, considerable assistance has been rendered by the National Council
for Cement and Building Materials, New Delhi as many of the changes are based on the studies carried
out by them.
The composition of the technical committee responsible for the formulation of this standard is given
in Annex C.
For the purpose of deciding whether a particular requirement of this standard is complied with, the
final value, observed or calculated, expressing the result of a test 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 12600 : 1989
Indian Standard
PORTLAND CEMENT, LOW HEAT -
SPECIFICATION
1 SCOPE ( natural or chemical ) or water or both, and not
more than one percent of air-entraining agents or
1.1 This standard covers the manufacture and other agents which have proved not to be harmful.
chemical and physical requirements of low heat
Portland cement for use where low heat of hydra- NOTE - Chemical gypsum shall be added provided
tion is required, as in mass concrete for dams. that the performance requirements of the final
product as specified in this standard are met with.
2 REFERENCES
5 CHEMICAL REQUIREMENTS
2.1 The Indian Standards listed in Annex A are
5.1 When tested in accordance with the methods
necessary adjuncts to this standard.
given in IS 4032 : 1985, low heat Portland cement
shall comply with the chemical requirements given
3 TERMINOLOGY
in Table 1 and 5.2.
3.1 For the purpose of this standard, the defini-
5.2 The percentage of lime, after deduct-ion of that
tions given in IS 4845 : 1968 shall apply. necessary to combine with sulphuric anhydride
4 MANUFACTURE percent, shall be:
a) not more than 2’4 ( SiOo ) + 1.2 ( Al,O, )
4.1 Low heat Portland cement shall be manu-
+ 0’65 ( Fe,O, ), and
factured by intimately mixing together calcareous
and argillaceous and/or other silica, alumina or b) not less than 1’9 ( SiOs ) + 1’2 ( Al203 )
iron oxide bearing materials, burning them at a + 0’65 ( Fe%O, ).
clinkering temperature and grinding the resultant
clinker so as to nroduce a cement capable of NOTE - Each symbol in brackets refers to the
percentage ( by mass of total cement ) of the oxide
complying with th^is specification. No material excluding any contained in the insoluble residue
shall be added after burning, other than gypsum referred to at Sl No. (ii) of Table 1.
Table 1 Chemical Requirements for Low Heat Portland Cement
( Chses 5.1 and 5.2 )
SI No. Characteristir Requircrnent
i) Ratio of percentage of alumina to that of iron oxide Not less than 0’66
ii) Insoluble residue, percent by mass Not more than 4 percent
iii) Magnesia, percent by mass Not more than 6 percent
iv) Total sulphur content calculated as sulphuric Not mnre than 2.5 and 3.0 when tricalcium
anhydride ( SOa ). percent by mass aluminate ( SCPN ote 1 ) percent by mass is
5 or less and greater than 5 respectively
v) Total loss on ignition Not more than 5 percent
NOTES
1 The tri-calcium aluminate content (GA ) is calculated by the formula:
CsA : 2’65 ( A1103 ) - l-69 ( FeeOI )
where each symbol in brackets refers to the percentage ( bv mass of total cement ) of the oxide, excluding
any contained in the insoluble residue referred at S1 No. ( ii ).
2 Alkali aggregate reactions have been noticed in aggregates in some parts of the country. On large ?n,d
important ,jobs where the concrete is likely to be exposed to humid atmosphere or wetting actlon, It IS
advisable that the aggregate be tested for alkali aggregate reaction. In the case of reactive aggregates,
the use of cement with alkali content below 0% percent expressed as sodium oxide ( NaaO ). is
recommended. Where, however. such cements are not available, use of Portland pozzolana cement
or cement pozzolanic admixture is recommended.
3 The limit of total chloride content in cement for use in plain and other reinforced concrete structures is
being reviewed. Till that time, the limit may be mutually agreed to between the purchaser and the
manufacturer.
1IS 12600 : 1989
6 PHYSICAL REQUIREMENTS in the manner described in IS 4031 ( Part 6 ) : 1988
shall be as follows:
6.1 Fineness
a) 72 * 1 hour not less than 10 MPa,
When tested for fineness by Blaine’s air permea- b) 168 & 2 hours not less than 16 MPa, and
bility method as described in IS 4031 ( Part 2 ) : c) 672 f 4 hours not less than 35 MPa.
1988, the specific surface of cement shall be not
less t*han 320 m”/kg. NOTE --P is the percentage of water required to
produce a paste of standard consistency ( see 11.3 1.
6.2 Soundness
6.5 By agreement between the purchaser and the
manufacturer, transverse strength test of plastic
6.2.1 When tested by ‘Le Chatelier’ method and
mortar in accordance with the method described
autoclave test described in IS 4031 ( Part 3 ) :
1988, unaerated cement shall not have an expan- in IS 4031 ( Part 8 ) : 1988 may be specified in
addition to the test specified in 6.4. The per-
sion of more than 10 mm and 0’8 percent, respec-
missible values of the transverse strength shall be
tively.
mutually agreed to between the purchaser and the
supplier at the time of placing the order.
6.2.1.1 In the event of cements failing to comply
with any one or both the requirements specified 6.6 Notwithstanding the strength requirements
in 6.2.1, further tests in respect of each failure shall specified in 6.4 and 6.5, the cement shall show a
be made as described in IS 4031 ( Part 3 ) : 1988 progressive increase in strength from the strength
from another portion of the same sample after at 72 hours.
aeration. The aeration shall be done by spreading
out the sample to a depth of 75 mm at a relative 6.7 Heat of Hydration
humidity of 5@t o 80 percent for a total period of
7 days. The expansion of cements so aerated When tested by the method described in IS 4031
shall be not more than 5 mm and 0’6 percent ( Part 9 ) : 1988, the heat of hydration of cement
when tested by ‘Le Chatelier’ method and auto- shall be as follows:
clave test respectively. a) 7 days : not more than 272 kJ/kg, and
b) 28 days : not more than 314 kJ/kg.
6.3 Setting Time
The setting time of the cements, when tested by 7 STORAGE
the Vicat apparatus method described in IS 4031 7.1 The cement shall be stored in such a manner
( Part 5 ) : 1988, shall conform to the following as to permit easy access for proper inspection and
requirements: identification, and in a suitable weather-tight
a) Initial setting time in minutes not less than building to protect the cement from dampness and
60, and to minimize warehouse deterioration.
b) Final setting time in minutes not more than 8 MANUFACTURER’S CERTIFICATE
600.
8.1 The manufacturer shall satisfy himself that the
6.3.1 If cement exhibits false set., the ratio of final cement conforms to the requirements of this
penetration measured after 5 minutes of comple- standard and, if requested, shall furnish a certi-
tion of mixing period to the initial penetration ficate to this effect to the purchaser or his repre-
measured exactly after 20 seconds of completion sentative, within ten days of despatch of the
of mixing period, expressed as percent, shall be cement.
not less than 50. In the event of cement exhibiting
8.2 The manufacturer shall furnish a certificate,
false set, the initial and final setting time of cement
within ten days of despatch of the cement, indi-
when tested by the method described in IS 4031
cating the total chloride content in percent by
( Part 5 ) : 1988 after breaking the false set, shall
mass of cement.
conform to 6.3.
9 DELIVERY
6.4 Compressive Strength
9.1 The cement shall be packed in bags [jute
The average compressive strength of at least three sacking bag conforming to IS 2580 : 1982, double
mortar cubes ( area of face 50 cm” ) composed of hessian bituminized ( CR1 type ), multi-wall paper
one part of cement, three parts of standard sand conforming to IS 11761 : 1986, polyethylene lined
( conforming to IS 650 : 1966 ) by mass and ( CR1 type ) jute, light weight jute conforming to
+ 3 0 percent ( of combined mass of cement IS 12154 : 1987, woven HDPEi conforming to
($ ‘) IS 11652 : 1986, woven polypropylene conforming
plus sand ) water and prepared, stored and tested to IS 11653 : 1986, jute synthetic union conforming
2IS 12600 : 1989
to IS 12174 : 1987 or any other approved compo- for taking and packing the samples for testing the
site bag ] bearing the manufacturer’s name or his cement and for subsequent identification of cement
registered trade-mark, if any. The words ‘low heat sampled.
Portland cement’ and the number of bags ( net
11 TESTS
mass ) to the tonne or the nominal average net
mass of the cement shall be legibly and indelibly 11.1 The sample or samples of cement for test
marked on each bag. Bags shall be in good shall be taken as described in 10 and shall be
condition at the time of inspection. tested in the manner described in the relevant
clauses.
9.1.1 Similar information shall be provided in the
delivery advices accompanying the shipment of 11.2 Temperature for Testing
packed or bulk cement ( see 9.3 ).
The temperature range within which physical tests
9.2 The average net mass of cement per bag shall may be carried out shall, as far as possible, be
be 50 kg ( see Annex B ). 27&K!. The actual temperature during the
testing shall be recorded.
9.2.1 The average net mass of cement per bag may
also be 25 kg subject to tolerances as given 11.3 Consistency of Standard Cement Paste
in 9.2.1.1 and packed in suitable bags as agreed
The quantity of water required to produce a paste
to between the purchaser and the manufacturer.
of standard consistency, to be used for the deter-
9.2.1.1 The number of bags in a sample taken mination of the water content of mortar for
from weighment showing a minus error greater compressive strength tests and for the determina-
than 2 percent of the specified net mass shall be tion of soundness and setting time, shall be
not more than 5 percent of the bags in the sample. obtained by the method described in IS 4031
Also the minus error in none of such bags in the ( Part 4 ) : 1988.
sample shall exceed 4 percent of the specified net
11.4 Independent Testing
mass of cement in the bag. However, the average
net mass of cement in a sample shall be equal to 11.4.1 If the purchaser or his representative
or more than 25 kg. requires independent tests, the samples shall be
9.3 Supplies of cement in bulk may be made by taken before or immediately after delivery at the
option of the purchaser or his representative and
arrangement between the purchaser and the
the tests shall be carried out in accordance with
supplier ( manufacturer or stockist ).
this standard on the written instructions of the
NOTE -A single bag or container containing purchaser or his representative.
1000 kg and more ner mass of cement shall be
considered as bulk supply of cement. Supplies of 11.4.2 Cost of testing
cement may also be made in intermediate con-
tainers, for example, drums of 200 kg, by agreement The manufacturer shall supply, free of charge, the
between the purchaser and the manufacturer. cement required for testing. Unless otherwise
10 SAMPLING specified in the enquiry and order, the cost of the
tests shall be borne as follows:
10.1 Samples for Testing
a) By the manufacturer if the results show that
A sample or samples for testing may be taken by the cement does not comply with the requi-
the purchaser or his representative, or by any rements of this standard, and
person appointed to superintend the work for
b) By the purchaser if the results show that the
purpose of which the cement is required or by the
cement complies with the requirements of
latter’s representative.
this standard.
10.1.1 The samples shall be taken within three
11.4.3 After a representative sample has been
weeks of the delivery and all the tests shall be
drawn, tests on the sample shall be carried out as
commenced within one week of sampling.
expeditiously as possible.
10.1.2 When it is not possible to test the samples
12 REJECTION
within one week, the samples shall be packed and
stored in air-tight containers till such time that 12.1 Cement may be rejected if it does not comply
they are tested. with any of the requirements of this specification.
10.2 In addition to the requirements of 10.1, the 12.2 Cement remaining in bulk storage at the
methods and procedure of sampling shall be in mill, prior to shipment, for more than six months,
accordance with IS 3535 : 1986. or cement in bags in local storage in the hands of
a vendor for more than 3 months after the comple-
IO.3 Facilities for Sampling and Identifying
tion of tests, may be retested before use and may
The manufacturer or supplier shall afford every be rejected if it fails to conform to any of the
facility and shall provide all labour and materials requirements of this specification.
3IS 12600:1989
ANNEX A
( Clause 2.1 )
LIST OF REFERRED INDIAN STANDARDS
IS No. Title IS No. Title
IS 650 : 1966 Standard sand for testing of IS 4905 : 1968 Methods for random sampling
cement (first revision ) IS 11652 : 1986 High density polyethylene
IS 2580 : 1982 Jute sacking bags for packing ( HDPE ) woven sacks for
cement ( second revision ) packing cement
IS 3535:1986 Methods of sampling hydrau- IS 11653 : 19% Polypropylene ( PP ) woven
lit cement (first revision ) sacks for packing cement
IS 4037 Methods of physical tests for IS 11761 : 1% Multi-wall paper sacks for
( Parts 1 to 13 ) hydraulic cement cement, valved-sewn-gussetted
type
IS. 4032 : 1985 Method of chemical analysis
of hydraulic cement (Jirst IS 12154 : 1987 Light weight jute bags for
revision ) packing cement
IS 4845 : 1968 Definitions and terminology IS 12174 : 1987 Jute synthetic union bag for
relating to hydraulic cement packing cement
ANNEX B
( Clause 9.2 and Foreworci }
TOLERANCE REQUIREMENTS FOR THE MASS OF CEMENT PACKED IN RAGS
B-l The average net mass of cement packed in than 5 percent of the bags in the sample. Also
bags at the plant in a sample shall be equal to or the minus error in none of such bags in the
more than 50 kg. The number of bags in a sample shall exceed 4 percent of the specified net
sample shall be as given below: mass of cement in the bag.
Batch Size Sample Size NOTE - The matter given in B-l and B-l.1 are
extracts based on the Standards of Weinhtr and Mea-
100 to 150 20 suws ( Packaged Commodities ) Rules. 1977 to which
reference shall be made for full details. Any
151 to 280 32
modification madein these Rules and other related
281 to 500 50 ACIS and Rules would apply automatically.
501 to 1 200 80
B-l.2 In case of a wagon/truck load of 20 to 25
1 201 to 3 200 125 tonnes, the overall tolerance on net mass of cement
3 201 and over 200 shall be 0 to 1-0’5 percent.
The bags in a sample shall be selected at random.
NOTE - The mass of a jute sacking bag conforming
For methods of random sampling, IS 4905 : 1968 to IS 2580 : 1982 to hold 50 kg of cement is 531 g, the
may be referred to, nlass of a double hessian bituminized ( CR1 type )
bar to hold 50 kE of cement is 630 g. the mass of a
B-l.1T he number of bags in a sample showing 6-ply paper bag to hold 50 kg of cement is approxi-
a minus error greater than 2 percent of the mately 400 p and the mass of a polyethylene lined
( CR1 Type) jute bag to hold 50 kg of cement is
specified net nlass ( 50 kg ) shall be not more
approximately 480 g.
4IS12600:1989
ANNEX C.
COMPOSITION OF THE TECHNICAL COMMITTEE
Cement and Concrete Sectional Committee, CED 2
Chairman Representing
DK H. C. VISVESVARAYA National Council for Cement and Building Materials, New Cclhi
Members
SHRI K. P. BANERJE~ Larsen and Toubro Limited, Bombay
SHRI HARISH N. MALANI ( Alternate )
SHRI S. K. BANERJEE National Test House, Calcutta
CHIEF ENGINEER ( BD ) Bhakra Beas Management Board, Nangal Township
SHRI J. C. BASLJR( Alternate )
CHIEF ENGINEER ( DESIGNS ) Central Public Works Department, New Delhi
SUPERINTENDING ENGINEER ( S & S )
( Alternate )
CHIEF ENGINEER ( RESEARCH-CUM- Irrigation Department, Government of Punjab
DIRECTOR )
RWARCH OPFICER ( CONCRETIZ
TECHNOLOGY ) ( AIrernute )
DIRECTOR A. P. Engineering Research Laboratories, Hyderabad
JOINT DIRECTOR ( Alternate )
DIRECTOR Central Soil and Materials Research Station, New Delhi
CHIEF RESEARCH OFFICER ( Alternate )
DIRECTOR ( C & MDD-II ) Central Water Commission, New Delhi
DEPUTY DIRECTOR ( C & MDD-II )
( Alternate )
SHRI V. K. GHANEKAR Structural Engineering Research Ccntre ( CSIR ), Ghaziabad
SHRI S. GOPINATH The lndia Cements Limited, Madras
SHRI A. K. GUPTA Hyderabad Industries Limited, Hyderabad
SHRI J. SEN GUPTA National Buildings Organization, New Delhi
SHRI P. J. J,~~IJs The Associated Cement Companies Ltd. Bombay
DR A. K. CHATTERJEE( Alternate )
JOINT DIRECTOR STANDARDS ( B & S )/CB-I Research, Designs and Standards Organization ( Ministry of
Railways ), Lucknow
JOINT DIIIECTOR STANDARDS ( B Br S )/CB-II
( Alternate )
SHRI N, G. JOSHI Indian Hume Pipes Co Limited, Bombay
SHRI R. L. KA~~OR Roads Wing ( Ministry of Transport ), Department of Surface
Transport, New Delhi
SHRI R. K. SAXFNA ( Alternate )
DR A. K. MULLICK National Council for Cement and Building Materials, New Delhi
SHRI G. K. MAJUM~AR Hospital Services Consultancy Corporation ( lndia ) Ltd,
New Delhi
SHRI P. N. MEHTA Geological Survey of India, Calcutta
SHRI S. K. MATHUR ( Alternate )
SHRI NIR~~AL SINUH Dcvclopment Commissioner for Cement Industry ( Ministry of
Industry ). New Delhi
SHRI S. S. MIGLANI ( Alternate )
SHRI S. N. PAL M.N. Dastur and Company Private Limited, Calcutta
SHRI &MAN DASGUPTA ( Alternate )
SIIRI R. C. PARATE Engineer-in-Chief’s Branch, Army Headquarters
LT-COL R. K. SINGH ( Alternate )
Snar H. S. PASRICHA Hindustan Prefab Limited, New Delhi
SIIKI I’, R. PHULL Indian Roads Congress, New Delhi; and Central Road Research
Institute ( CSIK ). New Delhi
SHRI S. S. SEEIIRA ( Alternate ) Central Road Research Institute ( CSIR ), New Delhi
DR MOHAN RAI Central Building Research Institute ( CSIR ), Roorkce
DR S. S. RVHSI (Altrrrrate )
SHHI A. v. RAM.hNA Dalmia Cement ( Bharat ) Limited, New Delhi
DI< K. C. NAI~AK, ( Alterrwta )
Directorate General of Supplies and Disposals, New Delhi
SHRI G. RAMDA~
SRRI T, N. SUBUA RAO Gammon India Limited. Bombay
SHI<I S. A. Rtou~ ( .4/tsrtfnte )
5IS 12600 : f989
Members Representing
DR M. RAMAIAH Structural Engineering Research Centre ( CSIR ), Madras
DR A. G. MADHAVA RAO ( Alternate )
SHRI A. U. RIJHSINC+HANI Cement Corporation of India, New Deihi
SHR! C. S. SHAMA ( Alternatr )
SECRETARY Central Board of Irrigation and Power, New Delhi
SHRI K. R. SAXENA ( AIterlrnte )
SUPERINTENDING ENGINEER ( DESIGNS ) Public Works Department, Government of Tamil Nadu
EXECUTIVEE NGINEFR ( SMD DIVISION )
( Alternarr )
SHRI L. SWAR~~P Orissa Cement Limited, New Delhi
SHRI H. BHATTACHARYYA
( Alterrrore )
SHRI S. K. GUHA THAKURT~ Gannon Dunkerly & Co Ltd, Bombay
SHRI S.P. SANKARNARAYANAN
( Alternate )
DR H. C. VISVESVARAYA The Institution of Engineers ( India ), Calcutta
SHRI D. C. CHATURVEDI ( AIlernare )
SHRI G. RAMAN, Director General, BIS ( ~x-oJ7ieio Member )
Director ( Civ Engg)
Sccrerury
SHRI N. C. BANDYOPADHYAY
Joint Director ( Civ Engg ), BIS
Cement, Pozzolana and Cement Additives Subcommittee, CED 2 : 1
Conrener
DR H. C. VISVESVARAYA National Council for Cement and Building Materials,
New Delhi
Members
DR A. K. MULLICK
DR ( SMT ) S,L AXMI ( Alternates to Dr H. C. Visvesvaraya )
I
SARI S. K. BANERJEE National Test House, Calcutta
SHRI N. G. B~SAK Directorate General of Technical Development, New Delhi
SHRI T. MAUHESHWAR ( Alternate )
SHRI SOMNATH BANFRJEE Cement Manufacturers Association, Bombay
CHIEF ENGINEER ( RESEARCH-CUM- Irrigation Department, Government of Punjab
DIRECTOR )
RESEARCH OFFICER ( CT ) ( Alternnte )
SHRI N. B. DESAI Gujarat Engineering Research Institute, Vadodnra
SHRI J. K. PATEL ( Altpmate )
DIRECTOR Maharasbtra Engineering Research Institute, Nasik
RESEARCH OFFICER ( Alternate )
DIRFC~~R ( C 8~ MDD II) Central Water Commission, New Delhi
DFPUTY DIRECTOR ( C & MDD II )
( Aternute ) _
SHRI R. K. G~TTANI Sbree Digvijay Cement Co Ltd, Bombay
SHRI R. K. VAI~HNAVI ( AIfernnte )
SHI<I J. YEN GUPTA National Buildings Organization, New Delhi
SARI P. J. JAGW The Associated Cement Companies Ltd, Bombay
DR A. K. CHATTERJEE( Alfernute )
JOINT DIREC-~OR. STAWDARW Research, Designs and Standards Organization, Lucknow
(B&S)CB-I
JOINT DIRECTOR STANIIAKDS
( B & S )/CR-II ( Alterrrnte )
SURI R. L. KAFOOR Roads Wing (Ministry of Transport ) (Department of Surface
Transport ), New Delhi
SHRI R. K. DATTA ( AIternare )
SHRI W. N. KAIWD~ The Hindustan Construction Co Ltd, Bombay
SHRI R. KUNJWHAPATTAM Chettinad Cement Corporation Ltd, Poliyur. Tamil Nadu
SARI G. K. MAJLIMDAR Hospital Services Consullancy Corporation ( lndia ) Ltd,
New DelhiIS 12600: 1989
Members Represenring
SHRI K. P. MOHIDECN Central Warehousing Corporation, New Delhi
SHRI NIRMAL SINGH Development Commissioner for Cement Industry ( Ministry of
Industry )
SHRI S. S. MLCLANI ( Alrernatr )
SHRI Y. R. POLL Central Road Restarch Institute ( CSIR ), New Delhi
SIIRI S. S. SEEHRA ( Alfernole )
SMRI A. V. RAMANA Dalmia Cement ( Bharat ) Ltd. New Delhi
DR K. C. NARANG ( Al/ernute )
COL V. K. RAO Engineer-in-Chief’s Branch, Army Headquarters
SHIiI N. s. (;ALANDE ( A~tCrnure )
SHRI S. A. Rtuor Gammon India Ltd, Bombay
DR S. S. REHSI Central Building Research Institute ( CSIR ), Roorkee
DR IRSHAD MASOOD [ Alternate )
SHRI A. LJ. RIJIJSING~ANI Cement Corporation of India Ltd, New Delhi
SHRI M. P. SINGII Federation of Mini Cement Plants, New Delhi
SUPLKINTENDING ENGINEER (D) Public Works Department. Government of Tamil Nadu
SENIOR DEPUTY CHIEF ENGINUR
( GENERAL ) ( Aitcrrrurr )
SHRI L. SWAROOP Orissa Cement Ltd. New Delhi
SHRI H. BHATT;I~H~RYYA ( Alternate )
SHRI V. M. WAD Bhilai Steel Plant, Bhilai
7Standard Mark
The use of the Standard Mark is governed by the provisions of the Bureau ofI ndian
Standards Act, I986 and the Rules and Regulations made thereunder. The Standard Mark on
products covered by an Indian Standard conveys the assurance that they have been produced
to comply with the requirements of that standard under a well defined system of inspection,
testing and quality control which IS devised and supervised by BIS and operated by the
producer. Standard marked products are also continuously checked by BE 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.Burcnu of Indian Standards
BE3 is a statutory institution established under the BtrrMu of Indian Stan&r& Act, 1986 to promoto
harmonious development of the activities of standardization, marking and quality certification of goods
and attending to connected matters in the country.
Copyright
BIS has the copyright of all its publications. NO Part Of these publications may be reproduced in
any form without the prior permission in writing of BIS. This does not preclude the free use, in the
course of implementing the standard, of necessary details, such as symbols and sizes, type or grade
designations. Enquiries relating to copyright be addressed to the Director ( Publications ), BIS.
Revision of Indian Standards
Indian Standards are reviewed periodically and revised, when necessary and amendments, if any, are
issued from time to time. Users of Indian Standards should ascertain that they are in possession of
the latest amendments or edition. Comments on this Indian Standard may be sent to BIS giving tbe
following reference:
Dot : No. BDC 2 ( 4668 )
Ameodmcntn Issue4 Slncc Pablfcatlon
Amend No. Date of Issue Text Affected
BUREAU OF INDIAN STANDARDS
Headquarters :
Man& Bhavan, 9 Bahadur Shah Zafar Marg, New Delhi lIOOO2
Telephones: 331 01 31. 331 13 75 Telegrams ; Manaksanstba
( Common to all Offices )
Telephone
Regional Offices :
Central : Manak Bhavan, 9 Bahadur Shah Zafar Marg 1331, 0 1 31
NEW DELHI 110002 331 13 75
Eastern : l/l 4 C. 1. T. Scheme VII M, V. 1. P. Road, Maniktola
CA.LCUTTA 700054 ’ 36 24 99
Northern : SC0 445-446, Sector 35-C, CHANDIGARH 160036 2 1843
3 16 41
Southern : C. I. T. Campus, IV Cross Road, MADRAS 600113
Western : Manakalaya, E9 MIDC, Marol, Andheri ( East 1
BOMBAY 400093 6 32 92 95
Branches ; AHMADABAD. BANGALORE. BHOPAL. BHUBANESHWAR.
GUWAHATI. HYDERABAD. JAIPUR. KANPUR. PATNA.
TRIVANDRUM.
Printed at PrintwrIt Printerr, Delhi. IndiaAMENDMENT NO. 1 JUNE 1991
TO
IS 12600 : 1989 PORTLAND CEMENT, LOW
MEAT - SPEClFlCATION
9 2 1 i Page 3, da use 9.2.1.1 ) - Insert the following new clauses after
. . . :
“9.2.2 When cement is intended for export and if the purchaser so
requires, packing of cement may be done in bags other than those given in
9.2 and 9.2.1 with an average net mass of cement per bag as agreed to
between the purchaser and the manufacturer.
9.2.2.1 For this purpose the permission of the ccrtifyiug autIIori[y
shall be obtained in advance for each export order.
. 9.2.2.2 The words ‘FOR EXPORT’ and the average net mass of
cement per bag shall be clearly marked in indelible ink ou each bag.
9.2.2.3‘The packing material shall be as agreed to between the
supplier. and the purchaser.
9.2.2.4 The tolerance requirements for the mass of cement packed
in bags shall be as given in 9.2.1.1 except the average net mass which shall
be equal to or more than quantity in 9.2.2.”
(CED2)
Printed at Printrode, New Delhi, IndiaAMENDMENT NO. 2 NOVEMBER 1931
TO
IS 12600: 1983 PORTLAND CEMENT, LOW IIEAT -
SPECIFICATION
(Pngc 4, c/fJrrsc 11-1.2 ) - Substilulc ‘up lo 25 tonnes /or ‘ of 20 lo 25
10n11cs’.
(CED2)
Reprography Unit, UIS, New Delhi. IndiaAMENDMENT NO. 3 JUNE1993
TO
IS 12600 : 1989 PORTLAND CEMENT, LOW HEAT -
SPECIFICATION
[ Page 3, clause 9.2.1.1 ( see alsoA mendmenfN o. 1 ) ] - Substitute the
following for the existing clauses 9.2.2 to 92.2.4:
“9.2.2 When cement is intended for export and if the purchaser so requires,
packing of cement may be done in bags or in drums with an average net’mass of
cement per bag or drum as agreed to between the purchaser and the manufacturer.
9.2.2.1 For this purpose the p’ermission of the oettifying authority shall be
obtained in advance for each export order.
92.2.2 The words ‘FOR EXPORT’ and the average net mass of cement per
bag/drum shall be clearly marked in indelible ink on each bag/drum.
9.2.2.3 The packing .material shall be as agreed to between the manufacturer and
the purchaser.
,9.2.2.4 The tolerance requirements for the mass of cement packed in bags/drum
shall be as given in 9.2d.l except the average net mass which shall be equal to or
more than the quantity in 9.2.2.”
(CED2)
Reprography Unit, BIS, New Delhi. IndiaAMENDMENT NO. 4 APRIL 2000
TO
IS 12600 : 1989 PORTLAND CEMENT, LOW
HEAT --SPECIFICATION
Substitute ‘net mass’ for ‘average net mass’ wherever it appears in the
standard.
(CED2)
Reprography Unit, BE, New Delhi, IndiaAMENDMENT NO. 5 APRIL 2002
TO
IS 12600:1989 PORTLAND CEMENT, LOW HEAT —
SPECIFICATION
(Page2,clause 6.3.1,line6)— Substitute ‘lessthan’for ‘notlessthan’.
(CED2)
Reprography UNL BIS, New Delhi, India
|
9237.pdf
|
UDC 629*113*014:003'62 IS: 9237 - 1979
lndian Standard
SYMBOLS FOR CONTROLS,
INDICATORS AND TELL-TALES FOR ROAD VEHICLES
1. Scope-Specifies the symbols, that is, conventional signs, with which certain controls, indicators
and tell-tales of a road vehicle are to be provided in order to ensure their identification and facilitate
their utilization.
1.1 It also indicates the colours of possible optical tell-tales which warn the driver of the operation
or malfunctioning of the devices and equipment connected to the corresponding controls. ’
1.2 This standard is applicable to those controls which are fitted on the instrument panel, or in the
immediate vicinity of the driver.
1.3 This standard is not applicable to two-wheelers and three-wheelers.
2. General
2.1 The symbols shall be as given in 3, except for deviations necessary to reproduce an accurate
representation to the driver’s line of sight.
2.2 If, in a symbol, a vehicle or parts of a vehicle are shown in a side view, a vehicle driving from
left to right shall be assumed.
2.3 Symbols on controls and tell-tales shall be of a good contrast to their background ( preferably
light symbol on dark background).
2.4 The symbols and tell-tales shall be recognizable by the driver from his seated position.
2.5 Focused light shall be represented by parallel rays and diffused light by divergent rays0
2.6 If colour is used on heating and cooling systems, the colour red shall be used to indicate hot
and the colour blue to indicate cold.
Adopted 27 August 1979 @ March 1980, ISI
I .
INDIAN STANDARDS INSTITUTION
MANAK BHAVAN, 9 BAHADUR SHAH ZAFAR MARG
NEW DELHI 1100021. Designation and Illustration of Symbols -
SymboF Additional Specifications
No. Control Indicator or Tell-Tale
Desianation _-
3.1 Upper beam* t Steady blue tell-tale
(See Note 1 ) _-
0
5
3.2 Lower beam*
%
(SeeNotel) --
I‘ lashing green light(s)
3.3 Turn signals
( See Notes 1 and 2 ) _-
!S imultaneous operation of both
3.4 Hazard warningt !g reen turn signal, tell-tales or
:s eparate red signal
(See Note 1 ) _ -
3.5 Windshield wiper
--
3.6 Windshield washer
--
3.7 Windshield wiper and washer
--
3f
3.8 Ventilating fan
--
0
P
3.9 Parking lights i -l
Note l- Framed areas of this symbol may be solid.
Note 2- It is permissible to separate the left and right arrows.
*The control operating the upper beam and the lower beam alternately may include two symbols, one for each of the
positions, upper beam, lower beam.
iThis symbol applies only to the control and to the separate red tell-tale.
2IS : 923711979
No. Control, Indicator or Tell-Tale Symbol Additional Specifications
Designation
3.10 Front hood ( bonnet )*
3.11 Rear hood ( boot )*
Gw
312 Choke ( cold starting aid 1
\
I I
3.13 Horn
hT
3.14 Fuel
3.15 Engine coolant temperature
cJc_*
- +
3.16 Battery charging condition
I
3.17 Engine oil
Wh
3.18 Seat belt
4
6
3.19 Headlamp cleaner
I
*The dark part of the symbol may be replaced by its outline, in which case the portion shown here as white will be
entirely in a dark colour.
3IS : 9237 - 1979
Control, Indicator or Tell-Tale Symbol Additional Specifications
Designation I
3.20 Lighter
3.21 Front fog light*
3.22 Rear fog light*
3.23. Master lighting switch
I-
3.24 Windscreen demisting and
defrosting
-
3.25 Rear window demisting and
defrosting
*If one control is used for both front and rear fog lights, the symbol used shall be the one designated ‘front fog
light’.
EXPLANATORY NOTE
This standard is in entire agreement with IS0 2575-1976 ‘ Road vehicles-symbols for controls,
indicators and tell-tales’. This standard aims at laying unified practices for symbols for various
controls, indicators and tell-tales for the user of the road vehicles. With the publication and
implementation of this standard, it is expected to eliminate confusion for the driver when he happens
to be driving a vehicle other than his own thus avoiding accidents, introducing safety for vehicle
user as well as road user.
4
Printed at New India Printing Press,Khurja, lndlaAMENDMENT NO. 1 MARCH 1994
TO
SYMBOLS FOR CONTRQLS, INDICATORS AND 1 -
TELLTALES FOR ROAD VEHICLES
-
( Page 1, clause 1 ) - Add the following sentence after the existing:
‘it also specifies the requirements’for the location, identification and illumination of controls,
indicators and telltales.’
( Page 1, clause 1.3 ) - Substitute the following for the existing:
‘This standard is applicable for vehicles with steering wheel but excluding three wheeler
with steering wheel and all other vehicles with handlebar.’
( Page 1, clause 2.6 ) - Add the following new clauses after the existing clause 2.6:
“2.7 Location
With seat adjusted to the convenience of the driver where each of the controls incorporated
in the vehicle, it shall be easily operable by the driver in the normal driving position. Controls
for which no symbol is provided in 3 shall be defined by words or abbreviation specified in
column 2 of Table 1. All telltales and readout displays shall be visible when activated.
2.7.1 Hand operated controls
2.7.1.1 The following controls shall be obligatory:
a) Steering wheel
b) Ignition
c) Horn
d) Head lamp
e) Tail lamp
:
f) Parking lamp i Shall be combined as a single unit
) for control purposes. The combination
g) Number plate lamp \ for other controls is optional
h) Stop lamp 1
j) Turn signal
k) Manual transmission shift lever
m) Windshield wiper
n) High beam/Low beam ( not obligatory, if provided as foot operated control )
p) Parking brake
q) Electrical master switch ( mandatory only for passenger buses, school buses, tankers
and vehicles carrying explosives )
r) Hazard warning signal.
2.7.1.2 The following controls shall be optional:
a) Windshield washer
b) Windshield defrosting and defogging system
cl Rear window defrosting and defogging system
4 Manual choke
e) Automatic transmission control
f) Clearance lamps
9) Hand throttle
h) Exhaust brake control
j) Master switch electrical ( for cars )
1
Price Group 13
2.7.2 Foot operated controls
2.7.2.1 The obligatory controls shall be as under:
a) Service brake
b) Accelerator
c) Clutch ( unless fitted with automatic transmission )
d) High beam/Low beam ( not obligatory if already provided as hand operated controls )
e) Windshield wiper ( not obligatory, if provided as hand operated control )
f ) Brake light ( stop lamp )
2.7.2.2 The following controls shall be optional :
a) Windshield washer
b) Exhaust brake control.
2.7.3 Displays
2.7.3.1 The following shall be the obligatory requirements:
a) Speedometer
b) Odometer
cl Turn signal
4 Fuel level
e) Engine coolant temperature
f) Oil pressure
9) Highbeam indicator
h) Electrical charging indicator
j) Brake failure warning.
2.7.3.2 The following shall be optional requirements:
a) Gear position.
2.8 Identification
2.8.1 Vehicle controls shall be identified as follows:
a) Any hand operated control specified in 3 or column 1 of Table 1 that has a symbol
shall be identified by that symbol. Such a control may, in addition, be identified by the
word or abbreviation shown in column 2 of Table 1. Any such control for which no
symbol is shown shall be identified by the word or abbreviation shown in column 2 of
Table 1. Additional words or symbols may be used at the discretion of the manu-
facturer.
b) The identification shall be placed on or adjacent to the control and be visible to the
driver seated in his normal driving position and shall appear to the driver perceptually
upright ( except in turn signal control which is operated in a place parallel to the
steering wheel ).
2.8.1.1 Identification of a head lamp and tail lamp control that adjusts control and display
illumination by means of rotation, or of any other rotating control that does not have an off
position, need not appear to the driver perceptually upright.
2.8.2 Identification shall be provided for each function of any automatic vehicle speed system
control, any heating and air-conditioning system control, and for the extreme position of any
such control that regulates a function over a quantitative range. If this identification is not
specified in Tables 1 or 2, it shall be in word form unless colour coding is used.
2.83 Except for information readout displays and displays located within the passenger
compartment and listed in column 1 of Table 2 that has a symbol designated in 3, shall be
fdentifled by that symbol. Such display may, in addition be identified by the word or abbrevia-
tion shown in column 3. Any such display for which no symbol is specified shall be identi-
fied by the word or abbreviation shown in column 3. Informational readout displays may be
identified by the symbol designated in column 4 of Table 2 or by the word or abbreviation
shown in 3. Additional words or symbols may be used at the manufacturer’s discretion for the
purpose of clarity. The identification required or permitted shall be placed on or adjacent to
the display that it identifies.
2,
2.9 Illumination
2.9.1 Except for foot operated controls or hand operated controls mounted upon the floor,
floor console or steering column, or in the windshield header area, as per the identification
required by 2.8.1 or 2.8.2 of any control listed in column 1 of Table 1 shall be capable of
being illuminated whenever the headlights are activated. However, control identification for a
heating and airconditioning system need not be illuminated if the system does not direct air
directly upon windshield. If a gauge isiisted in column 1 of Table 2 and accompanied by the
word ‘yes’ in column 4, then the gauge and its identification required by 2.8.3 shall be illumi-
nated whenever the ignition switch and/or the head lamps are activated. Controls, gauges
and their identifications need not be illuminated when the head lamps are being flashed. A
telltale shall not emit light except when identifying.
2.9.2 Except for information readout displays, each, discrete and distinct telltale shall be of
the colour shown in column 2 of Table 2. The identification of each telltale shall be in a
colour that contrasts with the lens, if a telltale with a lens is used. Any telltale used in con-
junction with a gauge need not be identified. The colour of informational readout displays
shall be at the option of the manufacturer.
2.9.3 A left hand drive vehicle shall have the information suitably written/displayed at the
rear with provision for lighting for night visibility from a distance of twenty metres or less.
2.10 When the following colours are used on optical telltales, they shall have the following
meaning:
Red - Danger
Yellow - Caution
Green - Safe
Blue - For upper beam telltale.”
( Page 4, clause 3.25, co/ 1, 2 and 3 )-Add the following after 3.25:
I
No. Control, Indicator or Telltale Designation I Symbol
3.26 Ventilator
VENT
3.27 Fresh air
,e
FRESH
/
3.28 Recirculating air
/ RECIRC
I
3.29 Seat adjustment
I l-------
(0)
I
3.30 Brake failure* .
I ----I
(9>
Brake fluid level
i
r
Ii3
3.32 Unleaded fuel
Q
c)
\‘
I
*In the case where a single telltale indicates more than one brake system condition, the symbol for
brake failure 3’30 shall be used.
33
- -.-
No. Control, Indicator or Telltale Designation Symbol
P
s
3.33 Headlight levelling manual control s
0
$I
41
3.34 Rear window wiper
:
0505
cl
3.35 Rear window washer I
1
1
0) 0)
4;3
1
3
3.36 Rear window wiper and washer
1
3.37 Parking brake*
-
* H
-00 z
3.38 Position lamp/Clearance lamp system
#
.-
3.39 Diesel pre-heat
I
_- -_
Long range lamp
Engine
3.42 Interior heating
*In the case where a single telltale indicates more than one brake system condition, the symbol for
brake failure 3’30 shall be used.
4-i-
No. Control, indicator or Telltale Designation -I
/
3.43 Air-condition system
-
3.44 Off
3.45 Air vent--All outlets
I-
3.46 Air vent-Right outlets
.-
3.47 Airvent-Left outlets
t
3.49 Air ventilation - Leg room
3.49 Air vent - Right and Left outlets
--
I
3.50 Windshield wiper intermittent
.-
3.51 Heated seat
‘2
3.52 Engine ignition cut off
5I
I No. Control, Indicator or Telltale Designation Symbol
I
I 3.53 Engine Ignition Run
Speedometer
-
3.55 Odometer
-!
Table 1 identification of Controls
( Clauses 2.8.1, 2.8.2 and 2.9.1 )
Hand Operated Controls Identifying Words or Abbreviation
(1) (2)
-
Headlamps and Tail Lamp Lights
Turn Signal Turn
Hazard
Hazard Warning Signal
-!-
Clearance Lamps System Clearance Lamps or Cl Lps
Windshield Wiping System Wiper or Wipe
Washer or Wash
Windshield Washing System
Windshield Washing and Wiping Combined Wash Wipe
Heating and/or Air-conditioning Fan Fan
Windshield Defrosting and Defogging System Defrost, Defog or Def.
Rear Window Defrosting and Defogging System Rear Defrost, Rear Defog or Rear Def.
Engine Start Start*
--- -PPp_
stop*
Engine Stop
Manual Choke Choke
Hand Throttle Throttle
Automatic Transmission ( Optional )
Heating and Air-conditioning System i ( Optional )
*Use when engine control is separate from the key locking system.
6
,,
2
-2’/ ,
‘.\ “.)
b
Table 2 Identification and Visibility of Internal Displays
( Clauses 2.8.3, 2.9.1a nd 2.9.2 )
Display Telltale Colour Identifying Illumination
Words or
\ Abbreviation
(1) (2) (3) (4)
Turn Signal Telltale Green
Hazard Warning Telltale’) Redz, or Green
Fuel level Telltaie Yellow Fuel
._-
Gauge Yellow Fuel Yes
Oil Pressure Telltale Red2, Oil Yes
Gauge Oil Yes
Coolant Temperature Telltale Reda, Temp
Gauge Temp Yes
Electrical Charge Telltale Red2, l;lf&pCharge
Gauge Volts, Yes
Charge or Amp.
Speedometer3) Red*) or Yellow km/h Yes
0dometer3) Red2) or Yellow km
Automatic Gear Position Yes
--
High Beam Telltale Blue*) or Green
Brake Air Pressure Position Telltale Red’)
Malfunction in Antilock Yellow
Malfunction in Brake System Red*) Yes
1) Symbol for hazard warning not required when arrows of turn signal telltales that otherwise operate
independently. Flash simultaneously as hazard warning telltale.
2) Red may be red-orange. Blue may be blue-green.
J) The Speedometer and Odometer indicate kilometres per hour and kilometres respectively.
New India Printing Press, Khurja, India
7
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4031_15.pdf
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IS 4031( Part 15 ) : 1991
( Reafflrmed 1995 )
w?TfmTm
Indian Standard
METHODS OF PHYSICAL TESTS FOR
HYDRAULICCEMENT
PART 15 DETERMINATION OF FINENESS BY WET SIEVING
Second Reprint OCTOBER 1997
UDC 66’942 : 620’168’32
0 BIS 1991
BUREAU OF INDIAN STANDARDS
MANAK BHAVAN, 9 BAHADUR SHAH ZAFAR MARG
NEW DELHI II0002
June 1991 Price Group 3Cement and Concrete Sectional Committee, CED 2
FOREWORD
This Indian Standard was adopted by the Bureau of Indian Standards, after the draft finalized by the
Cement and Concrete Sectional Committee had been approved by the Civil Engineering Division
Council.
Standard methods of testing cement are essential adjunct to the cement specifications. This standard
in different parts, lays down the test procedures to evaluate the physical properties of different types of
hydraulic cement. This part covers determination of fineness of.cement by wet sieving. The procedures
for conducting chemical tests of hydraulic cement are covered in IS 4032 series ‘Methods of chemical
analysis of hydraulic cement’.
Determination of fineness by wet sieving is required mainly for masonry cement, but the same method
shall be applied when any manufacturer or user wants to determine fineness of any other cement for
any other specific reason.
The composition of the technical 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 1s 2 : 1960 ‘Rules for
rounding off numerical values ( revised )‘.Is 4031( Part 15 ) : 1991
Indian Standard
METHODS OF PHYSICAL TESTS FOR
HYDRAULIC CEMENT
PART 15 DETERMINATION OF FINENESS BY WET SIEVING
1 SCOPE sieves shall clamp tightly on the cloth to prevent
the cement from catching in the joints between
This standard ( Part 15 ) covers the procedure for
the sieve cloth and the frame.
determining the fineness of cement by wet sieving
as represented by the mass of the residue left on a 5.2 Spray Nozzle
standard 45micron IS Sieve. The spray nozzle ( see Pig. 1 ) shall be constructed
with non-corrodible material and shall be of 17’5
2 REFERENCES mm inside diameter with a central hole drilled in
line with the longitudinal axis, and intermediate
The Indian Standards listed below are necessary
row of eight holes drilled 6 mm centre to ccntre
adjuncts to this standard.
at an angle of 5” from the longitudinal axis, and
IS No. Title an outer row of eight holes drilled 11 mm centre
to centre at an angle of IO” from the longitudinal
3535 : 1986 Methods of sampling hydra- axis. All holes shall be of 0’5 mm diameter.
ulic cements (first revision )
5.3 Pressure Gauge
460 ( Part 1 ) : 1985 Specification for test sieves:
Part 1 Wire cloth test The pressure gauge shall be of 75 mm minimum
sieves ( third revision ) diameter and shall be graduated in 0’01 N/mm3
increments and shall have a maximum capacity of
3 SAMPLING AND SELECTION OF TEST 0’2 N/mm’ with a marking at 0’07 N/mm¶. The
SAMPLES accuracy at 0’07 N/mm2 shall be 0’005 N/mm2.
The samples of the cement shall be taken in accor- 5.4 Balance
dance with the requirements of IS 3535 : 1986 and
Analytical balance capable of reproducing results
the relevant standard specification for the type of
within 0’000 2 g with an accuracy of f 0’000 2 g.
cement being tested. The representative sample of
the cement selected as above shall be thoroughly NOTE -- Self indicating balance with equivalent
accuracy may also be used.
mixed before testing.
5.5 Standard Weights
4 TEMPERATURE
5.6 Oven
The temperature of the room and the materials 6 CALIBRATION OF 45 MICRON IS SIEVE
shall preferably be maintained at 27 f2”C. The calibration of the 45 micron sieve shall be
made using standard reference material (SRM)
5 APPARATUS
from National Council of Cement and Building
Materials. Place 1’000 g of the SRM on the clean
5.1 Sieve
dry 45 micron sieve and 1 proceed as in 7. The
The sieve frame shall be of non-corrodible mate- sieve correction factor is the difference between the
rial and shall be circular 50 f 5 mm in diameter. test residue obtained and the assigned residue value
The depth of the sieve from the top of the frame indicated by the electro-formed sheet sieve fineness
to the cloth shall be 75 f 5 mm. The frame shall specified for the standard sample, expressed as a
have either side walls 90 f 5 mm in total height percentage of the test residue. The sieve shall be
or legs of suihcicnt length, 12’0 mm minimum, to re-calibrated after every 100 determinations.
allow air circulation beneath the sieve cloth. The
E.lrample :
sieve frame shall be fitted with 45 micron stainless
steel woven wire cloth sieve conforming to IS 460 Residue on 45 micron IS Sieve of 14’0 percent
( Part 1 ) : 1985. The cloth shall be mounted in the SRM sample
frame without distortion, looseness or wrinkling. Residue for a 1 g sample 0’140 g
For a sieve fabricated by soldering the cloth to Residue on Sieve being calibrated 0’105 g
the frame, the joint shall be made smooth to Difference +0*035 g
Correction = 0’035 x 100
prevent the cement from catching in the joints
factor =L + 33’3 percent
between the sieve cloth and frame. Two piece 0’105i
I 4
I
I I
I I
I I
I
4
0 t7-7 I
1.
I I SPRAY NOZZLE
I _ _-_- -- --
___-___-
_ 17.2
34+-
SPRAY NOZZLE ASSEMBLY
17~ 9 04 HOLES
All dimensions in millimetres.
FIG. 1 SPRAY NOZZLE
7 PROCEDURE 8 CALCULATION
Place 1’000 g of sample of the cement on a clean, Calculate the mass of the residue of the cement
dry 45 micron IS Sieve. Wet the sample thoroughly left on the standard 45 micron IS Sieve to the
with a gentle stream of water. Remove the sieve nearest 0.1 percent as follows:
from under the nozzle and adjust the pressure on
the spray nozzle to 0'07f 0'005N /mm”. Return Rc= Rs x (lOO+C)
the sieve to its position under the nozzle and wash
for 1 mitt, moving the sieve with a circular motion where
in a horizontal plane at the rate of one motion per
second in the spray. The bottom of the spray Rc = corrected residue in percent,
nozzle shall extend below the top of the sieve frame Rs = residue of the sample retained on the
by about 12 mm. Immediately upon removing the 45 micron IS Sieve in g, and
sieve from the spray, rinse once with 50 ml of
distilled water, taking care not to lose any of the C = sieve correction factor which may be
residue, and then blot the lower surface gently either plus or minus.
upon a damp cloth. Dry the sieve and residue in
an oven or over a hot plate ( see Note ), suppor- Example :
ting the sieve in such a manner that air may pass
Sieve correction factor, C = + 33’3 percent
freely beneath it. Cool the sieve, brush the residue
from the sieve and weigh. Residue from sample being tested, Rs = 0’092 g
Corrected residue = 0’092 x ( 100 + 33’3 )
NOTE - Care should be taken not to heat the sieve
hot enough to soften the solder. = 12’3 percent
2IS 4031 ( Part 15 ) : 1991
ANNEX A
( Foreword )
COMPOSITION OF THE TECHNICAL COMMITTJZE
Cement and Concrete Sectional Committee, CED 2
Chairman Representing
DR H. C. VISVESVARAYA In personal capacity ( University of Roorkee, Roorkee 247667 )
Members
SHRI H. BHATTACHARYA Orissa Cement Limited, New Delhi
DR A. K. CHATTERIEE The Associated Cement Companies Ltd, Bombay
Srnu S. H. SUBRAMANIAN( Alternate )
CHIEF ENGINEER ( DESIGNS ) Central Public Works Department, New Delhi
SUPERINTENDINC~E NGINEER ( S & S )
( Aft errx?le )
CHIEF ENGINEER, NAVAGAM DAM Sardar Sarovar Narmada Nigam Ltd, Gandhinagar
SUPERINTENDINGE NGINEER, OCC
( Alternate )
CHIEF ENGINEER ( RESEARCH-CUM- Irrigation and Power Research Institute, Amritsar
DIRECTOR )
RESEARCH OFFICER ( CONCRETE
TECHNOLOGY ) ( AIternafe )
DIRECTOR A. P. Engineering Research Laboratories, Hyderabad
JOINT DIRECTOR ( Alternate )
DIRECTOR ( C & MDD ) ( N 8~ W ) Central Water Commission, New Delhi
DEPUTY DIRECTOR ( C Sr MDD I
( NW & S ) ( Alt&zatr )
SHRI K. H: GANGWAL Hyderabad Industries Limited, Hyderabad
SHRI V. PATTABHI ( Allerrzale )
SHRI V. K. GHANEKAR Structural Engineering Research Centre ( CSlR ), Ghaziabad
SHRI S. G~PINATH The India Cements Limited, Madras
SHRI R. TAA~~~LAKARAN ( Alternate )
SHIU S. K. GUHA THAKURTA Gannon Dunkerley & Company Limited, Bombay
SHRI S. P. SHANKARANARAYANAN
( Alternate )
DR IRSHAD MASOOD - Central Building Research Institute ( CSIR ), Roorkee
DR MD KHALID ( Alfernafe )
JOINT DIRECTOR, STANDARDS( B & S ) (CB-I) Research, Designs and Standards Organization ( Ministry of
Railways ), Lucknow
JOINT DIRECTOR STANDAI~DS ( B & S )/
( CB-II ) ( Alternate )
SHRI N. G. JOSHI Indian Hume Pipes Co Limited, Bombay
SHRI P. D. KLLKAR ( Alter/late )
SHRI D. K. KANUNGO National Test House, Calcutta
SHRI B. R. MEENA ( Altertzalc )
SHRI P. ~~RISHNA~NRTHY Larsen and Toubro Limited, Bombay
SHRI S. CHAKRAVARTHY ( Alternccte )
SHRI G. K. MAlUMDAR Hospital Services Consultancy Corporation ( India ) Ltd,
New Delhi
SHRI S. 0. RANGARI ( Alternate )
SHRI I;. P;. M~HTA Geological Survey of India, Calcutta
SHRI J. S. SANGANERIA( Alternate )
MEMBERS ECRETARY Central Board of Irrigation and Power, Niw Delhi
DIRECTOR( CIVIL ) ( Alfcrrrute )
SHRI M. K. MUXHERJEE Roads Wing Department of Surface Transport ( Minisiry of
Transport ), New Delhi
sIRI M. #. GHoSH ( A~tUfl~lf~~ )
DR A. K. MUI.LICX National Council for Cement and Building Materials, New Delhi
DR S. C. AHLU~ALI,\ ( Alterntrte )
&RI NIRMAL SINGIl Dcvclopment Commissioner for Cement Industry ( Ministry of
Industry )
Snki S. S. MIGLANI ( AlrerJzate )
SkIRI R. C. PARATE Engineer-in-Chief’s Branch, Army Headquarters
LT-COL R. X. SINGH ( Alternure )
3IS 4031( Part 15 ) : 1991
Membera Representing
SHRI H. S. PASRICHA Hindustan Prefab Ltd, New Delhi
SIII~ Y. R. PnmI. Central Road Research Institute ( CSIR ), New Delhi
SHRI S. S. SEEHRA( Alternate )
SHRI Y. R. PHULL Indian Roads Congress, New Delhi
SHRI K. B. THANDEVAN ( Afternate )
DR M. RAMAIAH Structural Engineering Research Centre ( CSIR ). Madras
DR A. G. MADHAVA RAO ( Alternate )
SHRI 0. RAMDAS Directorate General of Supplies and Disposals, New Delhi
REPRESENTATIVE Builders Association of India, Bombay
SHRI A. U. RIIHSINGHANI Cement Corporation of India, New Delhi
SI~I C. S. SHARMA( Akernate 1
SHRI J. SEN GUPTA National Buildings Organization, New Delhi
Sm A. K. LAL ( Alternute )
SHRI T. N. SUBBA RAO Gammon India Limited. Bombay
SHRI S. A. RE~DI ( Alternote )
SUPT. ENGINEER( DESIGNS) Public Works Department, Government of Tamil Nadu
EXECIJTI~EE NQINEER( S.M.R. DIVISION)
( AIternute )
SHRI S. B. SURI Central Soil and Materials Research Station, New Delhi
SHRI N. CHAN;)RASEKARA(N A ltarnutP )
0~ H. C. VISVESVARAYA The Institution of Engineers ( India ), Calcutta
SHRI D. C. CHATIJRVED( IA fternote )
SHRI (3. RAMAN. Director General, BIS (Ex-ofjicio Member )
Director ( Civil Engg )
Secretory
SHRIN.C.BANDYOPADWAY
Joint Director ( Civil Engg ), BLS
Cement, Pozzolana and Cement Additives Subcommittee, CED 2 : 1
Convener
DR H. C. VI~~E~VARAYA In personal capacity ( University of Roorkee, Roorkee 247667 )
Members
Smtr S. K. BANERJEE National Test House, Calcutta
SHRI N. G. BASAK Directorate Gencxal of Technical Development, New Delhi
SHRI T. MADNESHWAR( Alternate )
SHRI SOMNATHB ANERJEE Cement Manufacturers Association, Bombay
CHIEFE NWNEER( RESEARCH-CUM-DIRECTO) R Irrigation Department, Government of Punjab
RESEARCHO FFICER( CT ) ( Alternate )
SHRI N. B. DESAI Gujarat Engineering Research Institute. Vadodara
SHRI 1. K. PATEL( , Alternote )
DIRECTOR Mabarashtra Engineering Research Institute, Nasik
RESEARCHO FFICER( AItcrnote )
DIRECTOR( C & MDD II ) Central Water Commission, New Delhi
DEPUTY DIRECTOR( C & MDD 11 1
( Alternate )
SHRI R. K. GA~ANI Shree Digvijay Cement Co Ltd, Bombay
SHRI R. K. VA~SHNAVI( Alrernute )
SHRI P. J. JAGUS The Associated Cement Companies Ltd, Bombay
DR A. K. CHATTERJE(E Altermtr )
JOINT DIRECTOR( MATERIALS) National Buildings Organization, New Delhi
Assw DIRECTOR( PLASTIC) ( Alfrnrate )
JOINT DIRECTORS TANDARDS( B & S ) (CB-1) Research, Designs and Standards Organization ( Ministry of
Railways ), Lucknow
JOINT DIRECTOR.S TANDARDS( B 8~ S )
(CB-II ) ( Alternate )
SHRI R. L. KAPQOR Roads Wing, Department of Surface Transport, Ministry of
Transport, New Delhi
SHR~ R. K. DANA ( Afternare )
SHRI W. N. KARODE The Hindustan Construction Co Ltd, Bombay
SHRI R. KUNJITHAPA~AM Cbettinad Cement Corporation Ltd, Poliyur, Tamil Nadu
4IS 4031 ( Part 15 ) : 1991
Members Representing
SHRIG.K. MAJUMDAR Hospital Services Consultancy Corporation ( India) Ltd,
New Delhi
DR &SHAD MASOOD Central Building Research Institute ( CSlR ), Roorkee
SHRI K. P. MOHIDEEN Central Warehousing Corporation, New Delhi
DR A. K. MULLICK National Council for Cement and Building Materials, New Delhi
DR ( SMT ) S. LAXMI ( Alfernafe )
SHRI K. NARANAPPA Central Electricity Authority, New Delhi
SHRI D. P. KEWALRAMANI ( Afternate )
SHRI NIRMAL SINGH Development Commissioner for Cement Industry ( Ministry of
Industry )
SHRI S. S. MIGLANI ( Alternate )
SHRI Y. R. PHULL Central Road Research Institute ( CSIR ), New Delhi
SHRI S. S. SEEHRA ( Alternate )
SHRI A. V. RAMANA Dalmia Cement ( Bharat ) Ltd, New Delhi
DR K. C. NARAN~ (Alternate )
COL V. K. RAN Engineer-in-Chief’s Branch, Army Headquarters
SHRI N. S. GALANDE ( Alternate )
SHRI S. A. REDDI Gammon India Ltd, Bombay
SHRI A. U. RIJHSIN~HANI Cement Corporation of India Ltd, New Delhi
SHRI M. P. SINQH Federation of Mini Cement Plants, New Delhi
SUPERINTENDINGE NGINEER ( D ) Public Works Department, Govt of Tamil Nadu
SENIOR DEPUTY CHIEF ENGINPER
( GENERAL ) (_Afternate )
SHRI S. B. SURI Central Soil and Materials Research Station, New Delhi
SHRI N. CHANDRASEKARAN( Alternate )
SHRI L. SWAROOP Orissa Cement Ltd, New Delhi
SHRI ‘H. BHATTACHARYA( Afternate )
SHR~ V. M. WAD Bhilai Steel Plant, BhilaiBureau of Indian Standards
BIS is a statutory institution established under the Bureau of Indian Stundurds Act, 1986 to promote
harmonious development of the activities of standardization, marking and quality certification of goods and
attending to connected matters in the country.
Copyright
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Review of Indian Standards
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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 ( 4767 )
Amendments Issued Since Publication
Amend No. Date of Issue Text Affected
BUREAU OF INDIAN STANDARDS
Headquarters:
Manak Bhavan, 9 Bahadur Shah Zafar Marg, New Delhi 110002 Telegrams: Manaksanstha
Telephones: 323 0131,323 33 75,323 94 02 (Common to all offices)
Regional Offices: Telephone
Central : Manak Bhavan, 9 Bahadur Shah Zafar Marg 323 76 17,323 38 41
NEW DELHI 110002
Eastern : l/l4 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
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Southern : C.I.T. Campus, IV Cross Road, CHENNAI 600113 235 02 16,235 04 42
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MUMBAI 400093 { 883322 9728 9951,,883322 7788 5982
Branches : AHMADABAD. BANGALORE. BHOPAL BHUBANESHWAR.
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PATNA. PUNE. THIRUVANANTHAPURAM.
Printed by Reprography Unit, BIS, New Delhi
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3950.pdf
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ISr3!VOk!B
IndianS tankard
SPECIFICATION FOR
SURFACE BOXES FOR SLUICE VALVES
First Revision)
(
II~ird Reprint AUGUST 1992
UDC 621.646.5-758.1:628.146
BUREAU OF INDIAN STANDARDS
MANAK BHAYAN. 9 BAHADUR SHAH ZAFAR MARG
NEW DELHI 110002
Gr 2 November 1979Is:39!50~1979
Indian Standard
SPECIFICATION FOR
SURFACE BOXES FOR SLUICE VALVES
( First Revision )
Sanitary Appliances and Water Fittings Sectional Committee, BDC 3
chairman Represenfing
SARI V. D. DESAI Municipal Corporation of Greater Bombay,
Bombay
Members
ADVISER Central Public Health & Environmental
Engineering Organization ( Ministry of
Works & Housing )
SHRI B. B. Rau ( Alternafs )
SHRI H. R. BADYAL Indian Iron & Steel Co Ltd, Calcutta
SHRI K. D. BISWAS ( Alternate )
SHRI M. K. BASU Central Glass & Ceramic Research Institute
( CSIR ), Ahmadabad
SHRI D. S. CRABHAL &re;ct;; yhyl of Technical Development,
e
SHRI T. RAMASUBRAMANIAN ( Al&male )
SHRI S. P. CHAKRABARTI Cent~~or%e~lding Research Institute ( CSIR ),
SHRI S. K. SHABMA (Alternata )
CHIEF ENQINEER Public Health Engineering Department,
Government of Kerala, Trivandrum
SHRI K. RAMACHANDRAN ( Alternate )
CHIEF ENGINEER Tamil Nadu Water Supply & Drainage Board,
Madras
CHIEF ENGINEER U. P. Jal Nigam, Lucknow
SUPERINTEND~INOE NGINEER ( Alternate )
CIIIEF ENGINEER ( WATER ) Municipal Corporation of Delhi, Delhi
DRAINAQE ENQ~NEER( Alternate )
SHRI L. M. CHOUDRARY Public Health Engineering Department, Govern-
ment of Haryana, Chandigarh
SHRI I. CHANDRA ( Alternab )
CITY ENGINEER Municipal Corporation of Greater Bombay,
Bombay
HYDRAULIC ENGINEER ( Alternate )
( Continued on page 2 )
0 Copyright 1979
BUREAU OF INDIAN STANDARDS
This publication is protected under the Zndian Copyright Act (XIV of 1957) and
reproduction in whole or in part by any means except with written permission of the
publisher shall be deemed to be an infringement of copyright under the said Act.IS : 3950- 1979
( Continuedfrom page 1 )
Members Representing
SHRI H. N. DALLAS Indian Institute of Architects, Bombay
Larva G. C. DAS National Test House, Calcutta
SKRI T. R. DE Institution of Engineers ( India ), Calcutta
DIRECTOI~ Bombay Potteries & Tiles Ltd, Bombay
SHRI A. M. KEMBHAVI ( Alternate )
SHRI B. R. N. GUP~A Engineer-in-Chief’s Branch ( Army Hcad-
quarters )
SHRI K. V. KRISHNAMURTHY ( Alternate )
SHRI M. T. KANSE Directorate General of Supplies & Disposals,
New Delhi
SHRI S. 12. KSHIRSAQAR National Environmental Engineering Rescarch
Institute ( CSIR ), Nagpur
SHRI R. C. REDDY ( Alternate )
SIIRI K. LAKSHI\I~NARAYANAN Hindustan Shipyard Ltd, Vishakhapatnam
SHRI A. SHARIFF ( Alternate )
SHRI P. S. RAJVANSIII Public Health Engineering Department, Govern-
ment of Rajasthan, Jaipur
SHRI RANJIT SIN~H Railway Board ( Ministry of Railways )
DR A. V. R. RAO National Buildings Organization, New Delhi
SHRI P. JAGANATH RAO E1I.D. - Parry Ltd, Madras
SHRI M. MOOSA SIJLAIMAN ( Alternate )
SHRI R. K. SOMANY Hindustan Sanitaryware & Industries Ltd,
Bahadurgarh
SUPERINTENDINOS URVEYOR OF Central Public Works Department, New Delhi
WORKS ( NDZ )
SURVEYOR OF WORKS I (NDZ )
( Alternate )
SHRI D. AJITHA SIMRA, Director General, ISI ( Ex-o&o Member )
Director ( Civ Engg )
SHRI S. P. MAGC&
Assistant Director ( Civ Engg ), IS1
Water Works Fittings Subcommittee, BDC 3:5
Convener
&RI K. D. MULERAX. Municipal Corporation of Greater Bombay,
Bombay
Members
SHRI T. M. KANDAWALA ( Alternate to
Shri K. D. Mulekar )
SRRI J. R. AQQARWAL M/s Goverdhan Das P. A., Calcutta
SHRI YASH RAJ ACUXRWAL ( Altemat6‘)
SHRI K. K. BHATTACHARYYA Tndian Ive Co Ltd, Calcutta
SHRI A. K. BRATTACHARYYA (Alternate y”
CHIEF ENQINEER Bangalore Water Supply & Sewerage Board,
Bangalore
SUPERINTENDINQE NQINEER ( Altemate )
( Continued on page 7 )
2IS : 3950 - 1979
Indian Standard
SPECIFICATION FOR
SURFACE BOXES FOR S&UICE VALVES
First Bevision )
(
0. FOREWORD
0.1 This Indian Standard ( First Revision ) was adopted by the Indian
Standards Institution on 4 May 1979, after the dralt finalized by the
Sanitary Appliances and Water Fittings Sectional Committee had been
approved by the Civil Engineering Division Council.
0.2 Surface box is a deep metal frame with a lid fixed in the ground with
the lid level at the surface to give access to underground fittings, such as
a valve or hydrant. Surface boxes are made in different patterns and
sizes to suit stop valves, sluice valves, hydrant, etc. This standard covers
the .requirements for cast iron surface boxes for use with sluice valves on
service pipes and water mains. This standard was first published in 1966.
In this revision the tolerances on various dimensions of surface boxes have
been incorporated.
0.3 This standard is one of a series of Indian Standards on water fittings.
Other standards published so far in the series are given on page 8.
0.4 For the purpose of deciding whether a particular requirement of this
standard is complied with, the final value, observed or calculated, ex-
pressing the.result of a test or analysis, shall be rounded off in accordance
with IS : 2-1960*. The number of significant places retained in the
rounded off value should be the same as that of the specified value in this
standard.
1. SCOPE
1.1 The standard lays down the requirements for cast iron surface boxes
for use with slu&valves with valve caps, conforming to IS : 780-19697
and IS : 2906-1969$ for use on service pipes and water mains.
*Rules for rounding off numerical values ( revised ),
t3pecification for sluice valves for water works purposes ( 50 to 300 mm size ) ( fnurth
revision ).
$Specification for sluice valves for water works puposes ( 350 to 1200 mm size ) ( Jrst
revision ) .
3IS : 3950 - 1979
2. MATERIALS
2.1 Frame - Cast iron used in the manufacture of surface boxes shall
be of a quality of not less than Grade FG 150 of IS : 210-1978*.
2.2 Hinge Pin - Hinge pin shall .be made of galvanized mild steel
conforming to IS : 280-1972t. The galvanizing shall be done in accor-
dance with IS : 2629-19661.
3. MANUFACTURE AND WORKMANSHIP
3.1 Surface boxes shall be clearly cast to the specified dimensions. The
castings shall be sound, clean and free from porosity, blow holes, hard
spots, cold shuts and chills. They shall be well dressed and fettled, and
also free from voids due to shrinkage, gas inclusions or other causes.
4. CONSTRUCTION
4.1 The surface boxes shall be made in accordance with the details given
in Fig. 1.
4.2 Cover - The upper surface of the covers shall be designed with an
adequate non-slip surface which shall, unless otherwise specified, include
the letter ‘W’ Last therein. The design may also include such other
letters as may be agreed to between the purchaser and the manufacturer.
5. DIMENSIONS AND TOLERANCES
5.1 Dimensions - Dimensions shall conform to those specified in Fig. 1.
5.2 Tolerances - The following tolerances shall be allowed on the
dimensions:
a) On dimensions up to and including 10 mm +2mm
b) On dimensions above 10 mm up to and including 50 mm f 2 mm
c) On dimensions over 50 mm f5mm
6. MASS
6.1 The minimum mass of surface boxes shall be 33 kg.
*Specification for grey iron castings ( third revision ).
TSpecification for mild steel wire for general engineering purposes ( second r&ion ).
XRecommended practice for hot-dip galvanizing of iron and steel.
4r
/ ! I
n r
I f
rt90
120
X
1
N I I 1644
-----_-----
I
All dimensions in millimetres.
FIG.1 A TYPICALI LLUSTRATIOONF A RECTANGULARS URFACEBOXF OR SLUICEVALVEIS : 3950 - 1979
7. ~NSPEGTI~N
7.1 The manufacturers shall afford all reasonable facilities for carrying
out inspection during the course of manufacture and facilities shall be
given to the purchaser, if he so desires, to carry out inspection of the
surface boxes to his order before the application of any coating’
8. PROTECTIVE COATING
8.1 Surface boxes shall be thoroughly cleanedsand dried and.then coated
by being dipped in a bath containing a composition having a bitumen’or
tar base. The coating shall be smooth and tenacious so as not to flow
when exposed to a temperature of 63°C and shall not be so brittle as to
chip off at a temperature of 15°C.
9. MARKING
9.1 Each surface box shall cast on t,hem the following information:
a) Manufacturer’s name and trade-mark, and
b) The word ‘W’ or any other letter as agreed to between the pur-
chaser and the manufacturer.
9.1.1 Each surface box 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 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 Certiiication Mark may be granted to manufacturers or pro-
cessors may be obtained from the Indian Standards Institution.
6IS.: 3950 - 1979
( Continuedfrom page 2 )
Members &presenting
CHIEF ENQWEER Public Health Engineering Department, Kerala
State, Trivandrum
CHIEF ENQINEER Tamil Nadu Water Supply & Drainage Board,
Madras
CHIEF ENGINEER U, P. Jai Nigam, Lucknow
SUPERINTENDINQE NGINEER( Alternate )
CHIE~PE NGINEER( WATER ) Delhi Municipal Corporation, Delhi
DEPUTY CHIEF ENGINEER( Alternats )
SH~I J. V. GADQIL Indian Iron & Steel Co Ltd, Kulti
&RI M. L. KAURA Engineers India Ltd, New Delhi
SHRI A. RAMAN National Environmental Engineering Research
Institute, Nagpur
SHRI R. C. REDDY ( Altwnate )
SHRI RANJIT SIN~H Railway Board, Northern Railway Yeadquarters,
New Delhi
SHRI K. K. SON1 ( Akwnutr )
SHRI K. SATHYANARAYANA Kirloskar Brothers Ltd, Kirloskarvadi
SHRI S. R. PATKAR ( Alternate )
SHRI D. K. SEHQAL Leader Engineering Works, Jullundur
SHRI 0. P. WADHWA ( Alternate )
SHRI J. L. SETHI Public Health Engineering Department, Govern-
ment of Haryana, Rohtak
SHRI A. N. MEHENDALE ( dlternate )
SARI RAXESHCHANDRAH,THAKKARG eeta Iron & Brass Works, Bajuva
SHRI NAND KUB~ARH . TRAXKAR ( Alternate )
SHRI T. N. UBOVEJA Dire~o~~eleneral of Supplies & Disposals,
e
SHRI E. UMMERKUTTY( Altnnats )BUREAU OF INDIAN S TANDA.RDS
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
*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, 2 18 43
CHANDIGARH 160036 I 3 16 41
41 24 42
Southern : C. I. T. Campus, MADRAS 600113 41 25 19
c 41 2916
TWestern : Manakalaya, E9 MIDC, Marol, Andheri ( East ), 6.32 92 95
BOMBAY 400093
Branch Offices:
‘Pushpak’. Nurmohamed Shaikh Marg, Khanpur, 2 63 48
AHMADABAD 380001 I 2 63 49
SPeenya Industrial Area 1st Stage, Bangalore Tumkur Road 38 49 55
BANGALORE 560058 38 49 56
I
Gangotri Complex, 5th Floor, Bhadbhada Road, T. T. Nagar, 667 16
BHOPAL 462003
Plot No. 82183, Lewis Road. BHUBANESHWAR 751002 5 36 27
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
HY DERABAD 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
i 21 82 92
Patliputra Industrial Estate, PATNA 800013 6 23 05
T.C. No. 14/l 421. University P.O.. Palayam /6 21 04
TRIVANDRUM 695035 16 21 17
/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. Pnncep 27 68 00
Street. Calcutta 700072
+Seles Office in Bombav is at Novelty Chambers, Grant Road, 89 65 28
Bombay 400007
#Sales Office in Bangalore is at Unity Building, Naraslmharaja Square, 22 36 71
Bangalore 560002
-
Reprography Unit, BIS, New Delhi, India
|
2720_6.pdf
|
IS : 2720 ( Part VI ) - 1972
lndian Standard
METHODS OF TEST FOR SOILS
PART VI DETERMINATION OF SHRINKAGE FACTORS
( First Revision )
Fifth Reprint AUGUST 1993
UDC 624’131’434
0 copyrrght 1972
BUREAU OF INDIAN STANDARDS
MANAK BHAVAN. 9 BAHADUR SHAH ZAFAR MARG
NEW DELHI 110002
Gr 3 July 1972IS:Z;IZO (Part VI)-1972
Indian Standard
METHODS OF TEST FOR SOILS
PART VI DETERMINATION OF SHRINKAGE FACTORS
(First Revision
J
Soil Engineering Sectional Committee, BDC 23
Chairman Reprtscnling
PROF DINESH MOXAN Cen~o~rk~~ilding Research Inrtitute ( CSIR ),
Members
SHRI D. R. NARAHARI ( Altcrnalc to
Prof Dinesh Mohan )
PROF ALAM SINGU University of Jodhpur, Jodhpur
DR A. BANERJEE Cementation Co Ltd. Bombay
SHRI S GUPTA ( Alkrnatc!
SHRI B. B. L. BHATNACJA~ Land Reclamation, Irrigation & Power Research
Institute, Amritsar
SHRI K. N. DADINA In personal capacity (P-820, &ew A&arc, Calcutta 53)
SHRI A. G. DASTIDAR Hindustan Construction Co Ltd. Bombay
S~nr R. L. DEW_\N Bihar Institute of Hydraulic & Allied Researcn,
Khagaul, Patna
13~ G. S. DHILLON Indian Geotechnical Society, New Delhi
PROF R. N. Do~:R.* Indian Institute of Technology, New Delhi
SHRI S. I(. GULHATI ( Allernote )
JOIST DIRECTOR RESEARCEI ( FE ), Railway Board ( Ministry of Railways )
KDSO
DEPUTY DIRECTOR RESEARCH
( SOIL MECHAXICS ), RDSO
( Alternate )
SHRI S. S. JOSHI Engineer-in-Chief’s Branch, Army Headquarters
SWRI S. V~RAD~RAJA ( Alternate )
SHRI I. P. K.XPILA Central Board of Irrigation & Power, New Delhi
SHRI G. KUECKELJIANN Rodio Foundation Engineering Ltd; and Hazarat &
Co, Bombay
SHRI A. H. DIVANJI ( A!lcmote j
SHRI 0. P. XIALHWRA Pllblic Works Department. Government of Punjab
SHHr 11. A. hleH.rA Concrete Association of India, Bombay
SHRI T. hi. hfENoN (,~~lcmale)
BUREAU OF INDIAN STANDARDS
MANAK BHAVAN. 9 BAHADU.R SHAH ZAFAR MARG
NEW DELHI 110002IS : 2720 ( Part VI ) - 1972
Memberz Representing
SHRI R. S. MF:LI;UTE Central Water & Power Commission, New Delhi
DEPUTY DIRECTOR ( CBNTRAL
SOIL MIWXANICS RESEARCH
STA.I.<ON ) (Alternate)
Sam T. li. NATAHAJAN Central Road Research Institute ( CSIR ), New
Delhi
SHRI RAVIND~R LAL National Buildings Organization, New Delhi
SHRI S. H. BALACAANDANI ( Alrernate )
RESEARCH OEFICER Buildings & Roads Research Laboratory, Public
Works Department, Government of Punjab
RESEARCH OFFICER Engineering Research Laboratory, Hydcrabad
Da SHAMSEER PRAKASH University of Roorkee, Roorkee
SHRI H. D. SHARMA Irrigation Research Institute, Roorkee
SHRI S. N. SINHA Roads Wing ( IMinistry of Shipping & Transport)
SHRI A. S. BISHNOI ( Ahmafc )
SUPERINTENDINQ E N o I N E E R Concrete & Soil Research Laboratory, Public Works
(PLANNINCI AND DESIGN CIRCLE) Department, Government of Tamil Nadu
EXECUTIVE ENGINEER
(Ixon~nox, SOIL
MECHANICS & RESEARCE~
DIVISION ) (Alternate)
SHRI C. G. SWAMINATHAN Institution of Engineers ( India ), Calcutta
SHRI H. C. VERMA All India Instruments Manufacturers & Dealers
Association, Bombay
SHRI S. R. TALPADE (Alternate)
SERI H. C. VERMA Public Works Department, Government of Uttar
Pradesh
SRRI D. C. CAATURVEDX ( A~tcrnate )
SHRI D. AJITHA SIAXHA, Director General, IS1 ( fi-oficio Member)
Director ( Civ Engg )
Secretary
SHRI G. RAGMAN
Deputy Director ( Civ Engg ) , IS1
Soi1 Testing Procedures and Equipment Subcommittee, BDC 23 : 3
Convener
PROF ALAM SINCR University of Jodhpur, Jodhpur
Members
DR R. K. BHANDARI Central Road Research Institute (CSIR), New
Delhi
SHRI T. N. BHAR~AVA Roads Wing ( Ministry of Shipping & Transport )
SHRI A. S. BISriNOI ( Alternate )
SRRI R. L. DEWAN Bihar Institute of Hydraulic 8t Allied Research,
Khagaul, Patna
SHtiT II. K. GUHA Geologists Syndicate Private Ltd, Calcutta
SHRI N. N. BKATTACHARYYA
( Alternate )
( Continued on page 12 )
2IS : 2720 ( Part VI ) - 1972
Indian Standard
METHODS OF TEST FOR SOILS
PART VI DETERMINATION OF SHRINKAGE FACTORS
( First Revision )
0. FOREWORD
0.1 This Indian Standard ( Part VI) ( First Revision ) was adopted by
the Indian Standards Institution on 25 February 1972, 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. Thirty-three parts of this series have been
published so far.
0.3 This part, first published in 1964, deals with the methods of test for
the determination of shrinkage factors for soils. Factors, such as the
shrinkage limit, shrinkage ratio, shrinkage index and volumetric shrinkage
may be. .etermined from the results of the test described. The method
for determining the value of linear shrinkage on the basis of results of test
conducted for obtaining the shrinkage limit has been found unsatisfactory
and a direct method for determining this property has been covered in
IS : 2720 ( Part XX )-1966*. Hence reference to linear shrinkage has
been deleted from this revision. As weight measurements can be made
more accurately than volume measurements, the former method has been
specified in this revision for the determination of the volume of the soil
pat. The inside edge of the shrinkage dish has been rounded so that air
entrapped during the measurement of the volume of the pat is minimized.
Recently it has been recognized that shrinkage upon drying is also
indicative of the structure of the soil. The greater the shrinkage the
more dispersed the strcture. It is possible, therefore, to study the
shrinkage behaviour of undisturbed soil of natural or man-made deposits
and get an idea of its structure. In this revision the term shrinkage limit
( undisturbed soil) has been introduced to define this property and a
method included for its determination. Consequently, the term originally
known as shrinkage limit has been re-designated as shrinkage limit
( remoulded soil ).
- - ~_..
*Methods of teat for soils: Part XX Determination of linear shrinkage.
3IS : 2720 ( Part VI ) - X972
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 In reporting the result of a test or analysis made in accordance with
this standard, if the final value, 0bserve.d OY calculated, is to be rounded
off, it shall be done in accordance with IS : 2-1960*.
1. SCOPE
1.1 This standard ( Part VI ) lays down the method of test for obtaining
data from which the shrinkage factors, namely shrinkage limit
( remoulded soil ), shrinkage limit ( undisturbed soil ), shrinkage ratio,
shrinkage index and volumetric shrinkage of soils may be calculated.
2. TERMINOLOGY
2.1 For the purpose of this standard, the following definitions shall apply.
For definitions of terms not given below, reference may be made to
IS : 2809-1972t.
2.1.1 Shrinkuge Index ( 1, ) -The numerical difference between the
plastic limit and shrinkage limit (remoulded soil ).
2.1.2 Shrinkage Limit ( Undisturbed Soil ) ( wsu ) - The maximum water
content expressed as percentage of oven-dry weight at which any further
reduction in water content will not cause a decrease in volume of the
soil mass, the soil mass being initially of soil in its undisturbed state.
2.1.3 Shrinkage Limit (Remoulded Soil) ( ws ) - The maximum water
content expressed as percentage of oven-dry weight at which any further
reduction in water content will not cause a decrease in volume of the soil
mass, the soil mass being prepared initially from remoulded soil.
2.1.4 Shrinkage Ratio ( R) -The ratio of a given volume change,
expressed as a percentage of the dry volume, to the corresoonding change
in water content above the appropriate shrinkage limit’, expressed as a
percentage of the weight of the oven-dried soil.
2.1.5 Volumetric Shrinkage ( Volumetric Change ) ( Vs ) - The decrease in
volume, expressed as a percentage of the soil mass when dried, of a soil
mass when the water content is reduced from a given percentage to the
appropriate shrinkage limit.
*Rules for rounding off numerical values ( reaised ).
tGlosary of terms and symbols relating to soil engineering (jirsf revision ).
4IS I 2720 ( Part VI) - 1972
3. APPARATUS
3.1 Evaporating Dish - two, porcelain, about 12 cm in diameter with
a pour out and flat bottom, the diameter of flat bottom, being not less
than 55 mm or an enamel iron tray with pour out.
3.2 Spatula- flexible, with the blade about 8 cm long and 2 cm wide.
3.3 Shrinkage Dish-circulaK, porcelain or non-corroding metal dish
ine,rt to mercury having a flat bottom and 45 mm in diameter and 15 mm
height internally. The internal corner between the bottom and the
vertical sides shall be rounded into a smooth concave curve.
3.4 Straight Edge - steel, about 15 cm in length.
3.5 Glass Cup - 50 to 55 mm in diameter and 25 mm in height, the
top rim of Lvhich is ground smooth and level.
3.6 Glass Plates -- two, each 73 x 73 mm, 3 mm thick. One plate
shall be of main alass and the other shall have three metal prongs inert
BEFORE AFTER
SHRINKAGE SHRINKAGE
GLASS PLATE
WITH PRONGS 7
L*O ‘GP R OUO NF D GL SA US RS F ACC EU ) P 1’ DRY / MER BC YU RY S OILD ISP PL AA TC ED
SOIL PAT
DETAIL OF GLASS METHOD OF OBTAINING
PLATE WITH PRONGS DISPLACED MERCURY
All dimensions in millimetres.
FIG. 1 APPARATUSF OR DETERMININGV OLUMETRICCH ANQE
5IS :272Q (PartVI)-1972
3.7 Oven- thermostatically controlled to maintain the temperature
between 105 and 1 lO”C, with interior of non-corroding material.
3.8 Sieve - 425-micron IS Sieves.
3.9 Balances -sensitive to 0.1 g and 0.01 g (see IS : 1433-1965* ).
3.10 Mercury - clean, sufficient to fill the glass cup to overflowing.
3.11 Desiccator -with any desiccating agent other than sulphuric acid.
4. SOIL SAMPLE FOR TEST
4.1 For Shrinkage Limit ( Remoulded Soil ) Test (and Determi-
nation of Other Allied Properties )-Take a sample weighing about
100 g from the thoroughly mixed portion of the material Fassing the 425-
micron IS Sieve which has been obtained in accordance with
IS : 2720 (Part I )-19721_.
4.2 Shrinkage Index ( Undisturbed Soil ) Test
4.2.1 Preserve the undisturbed soil sample received from the field in its
undisturbed state.
4.2.2 Trim from the undisturbed soil sample soil pats approximately
45 mm in diameter and 15 mm in height. Round off their edges to pre-
vent the entrapment of air during mercury displacement.
5. PROCEDURE FOR DETERMINATION OF SHRINKAGE LIMIT
( REMOULDED SOIL) AND OTHER ALLIED PROPERTIES
5.1 Preparation of Soil Paste- Place about 30 g of the soil sample
obtained in 4.1 in the evaporating dish and thoroughly mix with distilled
water in an amount sufficient to fill the soil voids completely and to make
the soil pasty enough to be readily worked into the shrinkage dish without
entrapping air bubbles. In the case of friable soils the amount of
water required to obtain the desired consistency is equal to or slightly
greater than the liquid limit; in the case of plastic soils it may exceed the
liquid limit by as much as 10 percent.
5.2 Weight and Volume of the Shrinkage Dish- Determine the
weight of the clean empty shrinkage dish and record. Determine the
capacity of the shrinkage dish in cubic centimetres, which is also the
volume of the wet soil pat, by filling the shrinkage dish to overflowing
with mercury, removing the excess by pressing the plain glass plate firmly
over the top of the shrinkage dish in such a way that the plate is flush
xvith the top of the dish and no air is entrapped, weighing the mercury
held in the shrinkage dish to an accuracy of 0.1 g and dividing this weight
by the unit weight of mercury to obtain the volume. Record this volume
as the volume of the wet soil pat, v.
*Specification for beam scales irevirrd).
tMc=thndso f test for zoils: Part I Preparation of dry soil samp!es lor various tests
( Jrsl revirion ).
6IS : 2520( Part VI ) - 1972
5.3 Filling the Shrinkage Dish- Coat the inside of the shrinkage
dish with a thin layer of silicone grease or Vaseline or some other heavy
grease to prevent the adhesion of soil to the dish. Place in the
centre of the shrinkage dish an amount of the soil paste equal to about
one-third the voiume of the shrinkage dish, and allow the paste to flow to
the edges by tapping the shrinkage dish on a firm surface cushioned
by several layers of blotting paper, rubber sheet or similar material.
Add an amount of the soil paste approximately equal to the first portion,
and tap the shri,lkage dish as before until the paste is thoroughly com-
pacted and all included air has been brought to the surface. Add
more soil paste and continue the tapping until the shrinkage dish is
completely filled and excess soil paste stands out about its edge. Then
strike off the excess soil paste with a straight edge, and wipe off all soil
adhering to the outside of the shrinkage dish.
5.4 Weigh immediately the shrinkage dish as filled in 5.3 and record the
weight as the weight of the shrinkage dish and wet soil pat. Allow
the soil pat to dry in air until the colour of the pat turns frcm dark to
light. Then oven-dry the pat in the shrinkage dish to constant weight
at 105 to 1 IO%, cool in a desiccator and weigh immediately after removal
from the desiccator. Record the weight as the weight of shrinkage dish
and dry soil.
5.5 Volume of the Dry Soil Pat - Determine the volume of the dry
soil pat by removing the pat from the shrinkage dish and immersing it in
the glass cup full of mercury in the manner given in 5.5.1.
5.5.1 Fill the glass cup to overflowing with mercury and remove the
excess mercury by pressing the glass plate with the three prongs (see Fjg. 1 )
firmly over the top of the cup, collecting the excess mercury in a suitable
container. Carefully wipe off any mercury which may be adhering
to the outside of the cup. Place the cup, filled thus with mercury, in
the evaporating dish taking care Ilot to spill any mercury from the
glass cup, and place the oven-dried soil pat on the surface of the mercury
in the cup. Then carefully force the pat under the mercury by means of
the glass plate with the same prongs ( see Fig. 1 ) and press the plate
firmly over the top of the cup, the displaced mercury being collected in
the evaporating dish without spilling out of it. Care shall be taken to
ensure that no air is trapped under the soil pat. \Veigh the mercury
so displaced by the dry soil pat to an accuracy of 0.1 g and determine its
volume by dividing this weight by the unit weight of mercury. Record
this volume as the volume of the oven-dry soil pat, T-0.
6. PROCEDURE FOR DETERMINING SHRINKAGE LIMIT
(UNDISTURBED SOIL )
6.1 Keep the specimen as prepared in 4.2 in a suitable small dill: and
7IS : 2720 ( Part VI ) - 1972
air-dry it. Then dry the specimen in the dish to constant weight in an oven
at 105 to 110°C. Remove the specimen from the oven and smoothen the
edges by sand papering. Brush off the soil dust from the specimen by a
soft paint brush. Place the specimen again in the cleaned dish and dry it
in an oven to constant weight. Cool the oven-dry specimen in a
desiccator and weigh it with the dish. Determine the oven-dry weight of
the specimen, ll,,.
6.2 Determine the volume VU, of the oven-dry specimen of 6.1 as described
in 5.5.1.
6.3 Determine the specific gravity of the soil in accordance with
IS : 2720 ( Part III )-1964”.
7. CALCULATIONS
7.1 Moisture Content ( w ) - Calculate the moisture content of wet
soil pat ( see 5 ) as a percentage of the dry weight of the soil as follows:
11’ - IV,
zp)=-- x 100
Mo
where
w = moisture content of the pat ( see 5 ),
1V = weight of wet soil pat obtained by subtracting the weight
of the shrinkage dish from the weight of the dish and wet
pat, and
LV, = weight of dry soil pat obtained by subtracting the weight
of the shrinkage dish from the weight of the dish and dry
pat.
7.2 Shrinkage Limit ( Remoulded Soil ) ( wB) - Calculate the
shrinkage limit using the following formula:
,,=,-( y,
100
where
ws = shrinkage limit in percent,
w = moisture content of wet soil pat (see 7.1 ) in percen.,
V = volume of wet soil pat in ml,
V0 = volume of dry soil pat in ml, and
W0 - weight of oven-dry soil pat in g.
NOTE -When the specific gravity of thesoil is known the shrinkage limit may also
lh lethods of test for soils : Part III Determination of specific gravity. .?.
.‘
8IS : 2720 ( Part VI ) - 1972
be calculnted by the following formula ( in this case, step indicated in 5.4 is not
required ):
+_&)
100
where
w8 = shrinkage limit in percent,
R = shrinkage ratio ( set 7.4 ), and
G = specific gravity for the fraction used in the test determined in accord-
ance with IS : 2720 ( Part III )-1964’.
7.3 Shrinkage Index ( I,) - Calculate the shrinkage index using the
following formula:
Is = Ip - ws
where
Ip = plasticity index [ determined in accordance with
IS: 2720 ( Part V)-19707 1.
7.4 Shrinkage Ratio ( R )- Calculate the shrinkage ratio using the
following formula:
iufl
R--
Y.
where
W, = weight of oven-dry pat in g, and
Y0 = volume of oven-dry soil pat in ml.
7.5 Volumetric Shrinkage ( Volumetric Change ) ( Y8 ) - Calculate
the volumetric shrinkage using the following formula:
Y, = ( ZLJ~- ws ) R
where
WI = given moisture content in percent,
ws = shrinkage limit ( see 7.2 ), and
R = shrinkage ratio ( see 7.4 ).
7.6 Shrinkage Limit ( Undisturbed Soil ) ( wsu ) - Calculate the
shrinkage limit ( undisturbed soil ) using the following formula ( of sample
referred in 6 ): --%_--
( Y 1
wall = 100
Ml,, G )
where
wslc = shrinkage limit ( undisturbed soil ) in percent,
*Methods of test for soils: Part III Determination of specific gravity.
tMethods of test for soils: Part V Determination of liquid and plastic limits ,. .? * ,
(first reviszon ) .
9 :,IS : 2720 ( Part VI) - 1972
V,, = volume of oven-dry specimen in ml ( see 6.2 ),
tv,, = weight of oven-dry specimen in g (see 6.1), and
G = specific gravity of soil determined in accordance with
IS : 2720 ( Part III )-1964*.
8. REPORT
8.1 The observations and results of the test shall be reported suitably.
A recommended pro forma for the record of results is given in
Appendix A.
8.2 The tests shall be repeated at least three times for each soil sample
an< the average of the results thus obtained reported. If any individual
value varies from the average by more than f 2 percent, it shall be
discarded and the test repeated.
APPENDIX A
( Clause 8.1 )
PRO FORMA FOR REC,oRD OF TEST RESULTS
a) Shrinkage Limit ( Remoulded Soil )
Project: Laboratory number of sample:
Name of work: Description of soil sample:
Soil fraction taken for the test:
Location Bore/Trial Pit No. Depth Test No.
-
Determination No.
:: Shrinkage dish No.
Weight of shrinkage dish in g
i: Weight of shrinkage dish + wet
soil pat in g
5. Weighr. of shrinkage dish + dry
soil pat in g
6. Weight of oven-dry soil pat
CW , I in e
7. iVeig“I ht of, 1 water in 4
8. hfoisti~re content (w ) of soil
pat, percent
9. Evaooratine dish No. (dish into
which mercury filling shrinkage
dish is transferred for weighing) in g
10. Weight of mercury filling shrinkage
dish + weight of evapfxating dish
II.~ ..._W_e-ig.-h_t __o-f -_eo apo,xting dish _ -
l,\ Iethoc!s of test for soils: part III Determination of specific gravity.
10IS : 2720 ( Part VI ) - 1972
12. Weight of mercury filling I- T-
shrinkage dish in g
13. Volume of wet soil pat ( V) in ml
14. Evaporating dish No. ’ ’ .
15. Weight of mercury displaced by
the dry soil pat + weight of
evaporating dish in g
16. Weight ofevaporating dish in g
17. Weight of mercury displaced by
the dry soil pat in g
18. Volume of dry soil pat ( V, ) in ml
19. 100
20. Shrinkage limit ( remoulded soil )
(w--q)
uI*= 100
21. Shrinkzge ratio R -7
22. Given moisture conteGw, percent
( WI -w, ) -
Z: Volumetric shrinkage V,= ( W1-zau, ) R
b) Shrinkage Limit ( Undisturbed Soil)
Project: Laboratory number of sample:
Name of work: Description of soil sample
( including method of’ compaction
used in the field, sampling
method used, etc ):
Location Bore/Trial Pit No. - Depth Test No.
1. Determination No.
Dish No.
:: Weight of ,dish + oven-dry
soil specimen in g
Weight of dish in g
;: Weight of oven-dry soil
specimen W,, in g
6. Evaporating dish No.
7. Weight of mercury displaced
by the oven-dry specimen -t
weight of evaporating dish in g
8. Weight of evaporating dish in g
9. Weight of mercury displaced by the
oven-dry soil specimen in g
10. Volume of the oven-dry soil
specimen V,, in ml
“0,
11. w,,
12. Specific gravity of the soil of
the specimen G
13. l/C
14. Shrinkage limit ( undisturbed soil )
11IS : 2720 ( Part VI ) - 1972
( Confinucdfrom page 2 )
Members Representing
SFIRI S. K. G~LHATC Indian Institute of Technology, New Delhi
Sum S. S. JORHI Engineer-in-Chief’s Branch, Army Headquarters
SHRI 0. P. MALHOTRA Buildings & Roads Research Laboratory, Public
Works Department, Government of Punjab
DR I. S. UPPAL ( Alfern& )
SHRI R. S. MELKOTE Central Water & Power Commission, New Delhi
DEPUTY DIKECTOR (CENTRAL
SOIL MYCHANICS RESE.ZRCK
STATIOX ) ( Alternafc)
SHRI D. R. NARAHAKI Central Building Research Institute ( CSIR ),
Roorkee
SIlRI G. S. J.41~ (Alfern&)
DR V. V. S. RAO United Technical Consultants Pvt Ltd, New Delhi
SHRI K. K. GUPTA ( Allcrnate )
REPRESENT-UTILE Public Works Department, Government of Uttar
Pradesh
SHRI H. C. VERXA Associated Instrument Manufacturers ( India ) Pvt
Ltd, New Delhi
SHRI M. N. BALICA ( tlllcrnofe )
12BUREAU OF INDIAN STANDARDS
Headquarters:
Manak Bhavan, 9 Bahadur Shah Zafar Marg, NEW DELHI 110002
Talephones : 331 01 31, 331 13 75 Telegrams : Manaksanstha
( Common to all offices )
Regional Oflces: Telephones
Central : Manak Bhavan, 9 Behadur Shah Zafar Marg, 331 01 31
NEW DELHI-I 10002 ll 3311375
‘Eastern : I/I4 C.I.T. Scheme VII M, V. I. P. Road. 36 24 99
Maniktola, CALCUTTA 700054
Northern : SC0 445-446, Sector 35-C, 21843
CHANDIGARH 160036 [ 31641
41 24 42
Southern : C. I. 1. Campus, MADRAS 600113 41 2519
{ 41 29 16
tWostern : Manakalaya, EQ MIDC, Marol, Andheri (East), 6329296
BOMBAY 400093
Branch Oflces:
‘Pushpak’ Nurmohamed Shaikh Marg, Khanpur, 26348
AHMEDABAD 380001 1 2 63 49
$Peenya Industrial Area, 1 st Stage, Bangalore Tumkur Road 38 49 55
BANGALOR E 660058 [ 38 49 56
Gangotri Complex, 5th Floor, Bhadbhada Road, 1. T. Nagar, 66716
BHOPAL 462003
Plot NQ. 82/83, Lowis Road, BHUBANESHWAR 761002 5 36 27
53/5, Ward No. 29, R. G. Barua Road, 6th Byelane, 33177
GUWAHATI 781003
5-8-56C L. N. Gupta Marg ( Nampally Station Road), 23 1083
HYDERABAD 500001
6 3471
R14 Yudhlster Marg, C Scheme, JAIPUR 302005
16 98 32
21 68 76
117/418 B Sarvodaya Nagar, KANPUR 268005
[ 21 82 92
Patliputra Industrial Estate, PATNA 800013 62305
T.C. No. 14/1421, University P.O., Palayam 621 04
TRIVANDRUM 695035 [ 621 17
lnspectlon Oflce (With Sale Point) :
Pushpanjali, 1st Floor, 205-A West High Court Road, 2 61 71
Shankar Nagar Square, NAGPUR 440010
Institution of Engineers ( India ) Building, 1332 Shivaji Nager, 52436
PUNE 411005
*Sales Offlcs in Calcutta Is at 5 Chowrlnohso Approach, l. O. Prlncsp 27 65 00
Strset, Calcutta 700072
TSales Offics In Bombay Is at Novelty Chambers, Grant Road, 89 65 25
Bombay 400007
%3alss Office In Banoalore Is at Unlty BulldIng, Naraslmharala Square 22 35 71
Sangaloro 560002
lr lntod at Slmso Prlntlno Prorm. Dolhl. lndlrAMENDMENT NO. 1 DECEMBER 1982
TO
IS : 2720 (Part VI ) -1972 METHODS OF TEST
FOR SOILS
PART VI DETERMINATION OF SHRINKAGE FACTORS
( First Revision /
Alterations
( Page 5, clauses 3.1 to 3.6 ) - Substitute the following for the exis-
ting clauses and re-number the subsequent clauses:
‘ 3.1 The evaporating dish, spatula, shrinkage dish, straight edge, glass
cup, prong plate, plain plate and measuring cylinder shall conform to
IS : 10077-1982*.’
( Page 5, Fig. 1 ) - Delete.
( Page 8, clause 6.3; page 9, clause 7.2; and page 10, cluus~ 7.6 ) - Sub-
stitute ‘ IS : 2720( Part III/Set 2 )r1980* ‘for ‘ IS : 2720( Part III )-1964* ’
wherever appearing.
( Pages 8,9 and 10, foot-note with ‘ * ’ mark ) - Substitute the following
for the existing foot-note:
‘*Method of test for soils : Part III Determination of specific gravity, Section 2 Fine,
medium and cdarse grained soils (first revision ). ’
Addenda
( Page 5 ) -Add the following foot-note at the bottom:
‘ tSpecification for equipment for determination of shrinkage factors. ’
(BDC23)
Printed at Slmco Prlntlno Press. Delhi. lndla
|
13826_3.pdf
|
Wmfh ( Reaffirmed 1998)
Wr%
m tifm
ml 3 ?km
Indian Standard
BITUMEN BASED FELTS — METHODS OF TEST
PART 3 STORAGE STICKING TEST
UDC 691”165:620”193”96
@ BIS 1993
BUREAU OF INDIAN STANDARDS
MANAK BHAVAN, 9 BAHADUR SHAH ZAFAR MARG
NEW DELHI 110002
August 1993 Price Group 1.
Water-proofing and Damp-proofing Sectional Committee, CED 4-l
\
FOREWORD
This Indian Standard was adopted by’ the Bureau of Indian Standards, after the draft f?nalize$l
by the Water-proofing and Damp-proofing Sectional Committee hadbeen approved by ~the Civil
Engineering Division Council.
Bitumen fe!ts may be of different types depending upon the raw material used and their
construction. IS 1322 : 1993 Specification for bitumen felts for water proofing and damp-proofing:
(fourth revision ) and IS 7193 : 1993 Specification for glass fibre base coal tar pitch and bitumen
felts (first revision ), covers bitumen felts of hessian based and glass fibre base respectively. The
above standards require amongst other requirements, detailed testing of etch of these products.
Various methods of test relatirg 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 thertfore been formulated to cover the determination of physicai,
rrquirements ef bitumen felt. This standard covers storage sticking test. Other parts of the-
standard are as follows :
Part 1 Breaking Strength Test
Part 2 Pliability Test
l
Part 4 Pressure Head Test
Part 5 Heat Resistance Test
Part 6 Water Absorption Test
Part 7 Determination of Binder Content
The composition of the technical committee responsible for the formulation of this standard is.
given in Annex A.
For the purpose of deciding whether a particular requirement of this standard is ccmplied 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 3 )*: 1993
Indian Standard
BITUMENBASEDFBLTS -METHODSOFTEST
PART 3 STORAGE STICKING TEST
.l SCOPE temperature of 55 f 2% or higher temperature
as per the requirement of the particular type of
This standard ( Part 3 ) covers method for the the felt for 18 hours ( for a typical arrangement
,determination of storage sticking property of of the apparatus, see Fig. 1 ).
the felt.
5 PROCEDURE
2 REFERENCE
5.1 Preparationof Test Specimen
.The Indian Standard IS 4911 : 1986 ‘Glossary
of terms relating to bituminous waterproofing Four test pieces of size 100 X 100 mm from
.and dampproofing of buildings’ is the necessary each of the sample shall be taken.
adjunct to this standard.
5.2 Testing
3 TERMINOLOGY
5.2.1 Four test pieces shall be kept one above
other in the chamber as shown in Fig. 1 and
3.0 For the purpose of this standard the
shall be subjected to a constant pressure of
definitions given in IS 4911 : 1986; in addition
( 0’7 kg/cm2 ) for 18 hours. The, temperature
to the following, shall apply.
of the chamber shall be maintained at 55 f 2°C
throughout the period.
3.1 Storage Sticking Property
5.2.2 After 18 hours, load shall be released and
The property of felt due to which layers of felts
test pieces shall be taken out and checked.
kept together have tendency to stick.
6 REPORTING
4 APPARATUS
The report shall be to indicate whether layers
4.1 A chamber, suitably fitted with a thermo- of felt is capable of being separated without
state, capable of maintaining a constant damaging the coats in any way.
m
,THERMOME~ER
-v
F%LT UND%R L BOTTOM PLATE
TEST
HYDRNJLICR AM
FIG. 1 ARRANGEMENT FOR STORAGE STICKING TEST
1.
IS 13826 ( Part 3 ) : 1993
ANNEX A
( Foreword )
COMMITTEE COMPOSITION
Composition of Water-proofing and Damp-proofing Sectional Committee, CED 41
Chairman Representing
PROF M. S. SHETTY In personal capacity ( No. 4, Sapan Baug, Near Empress Garden,.
Pune-411001 )
Members
CAPT ASHOK SHAS~RY Osnar Chemical Pvt Ltd, Bombay
SHRI S. K. BANERJEE( Alternate )
SHRI T. CHAUDHLJRY . National Test House ( ER ), Calcutta
SHRI B. MANDAL ( Alternate )
DIRECTOR ( DESIGN ) National Building Organization, New Delhi
SHRI D. C. GOEL Central Road Research Institute, New Delhi
SHRI A. K. GUPTA Engineers India Ltd, New Delhi
SHRI D. MOUDGIL ( Alternate )
SHRI A. K. GUPTA Metro Railway, Calcutta
SHRI K. RAIGOPALAN ( Alternate )
SHRI M. B. JAYAWANT Synthetic Asphaits, Bombay
SHRI Morz S. KAGDI Polyseal India Engineering Centre, Bombay
SHRI SUREN M. THAKKER ( Alternate )
SHRI M. K. KANCHAN Central Public Works Department, CD0
SHRI K. D. NARULA (Alternate )
BRIG V. K. KANITKAR Engineer-in-Chief’s Branch, Army Headquarters, New Delhi
SBRI C. S. S. RAO ( Alternate )
SHRI M. H. KHATRI Overseas Water-Proofing Corporation Ltd, Bombay
SHRI A. Bose ( Alternate )
SHRI Y. P. KA~OOR Fosroc India Ltd, Bangalore +
SHRI V. NATARAJAN ( AIternate )
SHKI H. C. MATAI Buiding Materials & Technology Promotion Council, New Delhi
SHRI M. M. MATHAI Cempire Corporation, Madras
SHRI R. D. NAYAK Bharat Petroleum Corporation Ltd, Bombay
SHRI P. C. SRIVASTAVA ( Alternate )
COL D. V. PADSALGIKAR ( RETD) B. G. Shirke & Co, Pune
SHRI R. P. PSINJ Lloyd Bitumen Products Pvt Ltd, Calcutta
SHRI A. K. SEN ( Alternate )
SHRI RAVI WIG MES Builders Association of India, New Delhi
SHRI K. K. MADHOK ( Alternate )
SHRI T. K. ROY STP Ltd, Calcutta
SHRI B. B. BANERIEE ( Alternate )
SHRI SAMIR SURLAKER MC-Bauchemic ( India ) Ltd, Bombay
SHRI JAYANT DEOGAONKAR ( Alternate )
SE~RIR . SARABESWAR Integrated Water-proofing Ltd, Madras
SR DEPUTY CHIEF ENGINEER Public WorksDepartment, Govt of Tamilnadu
SUPTDG ENGINEEER
( MADRAS CIRCLE > ( Afternate )
SHRI A. SHARIFF FGP Ltd, Bombay
SHRI D. KUSHWAHA ( Alternate )
SHRI J. S. SHARMA Central Building Research Institute ( CSIR ), Roorkee
SHRI R. S. RAWAT ( Alternate )
SHRI SRAMALS ENGUPTA Projects and Development India Ltd, Dhanbad
SHRI U. R. P. SINHA ( Alternate )
2I
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 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.
———.— — ,— r
4
/Bureao of Indian Standards l
BIS is a statutory institution established under the Bureau of Indian Standards Act, 1986 to promote
harmonious development of the activities of standardization, marking aod 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 thz need arises on the basis of ~comments. Standards are
also reviewed periodically; a standard along with amendments is reaffirmed when such review
indicates that no changes are needed: if the review indicates that changes are needed, it is taken
up for revision. Users of Indian Standards should ascertain that they are in possession of the
latest amendments or edition by referring to the latest issue of ‘BIS Handbook’ and ‘Standards
Monthly Additions’. Comments on this Indian Standard may be sent to BIS giving the following
reference :
Dot : No. CED 41 ( 5140 )
Amendments Issued Since Poblication +
Amend No. Date of Issue Text Affected
c
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 t 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 13 7 86 26, 37 86 62
53 38 43, 53 16 40
Northern : SC0 445-446, Sector 35-C, CHANDIGARH 160036
t 53 23 84
235 02 16, 235 04 42
Southern : C. I. T. Campus, IV Cross Road, MADRAS 600113
{ 235 15 19, 235 23 15
Western : Manakalaya, EP MIDC, Marol, Andheri ( East > 632 92 95, 632 78 58
BOMBAY 400093 632 78 91 632 78 92
Branches : AHMADABAD. BANGALORE. BHOPAL. BHUBANESHWAR. COTMBATORE.
FARIDABAD. GHAZIABAD. GUWAHATI. HYDERABAD. JAIPUR. KANPUR.
LUCKNOW. PATNA. THJRUVANANTHAPURAM.
Printed at Paragon bnterprises, Uelhl, lndta.
|
6932_9.pdf
|
L,
I
IS : 6932 ( Part IX ) 1973
l
( Re&iicd 199s )
Indian Standard
METHODS OF TESTS FOR BUILDING LIMES
PART IX DETERMINATION OF SOUNDNESS
(Fouflh Reprint DECEMBER 1998)
UDC 691’51 : 666’92’015’82
Q Copyright 1974
BUREAU OF INDIAN STANDARDS
MANAK BHAVAN, 9 BAHADUR SHAH ZAFAR MARG
NEW DELHI 110002
Gr 1 February I 9 74IS: 6932 ( Part IX ) - 1973
Indian Standard
METHODS OF TESTS FOR BUILDING LIMES
PART IX DETERMINATION OF SOUNDNESS
0. FOREWORD
0.1 This Indian Standard (Part IX) was adopted by the Indian Standards
Institution on 22 March 1973, after the draft finalized by the Building Limes
Sectional Committee had been approved by the Civil Engineering Division
Council.
0.2 Hitherto, methods of tests for assessing qualitative requirements of build-
ing limes were included in IS : 712-1964. For facilitating the use of these
tests it has been decided to print these tests as different parts of a separate
Indian Standard. This part covers determination of soundness of building
limes.
0.3 In reporting the results of a test or analysis made in accordance with
this standard, if the final value, observed or calculated, is to be rounded off,
it shall be done in accordance with IS : 2-1960*.
1. SCOPE
1.1 This standard ( Part IX ) covers the method of test for determination
of soundness of building limes.
2. GENERAL
2.1 Preparation of the Sample -The sample shall be prepared in
accordance with 7.3 of IS : 712-1973t.
2.2 I’he distilled water ( see IS : 1070-196Of: ) shall be used where use of
water as a reagent is intended.
*Rules for rounding off numerical valuer ( r&red).
tSpeci6cation for building limes ( second r&on ).
$$pecification for water, distilled quality ( rmisud ) . ( Since revised) .
@ co/y&-h; 1974
BUREAU OF INDIAN STANDARDS
MANAK BHAVAN, 9 BAHADUR SHAH ZAFAR MARG
NEW DELHI 110002-,.... _ .I_,_.-. . ,,_--I _,-_I ___._. ._I~I. _,. -_--. ..__._ ,.._._. -,... __I,__, ” .__. .. _ _. -.. ,.__ -
“_ ,i_/ ,-,.
IS : 6932 ( Part IX ) - 1973
3. TEST FOR SOUNDNESS
3.1 Apparatus -The apparatus for conducting the ‘ Le-Chatelier ’ test
shall conform to IS : 5514 - 1969*.
3.2 Preparation of Sample for Test - A suitable amount of hydrated
lime shall be mixed with one-third its mass of Portland cement ( conforming
to IS : 269-19677 ) and 4 times its mass of standard sand ( conforming to
IS : 650-1971$. The ingredients shall be mixed dry and then gauged and
mixed with 12 percent by mass of water calculated on the dry mixture.
It shall then be used for conducting the test.
3.3 Procedure - Three ‘ Le-Chatelier ’ moulds shall be used for conducting
the test. These shall be well greased internally. Each mould shall be
placed upon a small non-porous plate and filled with the mortar under test,
care being taken to keep the edges visibly open. The mould shall then be
covered with another non-porous plate, upon which a small weight shall be
placed. The 3 moulds shall be left undisturbed for 1 hour. At the expira-
tion of this period the distance separating the indicator points shall be
measured and these moulds transferred to a damp air cupboard for a period
of 48 hours. They shall then be removed, Cith covers in place, from the
damp air cupboard and placed in a suitable steam boiler, in which water is
already boiling vigorously, and subjected to the continuous action of saturated
stream at atmospheric pressure for a period of 3 hours; but it shall not be
immersed in water. At the end of this period, the moulds shall be removed
from the steam and allowed to cool and the distances between the indicator
points again measured. The increase, if any, over the former measurement
shall in no case exceed 10 mm after the deduction of 1 mm-( to allow for the
expansion of the added cement ) from the measured expansion. The figure
so obtained shall be recorded as the net expansion due to lime.
*Specification for apparatur used in ‘ Lx--Chat&r ’ tat.
tSpecification for ordinary, rapid-hardening and loo heat Portland cement
( second frvirion ) .
$Spccifkation for standard sand for testing of cement (srcondra&im~).BUREAU OF INDIAN STANDARDS
Headquarters:
Manak Bhavan, 9 Bahadur Shah Zafar Marg, NEW DELHI 110002
Telephones: 323 0131, 323 3375,323 9402
Fax : 91 11 3234062, 91 11 3239399,91 11 3239382
Telegrams : Manaksanstha
(Common to all Offices)
Central Laboratory: Telephone
Plot No. 20/9, Site IV, Sahibabad Industrial Area, Sahibabad 201010 8-77 0032
Regional Offices:
Central : Manak Bhavan, 9 Bahadur Shah Zafar Marg, NEW DELHI 110002 323 76 17
*Eastern : l/14 CIT SchemeVII M, V.I.P. Road, Maniktola, CALCUTTA 700054 337 86 62
Northern : SC0 335336, Sector 34-A, CHANDIGARH 160022 60 38 43
Southern : C.I.T. Campus, IV Cross Road, CHENNAI 600113 235 23 15
t Western : Manakalaya, E9, Behind Marol Telephone Exchange, Andheri (East), 832 92 95
MUMBAI 400093
Branch Offices:
‘Pushpak’, Nurmohamed Shaikh Marg, Khanpur, AHMEDABAD 380001 550 13 48
$ Peenya industrial Area, 1st Stage, Bangalore-Tumkur Road, 839 49 55
BANGALORE 560058
Gangotri Complex, 5th Floor, Bhadbhada Road, T.T. Nagar, BHOPAL 462003 55 40 21
Plot No. 62-63, Unit VI, Ganga Nagar, BHUBANESHWAR 751001 40 36 27
Kalaikathir Buildings, 670 Avinashi Road, COIMBATORE 641037 21 01 41
Plot No. 43, Sector 16 A, Mathura Road, FARIDABAD 121001 8-28 88 01
Savitri Complex, 116 G.T. Road, GHAZIABAD 201001 8-71 19 96
53/5 Ward No. 29, R.G. Barua Road, 5th By-lane, GUWAHATI 781003 541137
5-8-56C, L.N. Gupta Marg, Nampally Station Road, HYDERABAD 500601 20 10 83
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117/418,B, Sarvodaya Nagar, KANPUR 208005 21 68 76
Seth Bhawan, 2nd Floor, Behind Leela Cinema, Naval Kishore Road, 23 89 23
LUCKNOW 226001
NIT Building, Second Floor, Gokulpat Market, NAGPUR 440010 52 51 71
Patliputra Industrial Estate, PATNA 800013 26 23 05
Institution of Engineers (India) Building 1332 Shivaji Nagar, PUNE 411005 32 36 35
TC. No. 14/1421, University RO. Palayam, THIRUVANANTHAPURAM 695034 621 17
“Sales Office is at 5 Chowringhee Approach, P.O. Princep Street, 271085
CALCUTTA 700072
TSales Office is at Novelty Chambers, Grant Road, MUMBAI 400007 309 65 28
*Sales Office is at ‘F’ Block, Unity Building, Narashimaraja Square, 222 39 71
BANGALORE 560002
Printed at Simco Printing b&s. Delhi
|
10512.pdf
|
IS 10512:2003
Indian Standard
METHOD FOR DETERMINATION OF WAX
CONTENT IN BITUMEN—SPECIFICATION
(First Revision)
ICS 75.140
GBIS2003
BUREAU OF INDIAN STANDARDS
MANAK BHAVAN, 9 BAHADUR SHAH ZAFAR MARG
NEW DELHI 110002
J(/niimy 2003 Price Group 4
.,. ‘,,.Bitumen Tar and Their Products Sectional Committee, PCD6
FOREWORD
This Indian Standard (First Revision) wasadopted bytheBureau ofIndian Standards, afterthe draft finalized by
the Bitumen Tar and Their Products Sectional Committee hadbeenapproved bythe Petroleum, Coal and Related
Products Division Council.
This standard waspublished in 1983,which waslargely basedonUOP46-64. Sincethepresent method ishaving
the following disadvantages theCommittee decidedtorevisethestandardtoalignthe samewith DIN 52015:1980
‘Determination of paraffin wax content inbitumen’ inorder to over come the disadvantages:
a) The method isnot specific to‘Paraffin waxcontent’ onlybutspecifiesthewaxcontent which includes wax
and micro-crystalline wax,
b) The method does not mention the purity of ‘fullers earth’,
c) There isno mention of ‘Reproducibility’ inthe method,
d) Fullers earth having the particle sizewithin the range 10-35p, isnot available indigenously,
e) There isno mention about the availability of fullers earth,
f) The sieves required to check theparticle size offullers earth arenot available indigenously, and
g) The wax content value varies with the quality of fullers earth.
The composition ofthe Committee responsible for formulation ofthis standard isgiven inAnnex A.
Inreporting the results of atest or analysis made inaccordance with this standard, ifthe final value, observed or
calculated, isto berounded off, itshallbedone inaccordance with IS2: 1960‘Rulesforrounding off numerical
values (revised)’.
-–
4!.. ,:--1S 10512:2003
Indian Standard
METHOD FOR DETERMINATION OF WAX
CONTENT IN BITUMEN—SPECIFICATION
(First Revision)
1SCOPE 4.2 Steam Bath
This standardprescribes amethod usedfordetermining 4.3 Heating Cabinet (Oven), fortemperature at least
the paraffin wax content of bitumen. The method is 150”C.
applicable to bitumens having paraffin wax with
4.4 Bunsen Burner
melting point above 25”C.
NOTE—Paraffhr waxes include only those hydrocarbons 4.5 Thermometers, having leastcount atleast0.5°C.
crystal1izinginanether/ethanolmixtureattemperaturesdown
4.6 Distillation Flask, as shown inFig. 1,fitted with
to–20”C,obtainedbyaspecifiedprocessandhavingamelting
pointofabove25°C. cork stopper.
2REFERENCE 4.7 Sheet Metal Guard Ring, ofabout 18mm inside
diameter and about 65mm outside diameter.
The following standard contains provisions which
through reference inthistext, constitutes provisions of 4.8 Cooling Bath, as shown inFig. 2.
this standard. At the time of publication the edition
4.9 Test Tubes, as shown in Fig. 2, fitted with spout
indicated was valid. All standards are subject to
andbored cork stopper.
revisions and parties to agreements based on this
standard are encouraged to investigate the possibility 4.10 Funnel, asshown inFig. 2.
of applying the most recent edition of the standard
4.11 Erlenmeyer Flask, 100mlcapacity, fitted with a
indicated below:
bored cork stopper (tobeused asdistillation receiver)
IS No. Title (seeFig. 3).
334:2002 Glossary of terms relating to 4.12 Test Tube, fitted with ground socket and awash
bitumen and tar (third revision) bottle head fitted with ground cone (see Fig. 4).
3 TERMINOLOGY 4.13 Filtering Flask, 500 ml capacity.
Forthe purpose of this standard, the definitions given 4.14 Vacuum Pump
in IS334 shall apply.
4.15 Evaporating Dish
4 APPARATUS NOTE— Theapparatusfordeterminingtheparatlh waxcontent
isavailable with M/s Petrotest Instruments GmbH &Co KG,
4.1 Balance, readable and accurate to+ 0.5 mg. Ludwig-Erhard-Ring 13,D-15827,Dahlewitz.
16*10
30
Alldimensionsinmillimetres.
FIG. 1 DISTILLATIONFLASK
1.
7.- 1
IS 10512:2003
OPENING
CONNECTOR FOR
FILTER FIASK 2200
,
OPENING FOR
INSERTION OF
WRBO N DIOXIDE
\/-&..
1
OPENING FOR
INSERTION OF
THERMOMETER /
Alldimensionsinmillimetres.
FIG.2 COOLINGBATH
2
-, *L,..-.7-
IS 10512:2003
GUARD RING
ICE WATER
r- !
FIG.3 SCHEMATICDIAGRAMOFDISTILLATIONARRANGEMENT
TEST TUBE
FlllED WITH
TEST TUBE
SPOUT AND
FITTED WITH
BORED CORK
II WASH BOTTLE
STOPPER ::
~’ n < *
FILTRATION
FIG.4 SCHEMATICDIAGRAMOFFILTRATIONARRANGEMENT
3
..,,.IS 10512:2003
5 REAGENTS solid carbon dioxide to get sample temperature of
–20 * 0.5”C. A low temperature bath may be used.
5.1 Anhydrous Diethyl Ether, referred to in this
Transfer 20+ 1ml of anether/ethanol mixture (asthe
standard asether.
washing liquid), prepared in a 1:1 ratio, in the test
tube fitted with the wash bottle head and cool it in
5.2 Ethanol, Absolute
the cooling bath to–20 +0.5 “C.
5.3 Reagent Grade Acetone
6.4 Keepthesampletemperature –20 *0.5 ‘Cconstant
5.4 Petroleum spirit having the following untilfiltration iscomplete. Placetheround filter paper
characteristics: inthe funnel standing inthe cooling bath and connect
it to the filter flask. Quickly transfer the slurry of
a) Density at 15“C,g/ml : 0.690-0.705
crystals produced at–20 + 0.5°C to the filter. Rinse
b) Boiling range: thetesttubewiththecooled washing liquid. Re-adjust
I) Initial boiling point, ‘C ,A4in : 65 the temperature ofthe washing liquid to–20 * 0.5 ‘C
2) Collected volume of distillate, : 90 anduseitagainforrinsingthecrystalslurry inthefilter.
about upto 90 ‘C, percent by Distribute thewashing liquid asuniformly aspossible
volume between thethree washing operations.
3) Drying point, ‘C, Mm : 95
6.5 Support the filtration by agentle suction process
c) Aniline point, ‘C : 59t061
during which thevacuum pressure shallnot fall below
6 PROCEDURE 5kPa(50mbar). Assoonasnomorefiltrateisdropping
through, disconnect the filter assembly with vacuum
6.1 Melt the bitumen sample, pour 25 + 1g into the pump, liftoffthefilterusingthepincers and place itin
distillation flask andweigh tothe nearest 10mg(MA). the funnel situated over the evaporating dish, which
Heat the distillation flask with a 150mm high flame, has been previously weighed to-the nearest 0.5 mg.
that hasjust ceased to be luminous, insuch awaythat Dissolve ‘the crude par~ffin residue by carefully
the first distillate drop isproduced within 3to 5 min. spraying heated petroleum spirit over it. Dissolve in
The guard ring, loosely fitted on the distillation flask, thesameway anyparaffin that may beadhering tothe
shallpreventpossibleburning ofthecorkstopper. Take thermometer orto the test tube. Evaporate the mixed
care that the vapours produced during distillation are filtrates in the evaporating dish over the steam bath.
largely condensed. For this purpose, the distillation To prevent the liquid creeping over the rim, carry out
receiver, weighed tothe nearest 10mg, intowhich the
the evaporation inaweak air ornitrogen stream. Dry
lowerbentendoftheoutlettubeprojectstoitsfulllength
the residue for 15+ 1min at 125* 5‘C inthe heating
(see Fig.3), shallbe immersed asfaraspossible intoa cabinet and then allow it to COOLAs soon as the
mixture of finely reduced iceand water. There shall,
previously purified paraffin waxes have cooled down
however, still be a field of vision to allow the rate of
but have not quite solidified, add 15ml of acetone.
distillation to be checked. Adjust this rate so that a
drop falls from the end of the outlet tube into the 6.6 Dissolvetheparaflin waxes bygently heating and
distillationreceiverapproximately everysecond. When carefully swirling the evaporation dish. Make up any
no more drops are produced over a period of 10 s, acetone lostbyevaporation. Cooltheacetonelparaffln
continue heating for afurther 1minwith acompletely waxsolutioninawaterbathto 15* 0.5‘Candseparate
non-luminous flameuntiltheflaskglowsred. Complete by filtering the paraffin waxes. Then wash the
thedistillation inamaximum of 15min. Donottransfer evaporating dish,thethermometer andthefilter several
thecondensate leftintheoutlettubeafterdistillation to timeswithacetone brought to 15* 0.5 ‘C from awash
the distillation receiver. Mix the distillate thoroughly bottle. The total volume of washing liquid shall be
bygently warming itwhilst atthe sametime carefully 30l 1ml. Dissolvetheparaffin waxes purified inthis
swirling the receiver. way,bycarefilly sprayingthemwithheated petroleum
spirit and collect them again in the evaporating dish
6.2 After cooling, weigh thedistillate contained inthe
already used. Then evaporate the collected liquid ina
receiver tothe nearest 10mg (MJ. Depending onthe
weak air flow ornitrogen stream over the steam bath.
expected paraffh wax content, weigh to the nearest 2
to4g+5mg (mass Mc)ofthewarm distillate intothe 6.7 Dry the crystallized paraflln waxes obtained, at
test tube (provided with spout). If the paraflln wax 125* 5 “Cfor 15* 1min inthe heating cabinet and
content cannot beestimated inadvance, aninitialmass aftercoolinginthedesiccatorweighthemtothenearest
of approximately 3g isrecommended. 0.5mg(MJ. This finalmassshallbebetween 50and
100mg. Otherwise, reject this result and repeat the
6.3 Dissolve the initial mass of distillate in25* 1ml
test with an appropriately changed initial mass of the
of ether and add 25 * 1ml of ethanol. Close the test
samedistillate (Mc).
tubewithastopper fittedwithathermometer extending
down intotheliquidandplacethetesttubeinthecooling 6.8 Determine thesolidification point ofparaffin wax
bath. Cool the bath liquid by adding finely reduced onthe rotating thermometer.
4IS 10512:2003
7 CALCULATION all the three values and repeat the test on two further
testportions.
7.1 For each test portion, calculate the paraffin wax
content, expressed asapercentage by mass,using the 7.4 Express the paraffh wax content asa percentage
following equation: bymass;rounded tothe nearest 0.1.
(MB xA’Q
8PRECAUTION
paraffin wax, percent~= ~MAXMc) x 100
Never evaporate petroleum spiritonnaked flame oron
where ahotplate. Steam bath shduld invariably beused.
MA = initial massofbitumen, ing;
9 PRECISION
MB = mass ofdistillate received, ing;
Mc = initialmassofdistillate taken upfortest, ing; 9.1 Repeatability
and
IfWo resultsareobtainedbyoneandthesameoperator
MD = final mass ofparaffin wax, ing.
under repeatability conditions, they are considered to
7.2 Ifthevalues measured forbothtestportions donot beacceptableandinaccordancewiththespecifications
differ bymore than 0.3percent bymass,determine the of this standard ifthey do not differ by more than 0.3
mean of the two values. Otherwise, carry out a percent bymass.
determination on athird test portion of 25 g and take
the mean ofthe two values being the closesttogether.
9.2Reproducibility
These values, however, shall not differ by more than
If two single and independent results are obtained in
0.3 percent by mass. If the first two values are
twodifferentlaboratoriesundercomparable conditions,
equidistant from the third, specify thethird value.
theyareconsidered tobeacceptable andinaccordance
7.3 If it isnot possible to obtain a mean value from with the specifications of this standard if they do not
thesethree valuesunderthespecifiedconditions,reject differ bymore than 1.0percent by mass.
51S 10512:2003
ANNEX A
(Foreword)
COMMITTEE COMPOSITION
Bitumen, TarandTheir Products Sectional Committee, PCD 6
Organization Representative(s)
Central RoadResearchInstitute,NewDelhi PROFP.K.SIKDAR(Chairnran)
SmrrSurisLBowz(Alternate I)
DRP.K.JAIN(Alternate 11)
BharatPetroleumCorporation Limited,Mumbai SmuJ.A.JANAJ
DRNOBLEGEORG(EAlternate)
Building Materials andTechnology Promotion Council, Smu R.K.CEWY
NewDelhi SrtsoB.ANSKLUMAR(Alternate)
Central PublicWorksDepartment,NewDelhi SUFERINTSNDEINNGGINEER
EXECUTtVESNGtNEE(RAfternate)
Central FuelResearchInstitute, Dhrmbad DR(SHIUMA_A@.BHATTACHARYA
SW U. BHATTACHAR(AYfAternafe)
Cocbin Refineries Limited,Cochin .%rrrtV.PAILY
SwuR.VENUGGPA(ALlternafe)
DrUppal’s Testing and Analytical Laboratory, Ghaziabad SmaR.S. SmnuA
DurgapurProjects Limited, Durgapur DRH.S. SARKAR
Directorate General of Supplies and Disposals, New Delhi SrrruN. K. KAUSHAL
Directorate GeneralBorderRoads,NewDelhi SHRIS.S.PORWAL
Sr+ruA.K.G~A (Alternate)
Engineer-in-Chiefs ArmyH.Q.,NewDelhi COLV.K.P. SINGH
LT$OLR.S. BHANWAL(AAlternate)
HighwayResearchStation,Chennai DIRECTOR,
DEPUTYDIRECTO(RAlternate)
Hindustan PetroleumCorporationLimited,Mumbai SrrruS. K.BHATNAGAR
SmtrA.S.PRABHAKA(ARhernafe)
HindustanColasLimited, Mumbai Sriltlp. RAL5NDRAN
SmuH.PADMANABH(AAlNternate)
IndianInstitute ofPetroleum,DebraDun Sma U.C. GUFTA
StrruMotmANWAR(A/ternafe)
Indian Oil Corporation Limited (Marketing Division), SrrroR. S. SISODIA
Mumbai Smu P- KOMAR(Alternate)
IndianOilCorporation Limited [(R&D)Centrc],Faridabad Stuo B.R. TYAGI
SmuM.P.KALA(Alternate)
Indian011Corporation (R&P),NewDelhi !+uuU.K. BASU
StmrS.K. PRASAD(Afternafe)
IndianRoadsCongress,NewDelhi SrmuA.V.S1rw+A
SrrroASHOKWASAN(Alternate)
LloydInsulations(Iodia)Limited,NewDelhi Smu Mor-rnKHANNA
SmuK.K.MIR (Alternate)
Ministry of Surface Transport (Department of Surface Sraa C. C. BHATTACHARYA
Tmnsport),NewDelhi SW S.P. SINGH(Alternate)
MinistryofDefence(DGQA),NewDelhi Smu K.H.GANDHr
Sr+roA.K.SmarA(Alternate)
MadrasRefineryLimited,Chennai SHRIM.S~AYA~Summ
SHIUB.SAIRAM(Alternate)
National TestHouse,Kolkata SmuA.K. CHAKRABORTV
!%mS.K.AGARWA(ALlternate)
National BuildingOrganization,NewDelhi Smo A.K. LAL
SrrruA.G. DHONGAD(AElternate)
Public Works Department, Government ofWest Bengal, SruaAMITAVCAHATIFRJEE
Kolkata SmuI@nwuw NATHBASU(Alternate)
PublicWorksDepartment, Mumbai SrrrrrBORGEV.B.
PublicWorksDepartment,UttarPradesh SW V.P.BANSAL
DR.G.P.S. CHAUHA(NAlternate)
PublicWorksDepartment,TamilNadu W-auN. DAYANANDAN
SsuuP.JAYARAMA(ANlternate)
(Continued onpage 7)
6
.%.,-.IS 10512:2003
(Confinuedfrom page 6)
Organization Representative(s)
RegionalResearchLaboratory,Jorhat DRR.C.BARUAH
SIP Limited,Kolkata SHRJT.K.ROY
SHRJS.BHANUSEKH(AAlRternate)
UniversityofRoorkee,Roorkee PROFH..C.MEHNOIRATTA
INSDirectorateGeneral SHRJANIANKAR,Director&Head(PCD)
[RepresentingDirectorGeneral(Ex-oficio)]
Member Secretary
DR(SHRJMATWI)JAYMALJK
Director(PCD),BIS
Methods of Test for Bitumen Tar andTheir Products Subcommittee, PCD 6:1
Central RoadResearchInstitute,NewDelhi SHRJSUMLBOSE(Convener)
DRP.K. JAIN(Alternate)
BharatPetroleumCorporation Limited, Mumbai SHRIJ.A.JANAJ
DRNOBLEGEORG(EAlfernate)
Ilhilai Chemical PrivateLimited, Ranchi SHRJO. P.NANGALLIA
Cocbin RefineriesLimited, Kerala SHRJV.PAILY
SHRJR.VENUOOPA(ALhernate)
DurgapurProjects Limited, Durgapur DRH.S.SARKAR
HighwayResearchStation, Chennai DMECTOR
DEPUTYDIRECTO(RAhernate)
HindustanColas Limited, Mumbai SHRIH.PAD~ANABHAN
SHRJVIJAYK.BHATNAGA(ARlfernote)
1IindostanPetroleumCorpomtion Limited,Mumbai SHRiA.S.PRABHAKAR
SHRJS.K.BHAmAc.m(Alternate)
lndian InstituteofPetroleum,DebraDun SHRJM.ANWAR
SHRJU.C.GOPTA(Alternate)
Indian Oil Corporation Limited (Marketing Division), Sma R.S.SISODIA
Mumbai SHJOV.P.GUVTA(Alfernate)
LloydInsulations (India)Limited,NewDelhi SHJUMOJUTKJIANNA
SHRIK.K.MITRA(Alternate)
MadrasRefineryLimited, Chennai SHRJM.S. SHAYA~SUNDER
SHRIB.SAMAM(Aliernate)
NationalTestHouse,Kolkata SHRJP.K.CHAKJMBORTY
Sr-nuS.K.AGARWA(ALfternafe)
Neyveli LigniteCorporation Limited,Neyveli DRS. SANJUANA~
SHJUA.BALASUBRAMAN(AJlAteNrnafe)
SteelAuthorityoflndia, NewDelhi SHRJS.K.JAIN I
SHRJS.C.DASGOEL(Aliernate)
7.
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development of the activities of standardization, marking and quality certification of goods and attending to
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Review of Indiiin Standards
Amendments are issued to standards as the need arises on the basis ofcomments. Standards are also reviewed
periodically: a standard a!ong with amendments isreti]rmed when such review indicates that no changes are
needed: ifthe review indicates that changes are needed, it istaken up for revision. Users of Indian Standards
should a.scerli]in that theyareinpossession ofthe latestamendments oredition byreferring tothe latest issue of
‘BISCi]t:lloglle’ iind ‘Standards: Monthly Additions’.
This Indian Standard has been developed from Dot: No. PCD 6 (1974).
Amendments Issued Since Publication
Amend No. Date ofIssue Text Affected
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Telephones: 3230131,3233375, 3239402 (Common to all offices)
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ISO 10893-7.pdf
|
INTERNATIONAL ISO
STANDARD 10893-7
First edition
2011-04-01
Non-destructive testing of steel tubes —
Part 7:
Digital radiographic testing of the weld
seam of welded steel tubes for
the detection of imperfections
Essais non destructifs des tubes en acier —
Partie 7: Contrôle radiographique numérique du cordon de soudure
des tubes en acier soudés pour la détection des imperfections
Reference number
ISO 10893-7:2011(E)
Copyright International Org anization for Standardization
© ISO 2011
Provided by IHS under lice nse with ISO
No reproduction or networking permitted without license from IHS Not for Resale
---`,,`,`,,`,,`-`-````,,,,```,,`--ISO 10893-7:2011(E)
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Contents
Page
Foreword............................................................................................................................................................iv
Introduction.........................................................................................................................................................v
1 Scope......................................................................................................................................................1
2 Normative references............................................................................................................................1
3 Terms and definitions...........................................................................................................................1
4 General requirements...........................................................................................................................2
5 Equipment..............................................................................................................................................2
6 Test method...........................................................................................................................................3
7 Image quality..........................................................................................................................................5
8 Image processing................................................................................................................................10
9 Classification of indications...............................................................................................................11
10 Acceptance limits................................................................................................................................11
11 Acceptance..........................................................................................................................................11
12 Image storage and display.................................................................................................................12
13 Test report............................................................................................................................................12
Annex A (informative) Examples of distribution of imperfections...............................................................14
Bibliography......................................................................................................................................................17
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Foreword
ISO (the International Organization for Standardization) is a worldwide federation of national standards bodies
(ISO member bodies). The work of preparing International Standards is normally carried out through ISO
technical committees. Each member body interested in a subject for which a technical committee has been
established has the right to be represented on that committee. International organizations, governmental and
non-governmental, in liaison with ISO, also take part in the work. ISO collaborates closely with the
International Electrotechnical Commission (IEC) on all matters of electrotechnical standardization.
International Standards are drafted in accordance with the rules given in the ISO/IEC Directives, Part 2.
The main task of technical committees is to prepare International Standards. Draft International Standards
adopted by the technical committees are circulated to the member bodies for voting. Publication as an
International Standard requires approval by at least 75 % of the member bodies casting a vote.
Attention is drawn to the possibility that some of the elements of this document may be the subject of patent
rights. ISO shall not be held responsible for identifying any or all such patent rights.
ISO 10893-7 was prepared by Technical Committee ISO/TC 17, Steel, Subcommittee SC 19, Technical
delivery conditions for steel tubes for pressure purposes.
ISO 10893 consists of the following parts, under the general title Non-destructive testing of steel tubes:
⎯ Part 1: Automated electromagnetic testing of seamless and welded (except submerged arc-welded) steel
tubes for the verification of hydraulic leaktightness
⎯ Part 2: Automated eddy current testing of seamless and welded (except submerged arc-welded) steel
tubes for the detection of imperfections
⎯ Part 3: Automated full peripheral flux leakage testing of seamless and welded (except submerged arc-
welded) ferromagnetic steel tubes for the detection of longitudinal and/or transverse imperfections
⎯ Part 4: Liquid penetrant inspection of seamless and welded steel tubes for the detection of surface
imperfections
⎯ Part 5: Magnetic particle inspection of seamless and welded ferromagnetic steel tubes for the detection of
surface imperfections
⎯ Part 6: Radiographic testing of the weld seam of welded steel tubes for the detection of imperfections
⎯ Part 7: Digital radiographic testing of the weld seam of welded steel tubes for the detection of
imperfections
⎯ Part 8: Automated ultrasonic testing of seamless and welded steel tubes for the detection of laminar
imperfections
⎯ Part 9: Automated ultrasonic testing for the detection of laminar imperfections in strip/plate used for the
manufacture of welded steel tubes
⎯ Part 10: Automated full peripheral ultrasonic testing of seamless and welded (except submerged arc-
welded) steel tubes for the detection of longitudinal and/or transverse imperfections
⎯ Part 11: Automated ultrasonic testing of the weld seam of welded steel tubes for the detection of
longitudinal and/or transverse imperfections
⎯ Part 12: Automated full peripheral ultrasonic thickness testing of seamless and welded (except
submerged arc-welded) steel tubes
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Introduction
Digital radiography has been used for the testing of longitudinal weld seams in submerged arc-welded steel
tubes for some years. Digital radiography can be automated, and is considered to be more environmentally
friendly than film-based radiographic techniques.
Digital radiography maintains the levels of security and availability afforded by X-ray film testing, which have
been in place for many years. Images can be made available in a fraction of the time previously taken by film-
based techniques, and usually at a lower exposure level and increased detector unsharpness when compared
to film.
The storage and handling of digital images maintain the same levels of integrity available from film-based
techniques, yet gain all the benefits associated with comprehensive data storage and retrieval systems.
Imaging systems are constantly under development, and an important aspect of this part of ISO 10893 is to
qualify the use of those alternative systems currently available. This part of ISO 10893 describes the steps
required to deliver these benefits.
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Non-destructive testing of steel tubes —
Part 7:
Digital radiographic testing of the weld seam of welded steel
tubes for the detection of imperfections
1 Scope
This part of ISO 10893 specifies the requirements for digital radiographic X-ray testing by either computed
radiography (CR) or radiography with digital detector arrays (DDA) of the longitudinal or helical weld seams of
automatic fusion arc-welded steel tubes for the detection of imperfections. This part of ISO 10893 specifies
acceptance levels and calibration procedures.
This part of ISO 10893 can also be applicable to the testing of circular hollow sections.
2 Normative references
The following referenced documents are indispensable for the application of this document. For dated
references, only the edition cited applies. For undated references, the latest edition of the referenced
document (including any amendments) applies.
ISO 5576, Non-destructive testing — Industrial X-ray and gamma-ray radiology — Vocabulary
ISO 9712, Non-destructive testing — Qualification and certification of personnel
ISO 11484, Steel products — Employer's qualification system for non-destructive testing (NDT) personnel
ISO 17636, Non-destructive testing of welds — Radiographic testing of fusion-welded joints
ISO 19232-1, Non-destructive testing — Image quality of radiographs — Part 1: Image quality indicators (wire
type) — Determination of image quality value
ISO 19232-2, Non-destructive testing — Image quality of radiographs — Part 2: Image quality indicators
(step/hole type) — Determination of image quality value
ISO 19232-5, Non-destructive testing — Image quality of radiographs — Part 5: Image quality indicators
(duplex wire type) — Determination of image unsharpness value
3 Terms and definitions
For the purposes of this document, the terms and definitions given in ISO 5576 and ISO 11484 and the
following apply.
3.1
tube
hollow long product open at both ends, of any cross-sectional shape
3.2
welded tube
tube made by forming a hollow profile from a flat product and welding adjacent edges together, and which
after welding can be further processed, either hot or cold, into its final dimensions
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3.3
manufacturer
organization that manufactures products in accordance with the relevant standard(s) and declares the
compliance of the delivered products with all applicable provisions of the relevant standard(s)
3.4
agreement
contractual arrangement between the manufacturer and purchaser at the time of enquiry and order
4 General requirements
4.1 Unless otherwise specified by the product standard or agreed on by the purchaser and manufacturer, a
radiographic inspection inspection shall be carried out on welded tubes after completion of all the primary
manufacturing process operations (rolling, heat treating, cold and hot working, sizing and primary
straightening, etc.).
4.2 This inspection shall be carried out by trained operators qualified in accordance with ISO 9712,
ISO 11484 or equivalent. Competent personnel, nominated by the manufacturer, shall supervise all inspection.
In the case of third-party inspection, this shall be agreed on between the purchaser and manufacturer.
The operating authorization issued by the employer shall be according to a written procedure. Non-destructive
testing (NDT) operations shall be authorized by a level 3 NDT individual approved by the employer.
NOTE The definition of levels 1, 2 and 3 can be found in appropriate standards, e.g. ISO 9712 and ISO 11484.
4.3 The tubes under test shall be sufficiently straight and free of foreign matter as to ensure the validity of
the test. The surfaces of the weld seam and adjacent parent metal shall be sufficiently free of such foreign
matter and surface irregularities which would interfere with the interpretation of the radiographs.
Surface grinding is permitted in order to achieve an acceptable surface finish.
4.4 In cases where the weld reinforcement is removed, markers, usually in the form of lead arrows, shall be
placed on each side of the weld such that its position can be identified on the radiographic image. Alternatively,
an integrated automatic positioning system may be used to identify the position of the weld.
4.5 Identification symbols, usually in the form of lead letters, shall be placed on each section of the weld
seam radiograph such that the projection of these symbols appears in each radiographic image to ensure
unequivocal identification of the section. Alternatively, an integrated automatic positioning system may be
used to identify the position of each radiographic image along the pipe weld.
4.6 Markings shall be displayed on the recorded radiographic images to provide reference points for the
accurate relocation of the position of each radiograph. Alternatively, the automated measured image position
may be displayed on the digital image viewing screen by software for accurate position relocation.
4.7 When carrying out radiography on a continuous length of a weld, the pipe or pipe wall shall pass
between the X-ray tube and detector at a speed which is sufficient to allow accurate defect detection, or the
pipe shall move in start-stop mode and digital radiographs shall be taken when the pipe is not moving.
5 Equipment
The following digital imaging methods can be used in replacement of radiographic film:
a) computed radiography (CR) with storage phosphor imaging plates (e.g. EN 14784-1 and EN 14784-2);
b) radiology with digital detector arrays (e.g. ASTM E2597);
c) digital radioscopy with image integration (e.g. EN 13068-1, EN 13068-2 and EN 13068-3).
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6 Test method
6.1 The weld seam shall be tested by a digital radiographic technique, corresponding to 5 a) to 5 c).
6.2 Two image quality classes, A and B, conforming to ISO 17636, shall be specified as:
⎯ class A: radiographic examination technique with standard sensitivity;
⎯ class B: radiographic technique with enhanced sensitivity.
NOTE Image quality class A is used for most applications. Image quality class B is intended for applications where
increased sensitivity is required to reveal all the imperfections being detected.
The required image quality class should be stated in the relevant product standard.
6.3 The digital image displayed shall meet the required quality class A or B.
6.4 The beam of radiation shall be directed at the centre of the section of the weld seam under examination
and shall be normal to the tube surface at that point.
6.5 The diagnostic length shall be such that the increase in penetrated thickness at the ends of the useful
length of the sensitive detector input screen shall not exceed the penetrated thickness at the centre of the
detector by more than 10 % for image quality class B or by more than 20 % for image quality class A, provided
the specific requirements of 6.9 and Clause 7 are satisfied.
6.6 The single wall penetration technique shall be used. When the single wall technique is impracticable for
dimensional reasons, the use of the double wall penetration technique may be used, by agreement, if the
required sensitivities can be shown to be achievable.
6.7 The separation between the detector and the weld surface shall be as small as possible for contact
technique (no magnification).
The minimum value of the source-to-weld distance, f, shall be selected such that the ratio of this distance to
the effective focal spot size, d, i.e. f/d, conforms to the values given by the following formulae (contact
technique):
for image quality class A:
f
W7,5×b2/3 (1)
d
for image quality class B:
f
W15×b2/3 (2)
d
where b is the distance between the source side of the weld and the sensitive surface of the detector, in
millimetres.
NOTE These relationships are presented graphically in Figure 1.
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a Effective focal spot size, d, in millimetres.
b Minimum source to weld distance, f, for class B, in millimetres.
c Minimum source to weld distance, f, for class A, in millimetres.
d Weld-to-detector distance, b, in millimetres.
Figure 1 — Nomogram for determination of minimum source-to-weld distance, f,
in relation to weld-to-detector distance, b, and the effective focal spot size, d
6.8 An obstacle to the implementation of DDA systems is the large (> 50 μm) pixel size of the array
compared to the small grain size in film (which leads to film having very high spatial resolution).
It can, therefore, not be possible to achieve the required geometric resolution with a setup typically used for
film radiography. This difficulty may be circumvented by using geometric magnification to achieve the required
geometric resolution or by making use of the compensation principle [increasing the signal-to-noise ratio
(SNR) in the image] described in 7.1. Any combination of these measures is allowed.
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6.9 Exposure conditions, including X-ray tube voltage, shall achieve the image quality indicator (IQI)
requirements in Clause 7. Image contrast and brightness may be adjusted as required for digital image
viewing.
6.10 To maintain sufficient contrast sensitivity, the X-ray tube voltage should not exceed the maximum
values given in Figure 2. A voltage above the values shown is allowed, as long as the minimum sensitivity is
obtained.
Key
X penetrated thickness, mm
Y X-ray voltage, kV
Figure 2 — Maximum X-ray voltage for X-ray devices up to 500 kV
as a function of penetrated thickness
7 Image quality
7.1 The image quality shall be determined by the use of IQIs of the type specified in ISO 19232-1,
ISO 19232-2 and ISO 19232-5, and agreed on between the purchaser and manufacturer. The appropriate IQI
shall be placed on the source side of the weld on the base material adjacent to the weld. In the case of a wire
type IQI, at least 10 mm of the wires shall be visible on the parent material (see Figures 3 and 4).
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When the source side is inaccessible, the IQIs may be placed on the detector side of the object. In these
circumstances a letter “F” shall be placed near the IQIs and this procedural change shall be recorded in the
test report. Detector-side positions typically show 1 or 2 more wires, or holes, than if the same IQI was on the
source side. Customers may ask for a trial exposure to be carried out on a sample piece of pipe, with IQIs
placed on both source and detector sides as a comparison.
When the tubes under inspection have the same dimensions and grade, it is sufficient to use the IQI only
every 4 h, or twice a shift, to check image sensitivity. When carrying out the sensitivity checks, though, the IQI
shall be placed on the source side.
The parameters used with the trial exposures (settings of X-ray source, detector and geometry) shall not be
changed for the subsequent images acquired with detector-side IQIs. For stable systems and processes, such
as automated testing systems using DDAs, it is sufficient to prove the image quality once per shift as long as
tube dimension, tube material and testing parameters remain unchanged. In this case, the image quality proof
should be performed only with source side IQIs.
By usage of the duplex wire IQI, conforming to ISO 19232-5, the image unsharpness, U , shall be measured.
g
The read-out unsharpness, U , value for the duplex wire IQI is the smallest wire pair element number (largest
g
wire diameter) with a dip separation below 20 %, measured with a profile plot across the duplex wire in the
digital image.
The duplex wire IQI should be positioned at an approximately 5° angle towards the pixel orientation in order to
avoid aliasing effects.
The basic spatial resolution, SR , of the detector which is fixed by the construction and hardware parameters
b
shall be determined by placing the duplex wire IQI directly in front of the detector. In this case, SR is given by:
b
SR = 0,5 U (3)
b g
Compensation principle
If both IQI sensitivities of Tables 1 and 2 (wire or hole and duplex wire IQI) cannot be achieved by the detector
system used, an increase in single wire visibility can compensate too high unsharpness values.
EXAMPLE For 10 mm wall thickness, class B; it is necessary to use wire number W14 and duplex D11. If D11
cannot be reached, compensation is possible: two steps down from D11 to D9, but increasing two steps up from W14
to W16.
The contrast sensitivity for digital detectors depends on the integration time and tube current (mA) used for the
acquisition of the radiographic images for a given distance and tube voltage, so the single wire visibility can be
increased by an increased exposure time and mA setting.
7.2 The two image quality classes are defined in Tables 1 and 2. The minimum normalized SNR in the
norm
base material should be > 70 for testing class A and > 100 for testing class B. The normalized SNR shall
norm
be calculated from the measured SNR in the image at base material adjacent to the welding seam and
normalized by the basic spatial resolution of the detector system:
SNR = SNR × 88,6 μm/SR (4)
norm b
NOTE For details of SNR measurement, see, for example, EN 14784-1, ASTM E2446 or ASTM E2597. IQI quality for
larger wall thicknesses is available in ISO 17636.
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a) Wire type
b) Plaque and step/hole types
c) Duplex type — For use with wire or step/hole type
Key
1 centre of beam 5 plaque type IQI, with shim stock
2 wire type IQI, thinnest wire away from the centre of the beam 6 outer weld reinforcement
3 duplex type IQI, approx. 5° tilted 7 tube wall
4 step/hole type IQI, thinnest step away from the centre of the beam 8 inner weld reinforcement
a Mapped weld length (DDA) or image plate length (CR).
Figure 3 — Positioning of IQIs — Basic requirements
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7.3 For the double wall penetration technique, the image quality value for use shall be taken as that
corresponding to twice the specified wall thickness.
7.4 Where available, the performance of the digital system should also be measured, using representative
quality indicators (RQIs). RQIs should be of the same dimensions and grade as the tubes under inspection.
RQIs containing actual or simulated linear defects, such as lack of penetration, lack of fusion and cracks, are
advised in order to ensure digital set-up is capable of meeting inspection specifications.
a) Wire type
b) Step/hole type
c) Plaque type
d) Duplex type
Figure 4 — Types of image quality indicator
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Table 1 — Single wall techniques — Class A
Dimensions in millimetres
Specified wall Specified wall Specified wall
Wire number Hole number Duplex IQIab
thickness thickness thickness
Wire diameter
T Diameter T Diameter T Unsharpness
and spacing
W18 H3 D11
T u 1,2 T u 2 T u 2 0,080
0,063 0,20 0,16
W17 H4 D10
1,2 < T u 2 2 < T u 3,5 2 < T u 5 0,100
0,08 0,25 0,20
W16 H5 D9
2 < T u 3,5 3,5 < T u 6 5 < T u 10 0,130
0,10 0,32 0,26
W15 H6 D8
3,5 < T u 5 6 < T u 10 10 < T u 25 0,160
0,13 0,40 0,32
W14 H7 D7
5 < T u 7 10 < T u 15 25 < T u 55 0,200
0,16 0,50 0,40
W13 H8 D6
7 < T u 10 15 < T u 24 55 < T 0,250
0,20 0,64 0,50
W12 H9
10 < T u 15 24 < T u 30
0,25 0,80
W11 H10
15 < T u 25 30 < T u 40
0,32 1,00
W10 H11
25 < T u 32 40 < T u 60
0,40 1,25
W9 H12
32 < T u 40 60 < T
0,50 1,60
W8
40 < T u 55
0,63
W7
55 < T
0,80
a Duplex IQI should be used in conjunction with either a wire or step/hole IQI.
b Duplex IQI should be examined using a profile display; the smallest wires which have a dip separation below 20 % between the
wire pair determine the unsharpness.
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Table 2 — Single wall techniques — Class B
Dimensions in millimetres
Specified wall Specified wall Specified wall
Wire number Hole number Duplex IQIab
thickness thickness thickness
Wire diameter
T Diameter T Diameter T Unsharpness
and spacing
W19 H2 D13+
T u 1,5 T u 2,5 T u 1,5 < 0,05
0,05 0,16 < 0,10
W18 H3 D13
1,5 < T u 2,5 2,5 < T u 4 1,5 < T u 4 0,05
0,063 0,20 0,10
W17 H4 D12
2,5 < T u 4 4 < T u 8 4 < T u 8 0,065
0,08 0,25 0,13
W16 H5 D11
4 < T u 6 8 < T u 12 8 < T u 12 0,080
0,10 0,32 0,16
W15 H6 D10
6 < T u 8 12 < T u 20 12 < T u 40 0,100
0,13 0,40 0,20
W14 H7 D9
8 < T u 12 20 < T u 30 40 < T 0,130
0,16 0,50 0,26
W13 H8
12 < T u 20 30 < T u 40
0,20 0,64
W12 H9
20 < T u 30 40 < T u 60
0,25 0,80
W11 H10
30 < T u 35 60 < T
0,32 1,00
W10
35 < T u 45
0,40
W9
45 < T u 65
0,50
W8
65 < T
0,63
NOTE “D13+” is achieved if the duplex wire pair D13 is resolved with a dip > 20 %.
a Duplex IQI should be used in conjunction with either a wire or step/hole IQI.
b Duplex IQI should be examined using a profile display; the smallest wires which have a dip separation below 20 % between the
wire pair determine the unsharpness.
8 Image processing
8.1 The digital data of the radiographic detector shall be evaluated proportional to the radiation dose. This
shall be the prerequisite for correct measurements of SNR for evaluation of image quality. For optimal image
display, contrast and brightness should be interactively adjustable. Optional filter functions, profile plots and
the SNR tool should be integrated into the software for image display and evaluation.
8.2 Further means of image processing applied on the stored raw data (e.g. high pass filtering for image
display) shall be documented, repeatable and agreed on by the purchaser and manufacturer.
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9 Classification of indications
9.1 All indications found on the radiograph shall be classified as weld imperfections or defects, as described
in 9.2 and 9.3.
9.2 Imperfections are discontinuities in the weld seam detectable by the radiographic testing method
described in this part of ISO 10893. Imperfections with a size and/or population density that are within the
specified acceptance limits are considered to have no practical implications on the intended use of the tubes.
9.3 Defects are imperfections with a size and/or population density greater than the specified acceptance
limits. Defects are considered to adversely affect or limit the intended use of the tubes.
10 Acceptance limits
10.1 Acceptance limits are applicable to radiographic examination of the weld seam and specified in 10.2 to
10.6, unless alternative requirements are specified in the product standards.
10.2 Cracks, incomplete penetration and lack of fusion are not acceptable.
10.3 Individual circular slag inclusions and gas pockets up to 3,0 mm or T/3 in diameter (T = specified wall
thickness), whichever is the smaller, are acceptable.
The sum of the diameters of all such permitted individual imperfections in any 150 mm or 12T of weld length,
whichever is the smaller, shall not exceed 6,0 mm or 0,5T, whichever is the smaller, where the separation
between individual inclusions is less than 4T.
10.4 Individual elongated slag inclusions up to 12,0 mm or T in length, whichever is the smaller, or up to
1,5 mm in width are acceptable.
The accumulated length of such permitted individual imperfections in any 150 mm or 12T of weld length,
whichever is the smaller, shall not exceed 12,0 mm where the separation between individual inclusions is less
than 4T.
NOTE For information, the criteria specified in 10.3 and 10.4 are shown diagrammatically in Annex A.
10.5 Individual undercuts of any length having a maximum depth of 0,4 mm and not encroaching on the
minimum wall thickness shall be acceptable.
Individual undercuts of a maximum length of T/2 having a maximum depth of 0,5 mm and not exceeding 10 %
of the specified wall thickness shall be acceptable, provided there are not more than two such undercuts in
any 300 mm of the weld length, and all such undercuts are dressed out.
10.6 Undercuts on the inside and outside welds, which are coincident in the longitudinal direction, shall not
be acceptable.
11 Acceptance
11.1 Any tubes not showing indications in excess of that permitted by the corresponding acceptance limits
shall be deemed to have passed the test.
11.2 Any tubes showing indications in excess of that permitted by the corresponding acceptance limits shall
be deemed suspect.
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11.3 For suspect tubes one or more of the following actions shall be taken, subject to the requirements of the
product standard:
a) the suspect area shall be removed by dressing. Complete removal of the defect shall be verified by either
liquid penetrant or magnetic particle testing, and the dressed area shall be retested by radiography. The
remaining wall thickness shall be measured by an appropriate technique to verify compliance with the
specified tolerances;
b) the suspect area shall be repaired by welding carried out to an approved welding procedure. The repaired
area shall then be subject to radiographic examination in accordance with the requirements of this part of
ISO 10893 and the product standard;
c) the suspect area shall be cropped off. The remaining length of the tube shall be measured to verify
conformance to the specified tolerances;
d) the tube shall be rejected.
12 Image storage and display
The original images shall be stored in full resolution as delivered by the detector system. Only image
processing connected with the detector calibration [e.g. off-set correction, gain calibration for detector
equalization and bad pixel correction (see ASTM E2597) to provide artefact-free detector images] shall be
applied before storage of these raw data.
The display for image evaluation should fulfil the following minimum requirements:
⎯ minimal brightness of 250 cd/m2;
⎯ display of minimal 256 shades of grey;
⎯ minimum displayable light intensity ratio of 1:250;
⎯ display of minimal 1 000 × 1 000 pixels of a size < 0,30 mm.
The image evaluation shall be carried out in a dimly lit room. The monitor setup shall be verified with a
suitable test image.
13 Test report
When specified, the manufacturer shall submit to the purchaser a test report including at least the following
information:
a) reference to this part of ISO 10893, i.e. ISO 10893-7;
b) statement of conformity;
c) any deviation, by agreement or otherwise, from the procedures specified;
d) product designation by steel grade and size;
e) radiation source, type and effective focal spot size and equipment used, tube voltage and current;
f) detector and software used for image acquisition and display;
g) time of exposure per image, date of last detector calibration;
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No reproduction or networking permitted without license from IHS Not for Resale
--`,,```,,,,````-`-`,,`,,`,`,,`---ISO 10893-7:2011(E)
h) geometrical set-up, magnification and source-to-pipe distance;
i) types and positions of IQI;
j) IQI readings and minimum SNR at base material;
k) the image quality class achieved;
l) file name and storage location of raw data acquired;
m) date of exposure and report;
n) operator identification and name, certification and signature of the responsible persons.
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No reproduction or networking permitted without license from IHS Not for Resale
--`,,```,,,,````-`-`,,`,,`,`,,`---ISO 10893-7:2011(E)
Annex A
(informative)
Examples of distribution of imperfections
a) Example 1: one 12,0 mm imperfection
b) Example 2: two 6,0 mm imperfections
c) Example 3: three 4,0 mm imperfections
a Weld length 150 mm or 12T (T = specified wall thickness), whichever is the smaller.
Figure A.1 — Example of maximum distribution patterns of indicated elongated slag imperfections
for specified wall thickness above 12 mm
14 © ISO 2011 – All rights reserved
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Provided by IHS under license with ISO
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--`,,```,,,,````-`-`,,`,,`,`,,`---ISO 10893-7:2011(E)
a) Example 1: two 3,0 mm imperfections
b) Example 2: one 3,0 mm, one 1,5 mm, one 1,0 mm and one 0,5 mm imperfections
c) Example 3: one 3,0 mm, one 1,0 mm and five 0,5 mm imperfections
d) Example 4: four 1,5 mm imperfections
e) Example 5: two 1,5 mm, three 1,0 mm imperfections
Figure A.2 (continued)
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Copyright International Organization for Standardization
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---`,,`,`,,`,,`-`-````,,,,```,,`--ISO 10893-7:2011(E)
f) Example 6: six 1,0 mm imperfections
g) Example 7: twelve 0,5 mm imperfections
h) Example 8: three 1,0 mm, six 0,5 mm imperfections (scattered)
a Weld length 150 mm or 12T (T = specified wall thickness), whichever is the smaller.
Figure A.2 — Examples of maximum distribution patterns of gas pocket type imperfections
for specified wall thickness above 9 mm
--`,,```,,,,````-`-`,,`,,`,`,,`---
16 © ISO 2011 – All rights reserved
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Provided by IHS under license with ISO
No reproduction or networking permitted without license from IHS Not for ResaleISO 10893-7:2011(E)
Bibliography
[1] ISO 5579, Non-destructive testing — Radiographic examination of metallic materials by X- and gamma
rays — Basic rules
[2] ISO 11699-1, Non-destructive testing — Industrial radiographic films — Part 1: Classification of film
systems for industrial radiography
[3] ISO 14096-1, Non-destructive testing — Qualification of radiographic film digitisation systems —
Part 1: Definitions, quantitative measurements of image quality parameters, standard reference film
and qualitative control
[4] ISO 14096-2, Non-destructive testing — Qualification of radiographic film digitisation systems —
Part 2: Minimum requirements
[5] ISO 19232-3, Non-destructive testing — Image quality of radiographs — Part 3: Image quality classes
for ferrous metals
[6] EN 13068-1, Non-destructive testing — Radioscopic testing — Part 1: Quantitative measurement of
imaging properties
[7] EN 13068-2, Non-destructive testing — Radioscopic testing — Part 2: Check of long term stability of
imaging devices
[8] EN 13068-3, Non-destructive testing — Radioscopic testing — Part 3: General principles of
radioscopic testing of metallic materials by X- and gamma rays
[9] EN 14784-1, Non-destructive testing — Industrial computed radiography with storage phosphor
imaging plates — Part 1: Classification of systems
[10] EN 14784-2, Non-destructive testing — Industrial computed radiography with storage phosphor
imaging plates — Part 2: General principles for testing of metallic materials using X-rays and gamma
rays
[11] ASTM E2597-07, Standard Practice for Manufacturing Characterization of Digital Detector Arrays
[12] ASTM E2445-05, Standard Practice for Qualification and Long-Term Stability of Computed Radiology
Systems
[13] ASTM E2446-05, Standard Practice for Classification of Computed Radiology Systems
© ISO 2011 – All rights reserved 17
Copyright International Organization for Standardization
Provided by IHS under license with ISO
No reproduction or networking permitted without license from IHS Not for Resale
--`,,```,,,,````-`-`,,`,,`,`,,`---ISO 10893-7:2011(E)
ICS 23.040.10; 77.040.20; 77.140.75
Price based on 17 pages
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Provided by IHS under license with ISO
No reproduction or networking permitted without license from IHS Not for Resale
--`,,```,,,,````-`-`,,`,,`,`,,`---
|
10386_1.pdf
|
IS : 10386 ( Part 1 ) - 1983
’ Indian Standard
SAFETY CODE FOR -CONSTRUCTION,
OPERATION AND MAINTENANCE OF
RIVER VALLEY PROJECTS
PART I GENERAL ASPECTS
Safety in Construction, Operation and Maintenance of River Valley
Projects Sectional Committee, BDC 67
Chairman
SHRI J. C. MALHOTRA
House No. 472, Sector 6 Panchkula ( Haryana )
Members Representing
SHRI L. S. BASSI Roads Wing ( Ministry of Shipping and Transport ),
New Delhi
SHRI S. P. CHAKRAVARTY f Alternate ) .
SHRI D. T. BUCH Irrigation Project, Public Works Department,
Government of Guiarat. Ahmadabad
CHIEF DESIQN ENGINEER Beas Project, Talwara _ ’
CHIEF ENGINEER Salal Hydro Electric Project, Government of
Jammu and Kashmir, Jyotipuram
CHIEF ENGINEER ( CD0 ) Irrigation & Power Department, Government of
Andhra Pradebh, Hyderabad
SUPERINTENDING ENGINEER
( CD0 ) ( Alternate )
CHIEF ENOINEER ( IRRIGATION ) Public Works Department, Government of
Tamil Nadu, Madras
SENIOR DEPUTY CBIEF ENGI-
NEER ( IRRIOATION ) ( Alternate )
CHIEF ENGINEER ( PROJECTS ) Water and Power Department, Government of
Kerala, Trivandrum
DEPUTY CHIEF ENGINEER
( IRRITATION ) ( AZternate )
CHIEF ENQINEER ( TDC ) Irrigation Works, Government of Punjab, shahpur
Kandi
SUPERINTENDIN* ENGINEER
( CONSTRUCTION TDC ) ( Allernale )
CHIEF ENGINEER ( WRDO ) Public Works and Electricity Department, Govern-
ment of Karnataka, Bangalcre
SUPERINTENDINU ENGINEER
( CAUVARY PLANNINC ) ( Alternate )
( Continrud on jww 2 j
& Copyright 1983
INDIAN S’I’ANDARDS INSTITUTION
This publication is protected under the Indian Copyright Act ( XIV of 1957 ) and
ieproduction in whole or in part by any means except with written permission of the
oublisher shall be deemed to be an infringement of copyright under the said Act.IS : 10386 ( Part 1 ) -,1983
( Continued from page 1 ) ‘, .‘,%-
Members Representing
CHIEF TECHNLCAL EXAMINER Iriigation Department, Government of
Madhya Pradesh, Bhopal
SH(R~tSGI;*?zJb Continental Construction Pvt Ltd, New Delhi
DIRE&~ ( CC ) Central Water Commission, New Delhi
DIRECTOR ( HTD-I ) Central Electricity Authority. New Delhi
DY DIRECTOR ( HTD-I ) ( Alternate )
DIRECTOR ( R&C ) Central Water Commission, New Delhi
MEMBER ( IRRIGATION ) Bhakra Beas Management Board, Nangal Township
SUPERINTENDING ENGINEER
( BD ) ( Alternate )
SHRI V. R. NATAR~JAN Tamil Nadu Electricity Board, Madras
SHRI G. M. ABDUL RARAMAN ( Alternate )
SHRI S. RA&fAcHANDRAN National Projects Construction Corporation,
New Delhi
SHRI T. S. MURTHY ( Alternate )
SHRI D. M. SAVUR Hindustan Construction Co Ltd, Bombay
SECRETARY Central Board of Irrigation and Power, New Delhi
DEPUTY SECRETARY ( Alternate )
SECRETARY Farraka Barrage Control Board ( Ministry of
Agriculture and Irrigation 1, New Delhi
SHRI D. C. SHARMA Jaiprakash Associates Pvt Ltd, Nrw Delhi
SHRI G. H. SHIVASHANKAR Karnataka Power Corporation, Bangalore
PROJECT ENGINEER ( DESIGNS ) ( Althzate )
SUPERINTENDING ENGINEER Irrigation and Power Department, Government of
( BHATSE PROJECT CIRCLE ) Maharashtra, Bombay
SUPERITENDING ENGINEER Irrigation Department, Government of
( TONES CIVIL CONSTRUCTION Uttar Pradesh, Lucknow
DIV II )
SHRI R. S. VERMA Geological Survey of India, Calcutta
Da S. GANGOPSDHYAY ( Altirnate )
SHRI G. RAMAN, Director General, IS1 ( Ex-ojicio Member )
Director ( Civ Engg )
SHRI HEMANT KUMAR
Assistant Director ( Civ Engg ), IS1
2IS : 10386 ( Part 1 j - 1983
Indian Standard
SAFETY CODE FOR CONSTRUCTION,
OPERATION AND MAINTENANCE OF
RIVER VALLEY PROJECTS
PART I GENERAL ASPECTS
0 . F O R E W O R D
0.1 This Indian Standard ( Part 1 ) was adopted by the Indian
Standards Institution on 18 ApriI 1983, after the draft finalized by the
Safety in Construction, Operation and Maintenance of River Valley
Projects Sectional Committee had been approved by the Civil Engineer-
ing Division Council.
0.2 With large scale increase in construction activity of river valley
projects, the number of major accidents have increased. The degree
of safety achieved in project constructions has a direct bearing on the
amount of effort expended to avoid accidents by those who control the
conditions and practices on the project.
1. SCOPE
1.1 This standard ( Part 1 ) lays down the requirements regarding safety
programme, its enforcement, general qualifications of employees and
training for safety, and contractor’s/employer’s overall responsibility
regarding safety.
2. SAFETY PROGRAMME
2.1 Each contractor, private or government agency, shall have facilities
for conducting a safety programme, commensurate with the magnitude
of work under contract. Details of safety programme to be adopted by
the contractor shall be given by the Contracting Officer/Engineer-in-
Charge, prior to the start of construction operation. The programme
shall give details of the provisions proposed by the contractor, to provide
for safety of the employees and for elimination health hazards. In case
the work is undertaken by a government agency itself, the chief executive
or the chief authority shall appoint an organization to prepare a detailed
safety programme approved by the Chief Executive,
3IS : 10386 ( Part 1 ) - 1983
2.2 Safety Personnel - Each contractor/government agency shall
designate a competent employee, as a supervisor, responsible for carrying
out the safety programme. He shall create an organization, commensurate
with the project activities, consisting of other staff as required for suitable
development.
2.3 Pre-construction Safety Meetings - Representatives of contrac-
tor shall meet the Contracting Officer/Engineer-in-Charge prior to start
of construction activitres for the purpose of discussing safety standards
and requirements applicable to the work under contract. In case of
government agency is executing the work the manager of safety organi-
zation shall discuss with construction executive the safety programme
before the start of work.
2.4 Joint Safety Policy Meetings
2.4.1 The contractor or his representative shall participate in joint
safety policy meetings held once in two months, along wrth the contract-
ing agent and contactor or his representatives. These meetings shall be
utilized to review the effectiveness of safety measures/efforts, provided
by the contractor and to improve and coordinate safety activities, as
required.
2.4.1.1 In case of departmental work, the manager of safety organi-
zation shall hold meetings on safety programme to educate the workers
about the necessity and meaningfulness of safety regulations, precautions
and review the effectiveness of the efforts made by his organization.
2.4.2 The use of films on safety programmes shall be encouraged for
education of the eta!?‘, contractors and workmen and their display shall
be held at regular intervals at the project sites.
2.5 Safety Meetings - A minimum of one, ‘on the job or tool box’
safety meeting shall be conducted every month by all field supervisors
or foremen and it shall be attended by all the mechanics and labourers
at the work site.
2.5.1 The contractor shall also regularly organise safety meetings for
all job supervisors at least once a month.
3. ENFORCEMENT OF REGULATIONS
3.1 The Contracting Officer/Engineer-in-Charge shall ensure that the
contractor is exercising at all times, reasonable and proper precautions
for the safety of people at works and is complying.with the provisions of
current safety rules according to relevant Indian Standards, Indian
Electricity Rules and construction codes of State Governments. In case of
any negligence or default, he shall be penalized suitably and a clause to
this effect shall always be incorporated in the contract. A register may
4IS : 10386 ( Part 1 ) - 1983
be maintained or OK cards may be introduced, duly signed by the
Contracting Officer or his representative and the representative of
contracting agency, before the start of any item of work. It may be
reviewed monthly.
3.2 The safety staff shall prepare safety posters, signs, displays, leaflets,
bulletins, etc, and display them on neat attractive bulletin .boards.
Cartoons may also be displayed. Suggestions from the workers may
also be obtained by means of suggestion boxes which may be kept at
various places.
4. QUALIFICATIONS OF EMPLOYEES
4.1 Requirement - Throughout the course of contract persons employed
shall be physically fit and qualified to perform their assignments/duties.
Employees shall not knowingly be permitted or required to work in a
manner that their ability or alertness is so impaired because of fatigue,
illness or any other reason, that it may expose them and/or others to
injury.
4.1.1 In case of mechanical jobs, the operators shall not be less than 18
years of age and shall have a operator’s/driver’s licence or permit for the
equipment being operated by them, issued by the competent authority,
as per the requirement of Motor Vehicle Act. Marine divers shall be fully
qualified with respect to training, experience and physical condition
to perform the required type of diving and to perform the work involved.
A current physical fitness certificate from project medical officer or any
other medical officer authorized by project authority shall be required
for all diving personnel.
4.2 Minors and Women Workers - Contractorlgoverment agency
shall comply tiith all applicable State bye-laws and codes related to
employment of minors and women.
4.3 Physical Examination Required - Hoist operators, shovel/crane
operators, tractor/bull dozer operators, vehicle drivers or any other
hauling-heavy equipment operators, shall be examined and a physical
fitness certificate shall be obtained once in year during service from a
project medical officer or any other medical officer authorized by project
authority. A copy of such certificate shall be submitted to the Contracting
Officer/Engineer-in-Charge by the contrator/government agency
executing the work, if so required.
5. TRAINING FOR SAFETY
5.1 The contracting agency/contractor shall impart industrial safety
courses to its officers, safety managers, safety supervisors, foremen, etc.
In plants, training on industrial safety may be conducted for the
5IS : 10386 ( Part 1) - 1983
construction supervisors. The engineering staff may impart training
course to the artisans, operators, mechanics, foremen and other allied
supervisors.
5.1.1 Safety equipment shall be issued to the workers for this use.
5.2 Each employee shall be provided with the initial indoctrination,
including instructions related to pertinent job, reporting of accidents and
availability of first-aid and medical facilities.
5.2.1 Safety course may be organized at least once a year so that the
safety organization is abreast with the latest techniques and bye-laws.
The foremen, safety supervisors may impart lectures to the workmen
regularly and watch the effectiveness of the programme.
5.3 Employees shall not leave naked fires unattended. Smoking shall
not be permitted around fire prone areas and fire fighting equipment as
per relevant Indian Standards shall be provided at crucial location.
5.4 Employees under the influence of any intoxicants shall not be permit-
ted to remain at work.
6. CONTRACTOR/CHIEF EXECUTIVE’S SPECIAL RESPONSI-
BILITIES
6.1 It is the prime duty of the contractor/chief executive to ensure that
the safety manager be given the status necessary to enable him to carry
out his duties in collaboration with all grades of line management. He
shall be specialized in accident prevention and general safety. He should
try to ensure that basic safety principles are incorporated in the planning
stage of operation of machines, equipment, process work, storage,
distribution, etc. He should not only provide a safe working environment
but also help to facilitate production.
6.1.1 Special safety techniques may be employed to remove causes of
accidents. Broadly, these fall into two categories, (a) those which try to
remove the physical causes by providing safe working environment, (b)
those try to create a correct personal attitude.
7. REPORTS
7.1 Each employer/contractor shall maintain an accurate record and
shall report to the contracting officer in the manner and on forms
prescribed by the Contracting Officer, all cases of injuries/depths, occupa-
tional diseases, disabilities, etc, arising out of or in the course of
employment on the work under contract. Monthly reports of all
accidents shall promptly be submitted by the contractor to the Engineer-
in-Charge giving such details as may be prescribed by the project
authorities.
6, IS :10386( Ifart 1). 1483
7.1.1 All accidents shall be reported immediately to the Coiitiacbn$
Officer/Engineer-in-Charge on a prescribed proforma laid down by the
project authorities and every assistance shall be given in the investigation
of accident including submission of a comprehensive narrative rep&-t.
Further, other accidental occurances with serious accident potential such
as equipment failures, slides, cave-ins, etc, shall likewise be reported
immediately.
7.2 A well designed injury reporting system shall be introduced on each
m-oiect. It will automaticallv brincr out a lot of valuable information,
;se?ul in accident prevention &ork. CdINTERNATIONAL SYSTEM OF UNITS ( SI UNITS)
Base units
QUANTITY UrnT 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
Supplementary units
QUAN~XTY UNIT SYMBOL
Plane angle radian rad
Solid angle sr
Derived Units
QUANTITT UNIT %-iVBOL DEFINITION
Force newton N 1 N = 1 kg.m/ss
Energy joule J 1 J = 1 N.m
Power watt W 1 W=lJ/s
Flux weber Wb 1 Wb = 1 V.s
Flux density tesla T 1 T 0 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=lW/A
Pressure, stress pascal Pa 1 Pa = 1 N;m2
|
726.pdf
|
IS 726 : 1982
( ?T&/Reaffirmed 1990 )
(fm)
Indian Standard
GALVANIZED STEEL BUCKETS FOR
GENERAL USE - SPECIFICATION
( Second Revision )
*
@ki?/UDC 621,642.14’669-14 : 669’586
0 BIS 1991
BUREAU OF INDIAN STANDARDS
MANAK BHAVAN, 9 BAHADUR SHAH ZAFAR MARG
NEW DELHI 110002
Tq/Jane 1991 TIV Pi/Price Group 3IS : 726-1982
Y-q WT?B;
%fMk
FfFmJ w8~kp wR@il ~mmti~~ksf-
( yn g;ritm )
Indian Standard
GALVANIZEDSTEELBUCKETSFOR
GENERAL USE-SPECIFICATION
( Second Revision )
0 FOREWORD
0.1 This Indian Standard ( Second Revision )
was adopted by the Indian Standards Institution
on 22 February 1982, after the draft finalized by
the Domestic Hardware Sectional Committee had
been approved by the Consumer Products and
Medical Instruments Division Council.
0.2 This standard was first published in 1956 and
subsequently revised in 1964 to exclude the
buckets for fire fighting from this standard
(which were separately covered in IS 2546 : 1974*
to replace fps units by metric units and to
incorporate certain modifications pertaining to
the quality and the thickness of steel sheets to
be used for the body and bottom of buckets ).
0.3 The standard has been widely usedas a result
of which certain changes became necessary. The
present revision incorporates the modifications
reIating to the specification of material, thickness
of galvanized coating thickness of steel sheet and
the manufacturing details, which shall be helpful
in the effective implementation of this standard_
0.4 For the purpose of deciding whether a parti-
cular 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.
*Specification for galvanized mild steel fire bucket
(first revision ).
tRules for rounding off numerical values ( revised).1 SCOPE
1.1T his standard lays down the requirements
for material, dimensions, manufacture, finish and
performance of galvanized steel buckets for
general use.
2 CLASSIFICATION
2.1B uckets shall be of two qualities, namely,
‘Standard Quality’ and ‘Utility Quality’.
3 SIZES
3.1B uckets shall be of the following sizes:
Standard quality buckets 200, 225, 250, 275,
300, 325 and 350 mm
Utility quality buckets 175, 200, 225, 250,
275, 300, 325 and
350 mm
3.1.1T he size of a bucket shall be denoted by
its diameter at the top in millimetres.
4 MATERIAL
4.1 Steel Sheets
Steel sheets used for the body, bottom and
bottom ring’shall be either cold-rolled ( annealed )
quality conforming to IS 513 : 1973* or hot-
rolled quality conforming to IS 1079 : 19737.
4.1.1T he thickness of the steel sheet used for
body, bottom ear, bottom ring and the diameter
of the mild steel rod for the handle before
galvanizing, shall conform to the following:
Part of the Thickness in mm
Bucket ~-----~_~~~~
Standard Utility
Quality Quality
Buckets Buckets
Body 0’63 0’63
Bottom 1’00 0’63
Bottom rings 1’60 0’63
Handle diameter 10 Min 10 Min
Ear 2'50m m for sizes up to
250 mm and 3’15 mm for
sizes 275 mm and above
for both qualities of
buckets
*Specification for cold rolled carbon steel sheets
( second revision ).
tSPeeification for hot rolled carbon steel sheet and
strip ( third revision ).
2IS 726: 19i2
NOTES
1 - Tolerances on dimensions of thickness of steel
sheet used for body, bottom and bottom rings s&t11
be as per IS 513 : 1973’ or IS 1079 : 1973t which-
ever is applicable.
2 - Tolerances on ear dimensions shall be as mr
IS 1852 : 19731.
4.2 Mild Steel Rods
Mild steel rods used in the manufacture of
handle shall conform to Grade St 32-O of
IS 1977 : 1975s.
4.3 Mild Steel Wire
Mild steel wire used for stiffening the top rim
shall conform to IS 280 : 19785.
5 SHAPE AND DIMENSION
5.1 The shape and leading dimensions of the
buckets shall be as given in Fig. 1 to 4 and
Table 1.
6 MANUFACTURE
6.1 Standard Quality Buckets
The body shall be in two halves which shall be
joined together either by butt welding, or seam
welding, or by riveting or by a lock joint as
shown in Fig. 2A. The width of the seam lock
shall be not less than 12 mm for all sizes of
buckets except for 200 mm and 225 mm sizes
for which the width of the seam shall be not less
than 8 mm. The bottom shall be dished and
shall be joined to the body either by lap welding
or by a lock joint as shown in Fig. 3. The top
rim of the body shall be uniformly.beaded with
wire ( see Fig. 1 >. The ears shall be fitted to
the top of the rim at the longitudinal joint of
the body by means of at least three tinmen flat
head rivets with the flat head on the inside. The
ears shall be drilled or punched to receive the
handle. The ends of the handle shall be bent up
as shown in Fig. 1. The ends of the bottom ring
*w7r $fXa 56~ r;Wr?r %.ti * fqf9t-k( TqIr *Specification for cold rolled carbon steel sheets
( second revision ).
9_;r*Wr ) I
tm iif8a srfa 3wra * =qqT wtT Sal * fqf3rfk tspecification for hot rolled carbon steel sheet and
strip ( rhird revision ).
( 3i%-r7~rY T~?W) JIT
$aca %fFm qmra Zqra % fqy tma 3ifT ad dieff SSpecification for rolling and cutting tolerances for
hot-rolled steel products ( second revision ).
qz? ft fqfmfc( smr g;Ti?WJ)I I
$67aqr wni ( vrar7q fR9 ) * fqfmfhz( ThTI7r &Specification for structural steel ( ordinary quality)
( second revision ).
m&VT j I
YI’ q rqrq +fSrsfr iir4 3 f+rp 7% Wra 37 +I fqF¶f+ I TSpecification for mild steel wire for general engine-
ering purposes ( third revision ).
3shall be either welded or riveted together with
at least with two rivets and with a lap of at least
25 mm. The bottom ring shall be joined to the
body by welding ( see Fig. 3 ) which shall be
done only at two diametrically opposite seams.
The bottom end of the bottom ring shall be
straight and not folded.
-----_---~_- _--_ _
-1
t-1 -HAN DLE TO DE FREE
“\ AND TO L:E ALONG THE
EDGE OF BUCKET- i
“\
k HANDLE
‘\
i
- 1Ommd)
//
\
/
77
eoov
Cc C DIA
SFEFf IG.3 FC;R BASE JOINTS 25m m LAP--j--!
3TTgf3 1 %F’Wt ‘F? WS?
FIG. 1 STEEL BUCKET
Beading wire
Body
Bottom ring
Dia
Ear
Handle
Handle to be free and to lie
aIong the edge of bucket
mm
See Fig. 3 for base joints
25 mm lapIS 726 : 1982
6.2 Utility Quality Buckets
The manufacture of utility quality buckets shall
conform to the requirements specified under 6.1
except that:
a) the two halves of the body shall be joined
together by lapping, the length of overlap
shall be not less than 12 mm for all sizes
of buckets except 175mm, 200-mm and
225mm sizes for which the length of
overlap shall be not less than 10 mm and
riveted together by means of No. 6 tinmen
flat head rivets ( see IS 866 : 1957$ ) (with
the flat head on the inside) with a
maximum pitch of 25 mm ( see Fig. 2B);
6 TlKMEtJ FLAT tiEAD RIVET
-3F
JrTgf3 2 Zia Vl 3i@
FIG.~ JOINTS FOR THE BODY
No. 6 Tinmen flat head rivet ?=T7 6 fET?;rS S? fq'?6 T q%-$
Pitch &TiT?i
Width +$T-$
2A lock joint 2a R?iF;* t_s
2B riveted joint 2g f*E f*p Gil?
25 mm, Max 25 f9*, qfU.
*Specification for tinmen’s rivets.
5IS 726 : 1982
b) the bottom shall be dished and shall be
joined by a lock joint as shown in Fig. 3:
c) the bottom ring shall be joined with the
body either by welding or by means of
two to four No. 6 tinmen flat head rivets
equally spaced apart and with the flat head
on the inside; and
d) the end of the bottom ring shall be folded
inside and the width of the inside fold
shall be not less than 6 mm.
6.3 8T417 6.3 General
All welds shall be free from porosity, blow holes
and brittleness. The locking shall cover at least
70 percent of the width of the lock joint and the
seam shall be close-rolled and finished smooth.
The parts of the joint shall be well-pressed and
shall be free from gaps. The beading shall be
fully formed without gap.
---------_. ----- __
TINMEFNL AT
HEADR IVET
-/
“IN FOR
AS NIZ DE S 3 1U 5 P mT fO n 2 FO50 R mm I
SIZES 275mm AND I I
ABOVE
i
4-
-----I--- i--
I
mf3 4 5Tq + W?i
3TTFfa 3 ata + ?I+ +-t d$ +I d8 ir 8% i t&f
FIG. 4 DETAILS OF EAR
91 a??? 57 qpfa i d?
Dia EgTCI
FIG. 3 DETAILS SHOWING METHOD OF JOINING
BOTTOM TO BODY AND BOTTOMR ING TO BODY
Head rivet :i;rJ%r f7Gz
Body &rT
Tinmen flat fh%r fq? ;fT
Bottom ring ?t% ;i;T @ZiT
250 mm Min for sizes 250f~~rfa.if;%;T$d
Bottom sheet a3 * =i$7
upto 250 mm and * fqq 2.50 f9ti
Dia =m
3.15 mm for sizes ‘Tq. 3T‘fi2 75 f9+
mm fcr4
275 mm and above d7 F!Tti@ FrTi;jii
t fqy 3’15 f9s-l
mm f+ii
6IS 726:1982
( vii3 5.1 )
Table 1 Essential Dimensions and Nominal Capacities of
Galvanized Steel Buckets for General Use
( Clause 5.1 )
srf+gf tieI *afd@l
mnaa r------- A -------7 _--- A--__- srfkar
qw
* WB Wti a+ 9T Wlfl farB
Nominal Body Ear *Nominal
Size r--------- h-________.~ r--_-_*-----~ Capacity
Dia at Depth Dia at Height Width
Top Bottom
A B D (Z
(1) (2) (3) (Tj (5) (7)
fss’f fss’f fti fir* fsrif fss’f +7
mm mm mm mm mm 1
175 175 f 5 150& 5 125 f 5 5sm;Im3 35 * 3 2.1
200 200 * 5 175f 5 135 f 5 55 f 3 35 f 3 4.0
225 275 f 5 200 f 5 15oZt 5 55 f 3 35 * 3 5.5
250 250 & 5 225 Z!Z5 170 It 5 55 * 3 35 -f 3 8-O
21s 275 & 5 250 f 5 190 f 5 63 =I=3 40 & 3 11.0
300 300 f 5 275 f 5 210*5 63 f 3 40 * 3 14’0
325 325 & 5 300 f 5 230 -+ 5 63 & 3 40 f 3 18.0
350 350 f 5 325 f 5 250 + 5 63 f 3 40 f 3 23.0
*81fmT %r f$W, qr& WT m gl* @r Q7 ?VlmmaTr F I
*The capacity shall be calculated when the bucket is full up to the brim.
7 FINISH
7.1 All parts of the bucket shall be finished
smooth and sharp edges rounded off.
7.2 The buckets after fabrication shall be hot-
dip galvanized. The coating of zinc on any
portion shall be not less than 0’03 g/cm2 ( single
surface ). The galvanized coating shall be free
from blisters, grittiness, stains and bare spots, in
accordance with Appendix A of IS 2629 : 1966*.
7.2.1 The galvanizing shall withstand four
immersions of one-minute duration when tested
in accordance with IS 2633 : 1972i.
7.3 The mating of the bottom ring with body
and bottom shall be such that recess are avoided
as far as possible.
8 PERFORMANCE TEST
8.1 Buckets shall be leak-proof. The recom-
mended methods for testing the buckets for
leakage are given in 8.1.1 and 8.1.2.
*Recommended practice for hot-dip galvanizing of
iron and steel.
tMethods of testing uniformity of coating on zinc
coated articles (first revision ).8.1.1 The bucket shall be filled with water to the
brim and kept for 15 minutes. The bucket shall
not show any sign of leakage during this period.
8.1.2 A water tank of suitable size and full of
water shall be used for conducting the test. The
dry empty bucket with its top facing upwards
shall be pressed down the water vertically takmg
care that the top is at least 6 mm above the
water level. It shall be observed whether any
water gets into the bucket from the bottom or
sides of the bucket. If any water enters the
bucket, it shall be considered to have failed in
the test. The bucket shall be withdrawn, reversed
( with top downwards ) and again pressed down
the water vertically without agitating the water.
Should any air bubble be seen escaping through
the water, the bucket shall be deemed to leak
and, therefore, shall be considered to have failed
in the test.
9 SCALE OF SAMPLING AND CRITERION
FOR CONFORMITY
9.1 Lot
In any consignment, all the buckets of same
quality, same size and from the same batch of
manufacture shall be grouped together to consti-
tute a lot.
9.2 Sample Size
The number of buckets to be’ selected from a lot
shall depend on the size of the lot and shall be
in accordance with col 1 and 2 of Table 2.
These buckets shall be selected at randon from
at least 10 percent of the packages subject to a’
minimum of three, equal number of buckets
being selected from each such package. If the
number of packages is less than three, all the
packages shall be selected.
9.2.1 For Shape and Dimension, Manufacturing
Defects, Finish and Leakage
All the buckets selected as in 9.2 shall be
inspected for shape and dimensions ( see 5 ),
manufacturing defects ( see 6 ), finish ( see 7 )
and for leakage ( see 8 ). Any bucket which fails
to satisfy the requirements of any one or more
of the characteristics shall be considered as
defective bucket. The lot shall be considered as
conforming to these requirements, if the number
of defective buckets does not exceed the permis-
sible number of defective buckets given in co1 3
of Table 2.
9.2.2 For Galvanization Test
From the lot conforming under 9.2.1, a sub-
sIS 726 : 1982
+ ar;~ql~ f&- +i am@ fq jr$ ~TITs ~a?vl~vr sample in accordance with co1 4 of Table 2 shall
5 C., WI.7 rY&.Wrr K&--r= - ’ =ti r;a FSVT ;i be drawn and tested for galvanization. The lot
shall be considered as conforming to the
Yi?ifgW VW?* galvanizing requirements, if no bucket fails in
. .
Wti 2 W-3 * ii;Tc iWTn;Srri tP ~FWil +I adlfi~f
( is 9.2 )
Table 2 Scale of Sampling and Criteria for Conformity
( Chuse 9.2 )
nf?I ic nfFD4T ?g WVm ~a xtqti UlfFmY Jrnan;i W
ii? &I a a;rvWlF &r WWl
No. of Buckets Sample Size Permissible No. of Sub-gz:ple
in the Lot Defective Buckets
(1) (2) (3) (4)
25 il;h 5 0 1
UP to 25 5 0 1
26 & 50 8 0 1
2516 tBo 15500 138 01 :
51 to 150 13 1
151 B 300 20 1 :
151 to 300 20 1 2
301 ir 500 32 3
301 to 500 32 2’ 2
501 ?r 1 000 50 3 3
501 to 1000 50 3
1001 B 3000 80 5 Z
1 001 to 3 000 80 5 3
3 001 WIT JBB SVZ 125 7 5
3001andabove 125 7 5
10 MARKING
10.1 Each bucket shall be embossed on its side
with the manufacturer’s name or trade mark,
size, quality of bucket and any other marking
that may be required by the purchaser. Embos-
sing shall be sufficiently deep so that the marking
remains quite legible after galvanizing.
10.1.1 The buckets may also be marked with
the Standard Mark.
Note-The use of the Standard Mark is governed by the
provisions of the Bureau of Indian Standards Act, 1986
and the Rules and Regulations made thereunder. The
Standard Mark on products covered by an Indian
Standard conveys the assurance that they have been
produced to comply with the requirements of that
standard under a well defined system of inspection
testing and quality control which is devised an;
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.
11 PACKING
11.1 Unless otherwise specified, buckets shall be
packed in bundles of six in the case of 325-mm
and 350-mm sizes and in bundles of 12 in the
case of all other sizes.f?rnia : t+pTf4s g?rm m m b&i? TT’6 @ mrrfTa ifvrr I
In case of dispute English version of this standard shall be considered authentic.
mi asa
y4 TV4 ( )
1 10
2 15
3 20
4 25
5 30
4 c
6 35
7 40
8 45
9 50
10 60
11 65
12 70
13 80
14 90
15 100IS 21 : 1975 2 IS 3502 : 1981 2
IS 3748 : 1978 5
IS 226 : 1975 4
IS 4368 : 1968 3
IS 279 : 1981 3
IS 432 3
IS 4497 : 1972 2
( YPT 1 ) : 1982
IS 432 2
(W’T2):1982
IS 1029 : 1970 2 IS 4430 : 1979 3
IS 1148 : 1982 ,. IS 4431 : 1978 4
IS 1149 : 1982 2 IS 4432 : 1968 5
.
IS 1239 5 IS 5489 : 1975 3
( wrl 1) : 1979
IS 5517 : 1978 3
IS 1977 : 1975
4 IS 5518 : 1979 3
IS 1990 : 1975 2
IS 5522 : 1978 3
.
IS 2830 : 1975 4
IS 7283 : 1974 2
IS 2831 : 1975 2
IS 2879 : 1975 2
|
11769_1.pdf
|
IS:11769(Partl) -1987
( Reafflrmod 1997)
Indian Standard
GUIDELINES FOR SAFE
USE OF PRODUCTS CONTAINING ASBESTOS
PART 1 ASBESTOS CEMENT PRODUCTS
( First Reprint DECEMBER 1998 )
UDC 666.961 : 628.511.133 ( 026 )
0 Copyr&hr 1987
BUREAU OF INDIAN STANDARDS
MANAKBHAVAN,9 BAHADURSHAHZAFARMARG
NEW DELHI 110002
Gt 5 July 1987IS : 11769 ( Part 1 ) - 1987
lndian Standard
GUlDELINES FOR SAFE
USE OF PRODUCTS CONTAlNING ASBESTOS
PART 1 ASBESTOS CEMENT PRODUCTS
Cement and Concrete Sectional Committee, BDC 2
Chairman Representing
DH H. C. VISVESVAHAYA National Council for Cement and Building Materlab,
New Delhi
ADI)I~I~~b~ DIIUXTOR STAND- Research, Designs & Standards Organization
AHDS ( B & S ) ( Ministry of Railways ), Lucknow
D~JIJTY DIRECTOK STAND-
ARDS ( B 8~ S ) ( .#~rtId~ )
Sam K. P. BANERJEE Larsen and Toubro Limited, Bombay
SHRI HIRISH N. MALANX ( Alkrnafs )
SHXI S. IL BAN~HJEE National Test House, Calcutta
CIII~F ENQINBER ( BD ) Bbakra Beaa Management Board, Nangal Townbhip
Sasrr J. C. DA&UK( Altmmk )
CEIEF ENOINEER ( DES~XS ) Central Public Works Department, New Delhi
EXECUTIVEE NQINEER (D)-111 ( AIletna6~ )
CHIFI ENOINEER ( RESEARCH- Irrigation and Power Research Institute, Amritsar
cam-DIRECTOR )
RESEU~CH OFFICER ( CON-
CRETET ECBNOLOOY ) ( Alfrrnd~ )
DIRECTOR A. P. Engineering Research sLaboratories, Hyderabad
JOINT DIEECTOR ( Akmula )
DIRECTOR Central Soil and Materials Research Station,
New Delhi
CEIEB RESEARCE OFIWER ( Alrcrrrok )
DIRECTOR( CMDD-I ) Central Water Commission, New Delhi
DEPUTY DIFLECTOE( CMDD-I ) ( A&srnafe )
SBRI V. K. GHANEIKAR Structural Engineering Research Cenrre ( (ISIR ),
Roorkee
Sartr S. GOPINATH India Cements Limited, Madras
SHEI T. TIIUILAKARAN ( Alkmak )
@ Co#?i~h6 1987
BUREAU OF INDIAN STANDARDS
This publication is protected under the Indian Copwigh: dcr ( 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 : 11769 ( Part 1) - 1987
( Confinucdffom f1ag.91 )
Members Rspresmting
SHRI A. K. GUPTA Hyderabad Industries Limited, Hyderabad
SHRI P. J. JAGUS The Associated Cement Companies Ltd, Bombay
DH. A. K. CHATTERJEE ( AIlcrnatc )
SRRI N. G. JOSHI Indian Hume Pipes Co Limited, Bombay
Snnt R. L. K~voon Ministry of Transport ( Roads Wing )
SHHI R. K. SAXRNA ( Alternate )
SI~RI S. K. LAHA The Institution of Engineers ( India ), Calcutta
Snar B. T. UNWALLA ( Alternate )
Dn A. K. MULLI~K National Council for Cement and Building Materials,
New Delhi
SHRI S. N. PAL M. N. Dastur and Co Pvt Ltd, Calcutta
SHXI BIMAN DASUUPTA ( Altcrnatc )
SHI~I H. S. PAsIrICHA Hindustan Prefab Ltd, New Delhi
SHRI Y. R. PlruLL Indian Roads Congress, New Delhi; and Central
Road Research Institute ( CSIR ), New Delhi
SHRI M. R. C~IATTERJEE Cent;)aralhiRoad Research Institute ( CSIR ), New
( Allem& )
Da M~HAN RAI Cent;lor~~lding Research Institute ( CSIR ),
0
DR S. S. REHSI ( Alternate )
DR M. RAMAIAH Struc;araaa5ngineering Research Centre ( CSIR ),
DR A. G. MADUAVA Rno ( Alternate )
SHRI A. V. RAMANA Dalmia Cement ( Bharat ) Ltd, New Delhi
DB K. Cl. NARAN~ ( Altsrnnta )
SHRI G. RAM~AS Directorate General of Supplies and Disposals,
New Delhi
DR A. V. R. RAO National Buildings Organization, New Delhi
SARI J. SXN GUPTA ( Al!ernate )
SERI T. N. SUBUA RAO Gammon India Ltd, Bombay
SHRI S. A. RF:I)DI ( Alternutc.)
SHRI A. U. RIJ~SINOHANI Cement Corporation of India, New Delhi
SHRI C. S. SHARMA ( Ah-mate )
SHRI H.S. SATYA~AKAYANA Engineer-in-Chief’s Branch, Army Headquarters, New
Delhi
SHRI V. R. KOTNJS ( Ahrnatc )
SECRETARY Central Board of Irrigation and Power, New Delhi
SHRT K. R. SAXENA ( Alternuts )
SHRI R. K. S1NH.i Development Commissioner for Cement Industry,
( Ministry of Industry ), New Delhi
SHRI S. S. MI~LANI ( Aftcrnatc )
SUPERINTEN~INO ENOINWH. Public Works Department, Government of
( DESlUNs ) Tamil Nadu, Madras
EXKCUTIVE ENCINIWK ( SMR
DIVIVION ) ( Ahnnte )
Srrnr L. Sw.*nor,r Orissa Cement Limited, New Delhi
SHIESI I. Brrn~ra~:~r \IIYA ( Alternnfc )
SnR.1 S. K. Gun Z ‘1’11i\ K,i,lTA Gannon Dunkerley & Co Ltd, Bombay
SIII~I S. P. S\NI~ARA~AI~A~A~.~Y( illlernccle)
SirI G. IZ.\MI\N, Director General, BIS ( Ex-oficio Member )
Director ( Civ Engg )
StXrt?tflry
SIIRI N. C. HANI>YOPADIIYAY
Deputy Director ( Civ Engg ), BIS
( Connnusdo n pufe 17 )
2IS : 11769( Part 1 ) - 1987
Indian Standard
GUIDELINES FOR SAFE
USE OF PRODUCTS CONTAINING ASBESTOS
PART 1 ASBESTOS CEMENT PRODUCTS
0. FOREWORD
0.1 This Indian Standard ( Part 1 ) was adopted by the Bureau of Indian
Standards on 30 April 1987, after the draft finalized by the Cement and
Concrete Sectional Committee had been approved by the Civil Engineer-
ing Division Council.
0.2 In recent years there has been a growing awareness that exposure
to asbestos dust can have harmful effects on the health of workers. In
order to give guidance on how the risk of exposure to asbestos dust can
be prevented, controlled or minimized, it was felt necessary to lay down
some standards regarding safe use of different products containing
asbestos, improving conditions in workplaces, preventive measures, pro-
tection and supervision of the health of workers, packaging and transport,
disposal of asbestos waste, etc. This standard laying down guidelines
for safe use of products containing asbestos has been prepared in three
parts. This part of the standard lays down guidelines for safe use of
asbestos cement products. Guidelines for safe use of friction materials
containing asbestos and non-cement asbestos products other than friction
materials are covered in Parts 2 and 3 respectively.
0.3 Asbestos cement products generally contain 10 to 15 percent asbestos
fibres in a cement matrix that comprises the rest of the material and are
termed as ‘locked-in’ asbestos products as these products have the asbestos
fibres bound in cement. There is very little possibility of generation of
airborne asbestos fibres during any reasonable handling, transport,
storage and use of such products. However, during storing and instal-
lation, recommended work practices shall be followed to avoid harnlful
dust exposures.
0.4 ‘In the formu!ation of this standard, due wt~iphta~e has been given
to international co-ordination among the standards and practices pre-
vailing in different countries in :tddition to relating iL to the praclicrx in
the field in this country. Th’ 1s 11 ~1: 5i mee .1 7 met by deriving assistnncc frown
‘11,O Codes of practice: Safety in tlte use of asbestos’, I!184 published
by the International Labour Ofhce, Geneva ant1 IS0 7317 Asbestos
reinforced cement products -Guidelines for on-site work practices,
published by the International Organization for Standar-tlizatic~n.IS : 11769( Part 1 ) - 1987
1. SCOPE
1.1 This standard lays down the guidelines for safe use of asbestos
cement products.
2. OBJECT
2.1 The objects of this standard is to recommend procedures that shall
be adopted to ensure that asbestos cement products are used safely and
without harmful emission of asbestos dust.
3. APPLICATION
3.1 The prnvisions of this standard shall apply to any operation
involving a risk of exposure to airborne asbestos dust arising during
handling and installation of the following asbestos cement products:
a) Asbestos cement pressure pipes and joints,
b) Asbestos cement building and sanitary pipes and fittings,
c) Asbestos cement sheets and fittings for roofing and cladding, and
d) Asbestos cement flat sheets.
4. RECEIVING AND STORING OF ASBESTOS CEMENT
PRODUCTS
4.1 During receiving and storing of products where asbestos is bound
such as asbestos cement products, the recommendations given in 4.1.1
to 4.1.6 shall be followed to ensure minimum release of airborne dust,
and thus minimum exposure of workers to such airborne asbestos dust.
4.1.1 When manual unloading is done, the pieces shall be lifted
individually rather than sliding against abrasive surfaces that might
release unnecessary fibres due to friction.
4.1.2 At the final stage of manufacturing or wherever asbestos cement
products are being handled in large quantities, mechanical handling
equipment shall be used, where practicable.
4.1.3 Individual boards, sheets or other prod’ucts, when moved manually
shall be placed with care on the stack or other resting site
4.1.4 Dropping and dragging of finished asbestos cement products
shall be avoided.
4.1.5 All storage of asbestos cement products on site shall be made
within a designated area which shall always be maintained clean.
4.1.6 Damaged and crushed pieces shall be suitably disposed of in
accordance with the provisions laid down in IS : 11768-1986*.
*Recommendations for disposal of asbestos waste material.
4IS : 11769 ( Part 1 ) - 1987
5. WORK ON SITE
5.1 Asbestos cement products shall, where practicable, be delivered to
the site ready for use and shall need no further processing which may
generate dust.
5.2 Avoid creating dust and use hand tools or slow-running tools, which
produce only coarse dust or chips, rather than high-speed machines or
those which cut by abrading the material, thus generating inhalable dust.
5.3 When high speed tools are used, they shall be fitted with efficient
dust extraction equipment designed for the purpose.
5.4 Abrasive or masonry discs shall not be used for cutting asbestos
cement material.
5.5 For hand operations or short time and intermittent use of slow
running tools in the open air, special precautions are not normally
required.
5.6 When long continuous runs are carried out, dust extraction
equipment shall be used with the machines, as in workshop conditions.
Wet machining may be adopted, where practicable.
5.7 Sheets to be fixed in an overhead position shall be drilled, trimmed
or rasped before they are in place. Where it is necessary to work on
sheets in an overhead position and where dust is likely to reach the
respiratory zone, a respirator shall be worn. However, such operations
\
shall generally be avoided with proper planning.
5.8 Workplaces shall be kept clean as given in 8.1.
6. WORKING PROCESSES AND RECOMMENDED TOOLS
6.1 Corrugated Sheets and Fittings - For sheets and fittings, the
recommended tools for different working processes are given below:
Mitring cross Longitudinal cut Outs Drilling
Cutting Cutting
Handsaw Handsaw Scriber Handsaw Hand-or-power
operated drill
Scriber Jig saw Jig saw Jig saw
(s&Fe ) L(;;E;:y” ) ( see Note )
Nibbler I Low speed
circular saw
Jig saw Low speed Nibbler
( see Note ) circular
saw
Hand- Low speed
guided circular
band saw saw
Low speed
circular
saw
NOTE - Other machanically operated saws may lx used with special precautions.
Circular high speed saws are not recomnrcnded.IS : 11769 ( Part 1 ) - 1987
6.2 Flat Sheets - For flat sheets, the recommended tools for different
working processes are given below:
a) General:
cutting Drilling Sanding cut outs
Handsaw Hand-or-power Power-driven Handsaw
operated drills sanders
Nibbler up to ( This shall not Jig saw
10 mm be used unless
( depending provided with
on design ) dust extraction
equipment )
Low speed Hand-or-
circular power
‘saw operated
drills
Low speed
circular
saw
b) For thickness up to 6 mm:
Scriber Hand-or-power- Power-driven Handsaw
operated drills sanders
Nibbler (This shall not Nibbler
be used unless
provided with
dust extraction
equipment )
Hammer *Jig saw
shears
Low speed Hand-or-
circular power
saw operated
drills
Low speed
circular
saw
6.3 Pipes - The recommended tools for different working processes of
the pipes are given below:
a) For diameter up to 600 mm:
Cut&g Tumi~q Drilling and Cut Ou?s
Handsaw ( small Hand-operated lathe Handsa\%
diameters )
Hand-operated Power-operated lathe Jig saw with rar-
lathe cutter bide tipped blade
6IS : 11769 ( Part 1 ) - 1987
Cutting Turning Drilling and Cut Outs
Power-driven Hand drill
lathe cutter
Jig saw ( plus guiding Power drill
device for diameter
350 to 600 mm )
Chain cutter Hand operated
hole cutter
Hand-guided band- Power-driven hole
saw cutter with mill-
ing head
Low speed circular Power drill with
saw hardmetal bit
b) For diameter above 600 mm:
Cutting Turning Drilltng and Cut Outs
Hand-operated Hand-operated lathe Jig saw with car-
lathe cutter bide tipped blade
Power-driven Power-operated lathe Power drill
lathe cutter
Chain cutter Hand-operated
up to diameter hole cutter
800
Hand guided Power-driven
bandsaw hole cutter with
milling head
Low speed cir- Power drill with
cular saw hardmetal bit
7. TOOLS SPECIFICATION
7.1 Power-Driven Saws Such as Jig Saws, Circular Saws, Band
Saws, etc (set Fig. 1, 2 and 3 )
7.1.1 When working asbestos reinforced cement products with power-
driven equipment, such as saws, jig saws and band saws, the fineness of
the dust produced depends primarily on the geometry of the saw blade
as well as on the blade speed ( number of strokes, number of revolutions,
etc ) of the machine.
7.1.2 With a machine operating at a high frequency together with a
fine saw blade, an excessive amount of respirable fine dust is protluced
due to the grinding action and hence, such type of saw is not
recommended.
TIS : 11769 ( Part 1 ) - 1987
FIG. 1 JIG SAW
2 SAW BLADE OF A CIRCULAR SAW
FIQ. 3 HAND-GUIDED BAND SXIV
8.
IS : 11769( Part 1 ) - 1987
7.1.3 With a coarse-toothed saw and a low frequency, a chip-cutting
action ‘takes place which produces mainly coarse dust. Under certain
conditions such saw does not require any dust extraction equipment.
7.1.4 Low speed circular saws with milling action produce coarse
chips and do not require dust extraction.
7.1.5 The type of machinery is assessed by the following formula:
d _ -“k”_
where
d = calculated chip thickness im pm;
v = rate of feed in mm per minute;
a = tooth spacing in mm;
k = speed of the cutting teeth in mm per minute and is given
by the following formula:
k = Hf, for reciprocating movement; and
k = wR = PxRf, for radial movement
H = length of stroke in mm;
f- frequency ( number of strokes or revolutions ) in revolu-
tions per minute;
w = angular velocity in radians per minute; and
R - radius of circular saw blade in mm.
7.1.6 When working without dust extraction, the feed rate shall be
so chosen that the required chip thickness is reached under normal
operating conditions. For a given frequency of the machine and a
given saw blade, the feed rate depends principally on the shearing force
as well as the thickness and the properties of the material being cut.
7.1.7 A certain proportion of fine dust will be produced even when
operating with a thick chip. For this reason, the required thickness of
chip lies considerably above the dimensions of respirable dust particles.
7.1.8 The working process with a rotating saw blade is exactly the
same as that of the working stroke of a machine with a reciprocating
motion. However, on the return stroke, a grinding effect occurs which
produces fine dust. The proportion of fine dust produced during the
working stroke is, therefore, to be reduced to compensate for the fine
dust produced during the return stroke in order to maintain a similar
average dust concentration. Less fine dust is produced on the return
stroke when using thick saw blades because of the reduced surface
pressure.IS : 11769 ( Part 1 ) - 1987
7.1.9 The cooling air for a jig saw is often so directed that the fine
dust falling from the saw blade is blown away. This sort of air flow is
not permissible for working of asbestos reinforced cement products.
7.1.10 Fine dust produced, when a jig saw works with a grinding
action, shall be removed by means of concentrated suction apparatus.
7.1.11 Some empirical criteria for working with or without dust
extraction device \vhen using saws with rotating and reciprocating
blades are given belo\\,:
Chip Thickness Recommendations
a) Saws with rotating blades:
1) d > 100 ,utn Extraction usually not required
2) d < 30 pm Not recommended for field
3) 50 < d < 100 pm Extraction not required for occa-
sional use but required for con-
tinuous use
b) Saws with reciprocating blades:
1) d> 200pm Extraction usually not required
2) d < 100 pm Kot recommended for field
3) 100 < d < 200 pm Extraction not required for occasional
use but required for continuous
use
7.1.12 Circular saws, which work with a grinding action, shall be
equipped with dust extraction comprising upper and lower suction.
The lower extracter shall be adjustable and shall be so arranged that,
in every case, the extractor touches the underside of the sheet. This is
again not recommended for use in the field.
7.2 Power-Driven Nibblers - For power-driven nibblers, calculated
chip thickness is assessed by the following formula:
7.2.1 Tools with a Punching Action ( SECF ig. 4 )
7.2.1.1 These tools work in such a way that the piston of the
aggregate moves up and through the sheet to be adjusted. One cut of
approximately 10 mm cvidth is effected per stroke.
7.2.1.2 The cut edge of the sheet becomes c,h:ilrif+ired, thP trace
being wider on the unrierside of the sheet. This efl;.L’ Increases with
the thickness of the sheet.
10IS : 11769( Part 1 ) - 1987
7.2.1.3 Extraction is not required if the calculated chip thickness
satisfies the following conditions:
d >500 pm
FIG. 4 TOOL WITH PUNCHING ACTION
7.2.2 Tools with a Shearing Action ( see Fig. 5 )
7.2.2.1 These tools work in such a way that the knife of the cutting
aggregate moves up and down between two stationery jaws. The cutting
edge of the sheet is perpendicular to the surfaces of the sheet.
7.2.2.2 Cutting from the back of the sheet effects absolutely sharp
.edges on the top side of the sheet ( particularly autoclaved sheets )_
7.2.2.3 The sheering action does not actually produce chips. The
asbestos-cement material between the two stationary jaws becomes
highly compressed and is peeled off continuously. This compression
effects adequate stress of the blade. Working of asbestos-cement pro-
ducts with shearing tools is, therefore, limited to flat sheets up to
approximately 8 mm.
7.2.2.4 In spite of the fact that chips are not really produced, a
theoretical chip thickness may be calculated. Extraction is not required
if the calculated chip thickness satisfies the following condition:
FIG. 5 TOOL wrrn SHEARING ACTION
11IS : 11769 ( Part 1 ) - 1987
7.3 Tools for Working Pipes
7.3.1 Lathe Cutter, Lathe and Hole Cutter - These tools work by means
of a rotating hardmetal chisel ( or even two for a hole cutter ) fixed on
a turning frame.
7.3.1.1 Lathe cutter (see Fig. 6 ) - The lathe cutter, when completely
assembled, may be pushed over the pipe or may be assembled around
the pipe in the trench. The pipe is cut by a hardmetal chisel which
rotates around the pipe. Closer adjustments of the chisel may be made
by hand or with a screw nut. Lathe cutters are available with manual
turning handles or optional power drive.
This operation produces coarse dust because of the low frequency.
Dust extraction is unnecessary.
FIG. 6 LATHE CUTTER
7.3.1.2 Lathe ( see Fig. 7 ) - The lathe used to end-trim and re-
machine rough pipe-barrels to the necessary end profiles consists of an
adjustable self-aligning arbor inserted into the pipe bore, a screw-fed
turning frame, blades and manual turning handles or an optional power
drive.
This operation produces coarse dust because of the low frequency.
Dust extraction is not recommended.
7.3.1.3 Hole cuttu ( JOG Fig. 8 ) - The hole cutter consists of a
turning frame, two chisels and manual turning handles or optional power
drive. The turning frame is affixed in the pipe barrel.
This operation at a low frequency produces little dust. Dust extrac-
tion is unnecessary.
7.3.2 Jig Saw ( see Fig. 9 ) - Large jig saws for cutting pipes Up to
600 mm diarneter consist of a driving engine of approximately 700 W
or more and hardmetal toothed saw blade of a length up to 1 000 mm.
12IS : 11769( Part 1 ) - 1987
For stability reasons, this cutting unit needs a guiding and holding
device to cut pipes with diameters exceeding 350 mm.
FIG. 7 LATHE
FIG. 8 HOLE CUTTER
13IS %1 1769( Part 1 ) - 1987
Dust
Low frequency and wide tooth spacing produce coarse dust.
extraction is not necessary if the calculated chip thickness satrsfies the
following condition:
d > 200 pm
FIG. 9 LARGE JIG SAW
7.3.3 LOW Speed Circular Saw ( see Fig. 10 ) - The low speed circular
saw is powered by a motor of approximately 330 W and has a speed of
250 revolutions per minute. The blade of typically 115 mm IS tipped
with hardmetal teeth. The low speed circular saw does not require dust
extraction.
FIG. 10 Low SPEED CIRCULAR SAW
14IS : 11769 ( Part 1 ) - 1967
7.3.4 Chain Cultcr ( see Fig. 11 ) - Chain cutters operate by means of
cutting wheels, mounted in a chain wrapped around the pipe barrel.
Hydraulic pressure, applied by means of a remote electric or manually
operated pump, simultaneously squeezes the cutting wheels into the pipe-
wall until the material shears along the squeezing line. Because of the
shearing process, cutting with the chain is practically dust-free and no
chip thickness is to be calculated.
The chain cutter is particularly recommended for autoclaved pipes.
Its use for non-autoclaved pipes is not recommended due to the poor
quality of the cut.
Fxo. 11 CHAIN CUTTER
8. WASTE DISPOSAL
8.1 Waste material shall not be allowed to accumulate on the floor.
All working areas should be kept clean by regular use of vacuum cleaner.
Where vacuum cleaning is not practicable, the waste material shall be
thoroughly wetted before removal. Cleaning shall be done in accord-
ance with the provision laid down in IS : 11767-1986’.
8.2 Broken pieces and off-cuts of asbestos cement material shall be
collected and disposed of in a manner which does not generate dust.
*Recommendations for cleaning of premises and plants using asbes;os fibres.
15IS : 11769( Part 1 ) - 1987
8.3 Loose swarf and dust collected from fabrication processes shall be
wetted, where practicable, and placed in sealed impermeable bags and
disposed of in accordance with the procedure given in IS : 11768.1986*.
9. WARNING
9.1 Asbestos cement products shall bear a pictorial warning sign as
given in ‘Indian Standard Recommendations for pictorial warning signs
and precautionary notices for asbestos and products containing asbestos:
Part 2 Asbestos and its products’ ( under pre/mration ) to caution the users
that these products contain asbestos fibres and improper use of these
materials may result in generation of asbestos dust, inhalation of which
may cause serious damage to health.
10. SAFETY RULES SHEET
10.1 Safety rules sheat covering the following information are required
to be published by the manufacturers and shall be referred to for safety
in the use of asbestos cement products:
a) Product designation;
5) Name and address of the manufacturer of the product;
c) Health hazards that might arise from inhalation of asbestos dust;
d) Procedures for cleaning and safe disposal of asbestos, collected
for waste and dust extraction system; and
e) Precautionary information regarding handling of the product.
*Recommendations for disposal of asbestos waste material.
16IS :‘11769 ( Part 1 ) - 1987
( CPnfintredfrom page 2 )
Asbestos Cement Products Subcommittee, BDC 2 : 3
Dx S. K. CHOPRA
S-436 Greater Kailash
New Delhi
Members liepresenting
SJiRI S. K. EBPI’ERJEE National Test House, Calcutta
SHKI N. G. Basrs Directorate General of Technical Development,
New Delhi
SIIRI P. K. JAJN ( Altern& )
SH~I S. N. BASTJ Directorate General of Supplies & Disposals,
New Delhi
SHRI T. N. OROYEJA ( Alfcrnalr )
SHR~ S. R. B~inanmtr Shree Digvijay Cement Co Ltd, Bombay
SnlcJ V. R. N~TARAJAN ( Alternate)
SHRI S. K. CXAKR~\DORTY Development Commissioner, Small Scale Industries,
New Delhi
SflJtr S. C. I&MAX ( Allcrnnts )
DEPUTY DI!:ECTOI< STAKD~I~DS Research, Designs h Standards Organization
( B & S )-I ( Mmistry of Raiiways ), Lucknow
ASSIST.~XT DIRECTOR STAN-
DAIIPS ( B & S )-II ( /,kCrnUt)8
DIRECTOR, ENQINFZRINU G~o~ocy Geological Survey of India, Calcutta
DIVISION I
SHRI S. I;. MATH~~R ( Aflemalc )
SRRI s. GAX\PATIiY Southern Asbestos Cement Ltd, Madras
GENERAL M.4~.\0~1; ( CEXIENT ) Rohtas Industries Ltd, Dalmianagar
SHRJ D. N. SJlioH ( Alfrrnnlr )
SHRI S. S. GOHNCA Sarbamangala Manufacturing Co, Calcutta
SHRI I. 1’. GOENKA ( AItrrnofr )
SHRI SHJ6IvASAN N. IYEn Everest Building Products Ltd, Bombay
DH V. G. Ue-lnn~~u.4 ( Altarnate )
SHRI P. S. KALANI Saurabh Construction Co, Indore
DR KALY~N DAS Central Building Research Institute ( CSIR ),
Roorkec
SHRI K. D. DHARIYAL ( Alfcnmte )
LT-COL KAYLESR PRAKASH Engineering-in-Chief’s Branch, Army Headquarters,
,New DelhJ
SHRI K. R. BHAMB~NI ( Altsrnate )
SHRI HARSH-AD R. OZA Flowel Asbestos Products, Ahmadabad
SHRlV. PATTAHHT Hyderabad Industries Ltd, Hyderabad
SHRJ A. K. GUPTA ( Alternate )
DR N. RACIHAVENI>KA National Council for Cement and Building
Materials, Sew Delhi
DR A. V. R. RAO National Buildings Organization, New Delhi
SHRI J. SEN GUPTA ( Al&n& )
SUPCRINTENDIN~ SUICVEYOI~ OF Central Public Works Department, New Delhi
WORKS ( Cz )
Sunv~~nn OB WOIIRS ( CZ ) ( Ahcrnatc )
Sn~r S. A. SEAMY Municipal Corporation of Delhi, Delhi
( Continuedo n page ID )
17IS : 11769( Part 1) - 1987
Panel for Safety in Handling and Use of Asbestos, BDC 2 : 3/P2
Convancr Rcpressnting
SHRI D. K. BISWAS Ministry of Environment and Forests ( Department
of Environment )
Mmbcrs
SHEI B. K. B~NERJEE Sundaram-Abex Ltd, Madras
Snnr K. PA~?DARINATH( Alternat )
SHIU N. G. BASAK Directorate General of Technical Development,
New Delhi
SHRI P. K. JAIN ( Alternate )
SHRI S. K. CEAKILABORTY Development Commissioner, Small Scale Industries,
New Delhi
SHRI S. C. Kn~aa ( Altcrnatr )
Dn G. G. DAVAY In personal capacity ( 7172, parma Nugnr, Old
N,lifzi,ardos Ryad, And$ri East, Rombay )
DIRECTOR Iastttute Occupational Health,
Ahmadabad
DIE S. K. DAVE ( Alternate )
SIIRI S. GANAPATEY Southern Asbestos Cement Ltd, Madras
DR H. N. GUPTA Directorate General of Factory Advice Service and
Labour Instirutas, Bombay
Stcrtr SRINIVASAW N. IYER Everest Buildmg Products Ltd, Bombay
1~1tro D. B. K~poon ( RBTD ) Asbestos Information Centre ( India ), New Delhi
Dn J. L. KAW Industrial Toxicology Research Centre ( CSIR ),
Lucknow
~~~ M. V. NANOTHI National Environment Engineering Research
Institute ( CSIR ), Nagpur
DR D. M. DI~AKX.~DR~ICAR~( Alfernute )
Stitlt G. K. PANDRY itiinistrv of Environment and Forests ( Dep.a rtment of
Environment )
SHRI V. PATTARHI Hyderabad Industries Ltd, Hyderabad
DR N. RAGHAVEN~RA National Council for Cement and Building
Materials, New Delhi
SHRI S. RAMASWAMY Hindustan Ferodo Ltd, Bombay
DR A. V. R. RAO National Buildings Organization, New Delhi
SHRI D. N. MATWK ( Alternate )
SHRI B. K. SARAN Directorate General of Mines Safety ( klinistry of
Labour ), Dhanbad
DR D. K. SRIVASTAVA C Alternate )
SHRT NAVNIT TALWAR Rkinx Tal-Brot ( Pvt ) Ltd, New Delhi
SHRI A, K. SR~RMA ( Alternate )
18BUREAU OF INDIAN STANDARDS
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 Offtces)
c#rtraf Laboratory: TelephUle
Plot No. 20/9, Site IV, Sahibabad Industrial Area, SAHIBABAD 201010 8770032
Ragbnd Oiticos:
Central : Manak Bhavan, 9 Bahadur Shah Zafar Marg, NEW DELHI 110002 323 76 17
‘Eastern : 1114 CIT Scheme VII M, V.I.P. Road, Maniktola, CALCUTTA700054 337 86 62
Northern : SC0 335-338, Sector 34-A, CHANDIGARH 160022 80 38 43
Southern : C.I.T. Campus, IV Cross Road, CHENNAI 600113 235 23 15
tWestern : Manakalava. E9 Behind Mar01 Telephone Exchange, Andheri (East), 832 92 95
MUMBAI 400093
Branch Otlicee9:
‘Pushpak’, Nurmoharned Shaikh Marg. Khanpur, AHMEDABAD 380001 550 13 48
SPeenya Industrial Area, 1st Stage, Bangalore-Tumkur Road, 839 49 55
BANGALORE 56OQ58
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
Savibi 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-S-586, L. N. Gupta Marg. Nampally Station Road, HYDERABAD 5ooOOl 20 10 03
E-52, Chitaranjan Marg, C-Scheme, JAIPUR 302001 37 29 25
1171418 B, Sarvodaya Nagar. KANPUR 208005 21 66 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. 1411421, University P. 0. Palayam, ,621 17
THIRUVANANTHAPURAM 695034
NIT Building, Second Floor, Gokulpat Market, NAGPUR 440010 52 51 71
Institution of Engineers ( India ) Building, 1332 Shiiaji 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 66 28
$Sales Office is at ‘F’ Block, Unity Building, Narashimaraja Square, 222 39 71
BANGALORE 560002
Prlnted at New India Prlntlng Press, Khurja. lndta
|
10317.pdf
|
IS : 10317 - 1982
Indian Standard
GUIDE FOR
EVALUATION OF SOJL PROPERTIES
RELEVANT TO JRRlGATlON
Water Requirements for Crops SectionaI Committee, AFDC 46
Chairman Representing
Dn I. P. ABROL Cent;izaill Salinity Research Institute ( ICAR ),
Members
SHRI SWARAN SZNGHB AINS Department of Agriculture ( Government of
Punjab ), Chandigarh
SHRI SAT PAL BANSAL Department of Agriculture ( Government of
Haryana ), Chandigarh
SHRI s. K. Buz~ux Department of Agriculture ( Government of
Maharashtra ), Pune
DR R. P. DRII~ Central Arid Zone Research Institute, Jodhpur
SHRI V. S. DINK.%R Department of Irrigation ( Miniatry of Agriculture
& Irrigation ), New Delhi
SHRI P. K. KOCHAH. ( Alternate 1
JOINT DIRECTOR OB AGRICULTUI~E ‘Department of Agriculture ( Government of
Gujarat ), Ahmadabad
AGRONO~~IST ( IRRIGATED
AGRICULTURE ) ( Alternate )
JOINT DIRECTOR OF AGRICULTURE Department of Agriculture ( Government of
( SOII, CO~PSERVATION) Karnataka ), Bangalore
DEPUTY DIRECTOR OF AQRI-
CULTURE .( WATER USE
SPECIALITIES ) ( Alternate )
DR R. S. JOSRI Gujarat Agricultural University, Ahmadabad
DR S. S. KHANNA Haryana Agricultural I.Jniver.rity, Hissar
DR S. D. KHFPAB Punjab Agricultural University, Ludhiana
DR U. R. MEHTA Department of Agriculture ( Government of
~ Rajasthan), Jaipur
DR G. S. SHEKAWAT ( Alternate )
DR S. L. PANDAY Indian Agricultural Research Institute, New Delhi
Dn N. P. SENGX ( Alternate )
DR B. D. PATRAK Central Ground Water Board, Lucknow
SHRI G. H. SHAN~AR REDDY Andhra Pradesh Agricultural University, Hyderabad
DR A. VENKATACHARY ( Alternate )
( Continued on pape 2 )
@ Copyrtght1 Y83
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 shal1 be deemed to be an infringement of copyright under the said Act. IIS:10317- 1982
( Continued from page 1 )
Members Representing
DR G.B. SHENDE National Environmental Engineering Research
Institute, Nagpur
DR H. G. SINWI University of Udaipur, Udaipur
DR P. S. TOMER National Dairy Research Institute ( ICAR 1, Karnal
DR N. K. UMRANI Mahatma Phule Krishi Vidyapeeth, Rahurl
SHRI C. V. J. VARMA Central Board of Irrigation and Power, New Delhi
SHRI R. RAJARAMAN ( Alternate )
SHRI T. PURNANANDAM, Director General, IS1 ( Ex-o@cio Member )
Director ( Agri & Food )
Secretary
SRRI. V. S. MATHUR
Deputy Director ( Agri & Food ), IS1IS:10317 - 1982
Indian Standard
GUIDE FOR
EVALUATION OF SOIL PROPERTIES
RELEVANT TO IRRlGATlON
0. FOREWORD
0.1 This Indian Standard was adopted by the Indian Standards
Institution on 25 October 1582, after the draft finalized by the Water
Requirements for Crops Sectional Committee had been approved by the
Agricultural and Food Products Division Council.
0.2 Irrigation water plays a vital role in many soil process. The manner
in which water is distributed within the soil mass depends to a consider
able extent on the individual soil properties.
0.3 In rating land for irrigation ( agriculture ), first attention should be
given to physical condition which make the land adoptable to careful
control of moisture. Freedom from undesirable chemical characteristics
receives second consideration and third, the soil properties which effect
the inherent productivity are to be considered.
0.4 It is hoped, that this guide would help in deciding the method of
irrigation, suitable crops for the area in relation to efficient utilization of
water. This would also be useful to planners in selecting site for
irrigation projects.
0.5 For the purpose of deciding whether a particular requirement of this
standard is complied with, the final value, observed or calculated, expres-
sing the result of a test or analysis, shall be rounded off in accordance
with IS : 2-1960*. The number of significant places retained in the
rounded off value should be the same as that of the specified value in this
standard.
1. SCOPE
1.1 This standard gives guidelines for evaluation of soil properties in
relation to irrigation.
*Rules for rounding off numerical values ( revised ).
3IS : 10317 - 1982
2. PHYSICAL PROPERTIES
2.1 Texture
2.1.1 Texture is an expression to indicate the coarseness or fineness of
the soil as determined by the relative proportion of the various sized
primary particles in the soil mass. It is one of the fundamental and
permanent characteristics that has direct bearing on structure, porosity
adhesion and consistency. Sandy soils of open characters possess good
drainage and aeration and are usually loose and friable and easy to
handle in tillage operation. Clayey and silty soils owing to have large
surface area possess high absorbtive and retention capacity for moisture.
They usually have fine pores, are moderate to poor in drainage and
aeration and are relatively difficult to handle for cultivation purpose.
Proforma for land irrigability classes has also been mentioned in
Appendix A.
2.1.2 The standards followed for soil irrigability classes are mentioned
below:
Soil lrrigability Class l-exture
A Sandy loam to clay loam
B Loamy sand and clay
C Sand and clay
D Sand and clay
Non-irrigable class Any texture
2.1.3 Basis for above classification of soil texture are given in Table 1.
2.2 Effective Soil Depth
2.2.1 Soil depth modifies to a great extent the rooting system of plants
which is ultimately reflected in irrigation, crop growth and yield.
2.2.2 The standards followed for effective soil depth in soil irrigability
classification are as under:
Soil Irrigability Class Effective Depth in mm
A More than 900
B 450 to 900
C 225 to 450
D 75 to 225
Non-irrigable soil class Less than 75TABLE 1 BASIS FOR CLASSIFICATION FOR TEXTURE
t ~~dUsJ ‘L.i ad )
SL %‘f OF AANim tx BItROENT
No. %JIL +-_--_--C--~
Sand silt Clay
(1) (21 (31 (4) (6) w VI (9
i) Sandy Coarse Sands 93-100 04 (I;l%
SOilS Loam $ t 63-92 5-25 O-12
H&n s
ii) Loamy Mtideratefy Sandy learn ~1~ W92 o-13 9-N
SdllS Cthli-& Fi~;ab;?vA~ jkl - - -
Medithh Very fine wf - - -
sandy ioain
- Loam I 50-70 lo& iO-26
- Silt Ioam sif 25-75 25*QO O-26
- Silt si O-50 50-100 O-26
Sandy clay scl 65-85 o-13 1f -30
*:?ly loam
Clay loam cl 35-70 Q%?5 21-40
Silty clay sicl 0-B 23-74 25-40
loam
iii) Clayey Fine - Sandy clay SC 50-75 O-8 26-50
soils - Silty clay sic o-35 25-60 4O-75
‘- Clap E O-62 o-25 32-100
2.3 Infiltrrtiaa
2.3.1 Infiltration is the downward entry of water into the soil. It is
the maximum rate at which a soil in a given condition at given time can
absorb rain or irrigation water. It is classified as below:
C/ass Basic Ingilteration Rate
mm/Hour
1. Very Slow Less than 0.25 cm/hour to 2.5
2. Slbw 2.5 to 12.5
3. Moderate 12.5 to 25
4. Rapid More than 25
2.3.2 Infiltration is a dynamic and quite variable character of soil and
can be fairly well controlled by management practices.
5IS: 10317 - 1982
2.4 Permeability
2.4.1 Permeability are of two types (i) Qualitative (ii) Quantitative.
2.4.1.1 Qualitative - The quality or state of porous medium relative
to the readyness with which such a medium conducts or transmit fluids.
2.4.1.2 Quantitative - The specific properties governing the rate or
readyness with which a porous medium transmits fluid under standard
position.
2.4.2 The permeability depends upon pore size distribution of the soil.
Texture and structure of a soil often studred in field for qualitative
assessment of permeability. Concentration and composition of salts
dissolved in irrigation water also effect the permeability of soils.
2.4.3 The degree of permeability may be distinguished as follows:
Permeability Class mm/hour
1. Very slow Less than 1.2
2. Slow 1’3 to 5
3. Moderately sIow 5 to 20
4. Moderate 20 to 50
5. Moderately rapid 50 to 130
6. Rapid 130 to 250
7. Very rapid Above 250
2.4.4 The standards followed for permeability for soil irrigability class
are as under:
Soil Irrigability Class Permeability mm/hour
A 5 to 50
B 1.3 to 5
50 to 130
C 0.3 to 1.3
130 to 250
D Less than O-3 and
greater than 250
Soil permeability as a criteria is not applicable to deep black soil
because of their unique properties. Deep black soils ( vertisols ) which
are inherently slowly permeable due to expanding 2: 1 Iattic type minerals
do not qualify for irrigability class-A, they would qualify for B, C & D
Class.
6IS:10317 - 1982
2.5 Drainage
2.5.1 The processes of discharge of water from an area of soil by sheet
or stream; flow ( surface drainage ) and removal of excess water from
within soil by downward flow through the soil ( internal drainage ).
Generally speaking coarse texture soil drain better than fine texture soil.
Drainage depends directly on permeability of soil.
2.5.2 Standards followed for drainage for irrigability class are as below:
A and B Class : Lower subsoil is at least moderately permeable
or permeable layer of at least 6 inch thickness
occurs immediately below soil but within 10
feet ( sand and gravels ).
C and D Class : Moderately permeable subsoil or other perme-
able layer of at least 6 inch thickness occurs
with depth of 10 metres.
2.6 Soil Temperature
2.6.1 Soil temperature has extensive effect on soil properties and
behaviour. The water holding capacity of soil decreases slightly with
rise in temperature. Soil moisture is the most vital controlling factor in
soil temperature.
3. CRITERIA FOR CLASSIFICATION
3.1 Criteria for classification of soil on the basis of properties ( see 2 ) are
given in Table 2.
7s
TABLE 2 CRITERIA FOR CLASSIFYING SOZlfS INTO IRIIauBnrry GZeAZSES ”
( czaus3c-1 ) e”
SOIL ERRIGIABLE %I~C~ASSEB I%IwRRE~~~B~ Sam S
PROPERT~S ~-.------- .----z$uI ----w-----7 CacT(3 c
A B c D
(4) (5) (6) (73
i) Effective soil depth M;;; 22 450 to 900 mm %zj-450 mm 7?&25 man Less than 75 mm
( useful to crops )
ii) Texture of surface Sandy loam to Loamy sand; SieatE;. srsd Any tentme
30 cm clay loam clay chY clay
inclusive
co iii) Soil permeability 5.0-50 mm/hr 1’3-5 mmlhr @3-1.3 mm/hr Leas than
( see Note 1 ) ( of 50-l 30 mm/hr 138-250 mm/ht Q3 liml_
least permeable Ckeate tfiara
layer ) 250 mnr/hr
iv) Available water 120 mm or 90-120 mm 6O@Qmm 29-60 mm Less thalir m mm
holding capacity to more
depth of 90 cm
v) Coarse fragments Less than 5-15 percent 15-35. percent 35-65 percent It&we tixtn6 5
cobbles and stones 5 percent percent
( more than 75 mm )
vi) Gravel and Ran& Less than 15-35 percent 356.5 pereent 55-70 percent i%re than 70
( more than 25 15 percent percenr
up to 75 mm )
vii) Rockout crops 40 metres 20 metres 15 merres 5 metres Less t&s 5 mesres
( distance apart
ip metres )viii) Salinity Less than 4-8 mmhos 8-12 mmhos 12-16 mmhos More than
( E.C x 10s ) ( in 4 mmhos 16 mmhos
saturation extract )
( seeN ote 2 )
ix) Salt affected Less than - 20-50 percent - More than 50
( visual ) ( percent 20 percent percent
of area affected )
x) Severity of alkali ESP ( see Note 3.) - ESP (see Note 3) ESP (see Note 3) -
problem less than more than more than
15 percent 15 percent 15 percent
xi) Sub-soil or substrata Lower subsoil is at least moderately permeable or No moderately permeable subsoil or
drainage charac- a permeable layer of at least 18 cm thickness other permeable layer of at least
teristics occurs immediately below the soil but within 9 18 cm thickness occurs within depth
metres ( sand, gravel ) of 9 metres
xii) Soil erosion status Effects of sheets and rill erosion are reflected in effective soil depth, available moisture
holding capacity and in some other factors shown above. Moderately or severely gullied
soils may be classified based on local experience.
rc,
I\joTT: 1 - Soi] permeability as a criteria is not applicable to deep black soils because of their unique properties.
Deep black soil ( ver&& ) which are inherently slowly permeable due to expanding 2 : 1 lattice type mmerals do not
qualify for irrigation soil class A. They would qualify for being placed in B, C & 1, Class.
NOTE 2 - The method recommended by soil testing laboratories in India prescribed 1 : 2 soil to water ratio for soil
salinity determinations and hence corresponding conductivity figures are given here:
Salinity in Less than l-l.5 1.5-2’5 2.5-3 More than
1 : 2 dilution 1 mmhos mmhos mmhos mmhos 3 mmhos
NOTE 3 - Exchangeable sodium percent.
g
. .APPENDIX A D
..
( Clause 2.1.1 ) )Ir
8
PROFORMA FOR LAND IRRIGABILITY CLASSES 5
I
5f
LAND IRRIGABLE LAND CLASS CLASS 5 CLAW 6 NOT w
CHARACT~RISTISCS ----.------__h_-___--____~ TEVPORARILY SUITABLE FOR
Class 1 Class 2 Class 3 Class 4 NON-IRRIGABLE IRRIGATION
( UNCLASSIBIED )
___--------------
Soil Irrigability A A to R A to C A to D Further Investi- Includes lands
Class gations needed which do not meet
the minimum re-
TOPOGRAPHY quirements for the
other land classes
1. Slope Less than l-3 percent 3-5 percent 5-10 percent and are not suitable
5 1 percent for irrigation or
2. Surface No restric- Moderate Moderatelv Severe res- small isolated tracts
grading tion or less restrictions severe trictions (specifying size or
than__ ( specifica- restrictions ( develop distance from
metres excava- tions to be ( develop specifica- canal ) not suscepti-
tion per ha., developed specifications tions ble to delivery or
less than_ locally ) locally ) locally ) irrigation water
metres average
cut and fill
DRAINAGE
1. Outlets Suitable Suitable Suitable No drainage Further
outlets outlets outlets outlets investigations
available available available available needed
2. Surface Less than _ __ Less than_.__ Develop
metres of metres of specifications
shallow surface shallow surface
drains required drains required
per acre per acre3. Subsurface No subsurface No subsurface Subsurface No natural
drainage needed; drainage needed; drainage drainage outlets
or land is within or land is within needed. available; cost of
__ metres of _metres of Specifications pump off drainage
adequate drain- adequate drain- to be deve- exceed _Rs/ha
age way ( nulla age way ( nulla loped
or rivers ) or river )
4. Depth of More than 5 3.0-5 metres 1.5-3 metres I.5 metresa nd
water table metres below
With regard to items under Topography (2) and Drainage (2) and (3) the criteria will have to be worked out for
each project on the basis of local conditions.
LINTERNATIONAL SYSTEM OF UNITS ( SI UNITS )
Base Uaits
QUANTITY UNIT SYMaoL
Length metre m
Mass kilogram kg
Time second s
Electric current ampere A
Thermodynamic kelvin K
temperature
Luminous intensity candela cd
Amount of substance mole mol
Supplementary Units
QUANTITY UKIT SYVHOL
Plane angle radian rad
Solid angle steradian sr
Derived Units
QUANTITY UN17 s YMHOL DEFINITION
Force newton N 1 N = 1 kg.m/s%
Energy joule 1 J = 1 N.m
Power watt w 1 W = 1 J/s
Flux weber Wb lWb= 1V.s
Flux density tesla T 1 T = 1 Wb/m’
Frequency hertz HZ 1 Hz = 1 c/s (s-Ii
Electric conductance siemens S I S = 1 A/V
Electromotive force volt V 1 v = 1 W/A
Pressure, stress Pascal Pa 1 Pa = I N/m2AMENDMENT NO. 1 APRIL 1984
TO
IS:10317-1982 GUIDE FOR EVALUATION OF SOIL
PROPERTIES RELEVANT TO IRRIGATION
Corrbendum
-a -_a
(Page 6, clause 2.4.3, againstS t No. 2) -
Substitute 'Less than 1.3' for 'Less than 1.2'.
(AFIX 58)
Reprography Unit, ISI, Nev Delhi, India
..“.l_~_.-__.l.______._.___ _
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IS 2580 : 1995
ai%mg; t*wvr
( )
Indian Standard
TEXTILES - JUTE SACKING BAGS FOR
PACKING CEME‘NT - SPECIFICATION
( Third Revision )
UDC 621*798*151 [ 677.13 ]
@ BIS 1995
BUREAU OF INDIAN STANDARDS
MANAW BHAVAN, 9 BAHADUR SHAH ZAFAR MARO
NEW DELHI 110002
July 1995
Price Croup 3Jute and Jute Products Sectional Committee, TX 03
FOREWORD
This Indian Standard ( Third Revision ) was adopted by the Bureau of Indian Standards, after
the draft finalized by the Jute and Jute Products Sectional Committee had been approved by the
Textile Division Council.
This standard originally published in 1963 was revised in 1965 and 1982. The constructional
details and other particulars included in this standard are based on the results of sustained
__
research and development efforts made by the National Council for Cement and Building
Materials then Cement Research Institute of India in close collaboration with Indian Jute Mills
Association and cement industry. The standard was subsequently revised to incorporate necessary
changes based on extensive performance trails. The standard has been revised again so as to
ensure compatibility regarding general requirements of Jute sacking bags with those specified in
IS 9113 : 1992 ‘Textiles - Jute sacking - General requirements (first revision )‘. For the conve-
nience of small scale cement manufacturers provision has also been made in the standard for
bags without valve.
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.rs 2580:1995
Indian Standard
TEXTILES-JUTESACKINGBAGSFOR
PACKINGCEMENT- SPECIFICATION
( Third Revision)
1 SCOPE 4 MANUFACTURE
This standard prescribes the constructional 4.1 Sacking Cloth
details and other requirements of plain weave,
The bags shall be made from single piece of
double warp jute sacking bags for packing 50 kg
double warp, plain weave sacking cloth con-
cement.
forming to IS 12001 : 1987. For bags with
valve, the valve shall also be made from sacking
2 REFERENCES
cloth of the same construction as used in the
manufacture of bags.
The following Indian Standards are necessary
adjuncts to this standard:
4.2 Seam
IS No. Title
The bottom of the bag shall be left open or
1963 : 1981 Methods for determination of stitched as agreed to between the buyer and the
threads per unit length in woven seller. The stitching of the top and the bottom
fabrics ( second revision ) ( Re- of the bags shall be on the selvedge with over-
affirmed April 1993 ) head or herakle stitch through two layers of the
sacking using 2 strands of jute twine of 380 tex
1969 : 1985 Methods for determination of x 3 or single jute yarn of 965 tex for overhead
breaking load and elongation stitch and 2 strands of jute twine of 310 tex x 3
of woven textile fabrics ( second for herakle stitch.
;-v&i? ) ( Reaffirmed April
In case of bags manufactured without valve,
only the bottom of the bags need to be stitched
2873 : 1991 Textiles - Packaging of jute on the selvedge.
products in bales - Specifica-
All the stitching shall be of even tension
tion ( second revision )
throughout and all the loose ends shall be
2969 : 1974 Method for determination of securely fastened.
oil content of jute yarn and
fabrics @first revision) (Reaffirm- The number of stitches per decimeter shall be
ed March 1993 ) between 9 and 11.
5476 : 1986 Glossary of terms relating to 4.2.1 At the side of the bag the raw edges shall
jute (first revision ) be turned to a depth of 3.8 cm and sewn with
either overhead or herakle stitches through
9030 : 1979 Method for determination of four layers of sacking ( see Fig. 1 ), using 2
seam strength of jute fabrics strands of jute twine of 380 tex x 3 or single
including their laminates yarn of 965 tex for overhead stitch and using 2
( Reaffirmed March 1992 ) strands of jute twine of 310 tex x 3 for herakle
stitch.
9113 : 1993 Textiles - Jute sacking -
General requirements (first 5 SPECIFIC REQUIREMENTS
revision )
5.1 The bags shall conform to the requirements
12001 : 1987 Specification for jute sacking specified in Table 1.
cloth for cement bag
5.2 The bales containing the bags shall conform
3 TERMINOLOGY to the requirements specified in Table 2.
For the purpose of this standard, the definitions 5.3 The contract moisture regain shall be
given in IS 5476 : 1986 shall apply. 20 percent.
1IS 2580:1995
SELVEDG
UPPER
LAYER LOWER LAYER OF BAG
VALVE FLAP
LOWER
LAYE R
SECTION AA SECTION BB
VERHEAD OR HERAKLE
STITCHING _ c
SECTION CC
UPPER LAYER, +TITCH
\ f
X
RAW
EDGE
f
2
LAYER
SECTION ZZ
OVERHEAD OR
HERAKCE STITCHING
SECTIGN XX SECTION Y Y
NOTE - 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 JUTES ACKINGB AG FORP ACKINGC EMENT( WITH VALVE OPENINGA T SIDE CORNER)
2Ls 2580: 1995
Table 1 Requirements of Jute Sacking Bags for Packing Cement
( Cluuse 5.1 )
Sl No. Characteristic Requirement Tolerance Method of Test, Ref to
iII Dimensions, cm ( see Note 1 ) 8.3.2 of IS 9113 : 1993
a) Outside length
b) Outside width
ii) Valve dimensions, cm ( appli- A-l of this standard
cable for bags with valve only )
( see Note 2 )
a) Effective size ( see Fig. 2 ) 10 x 9.5 -‘:
b) Size of valve flap 16.5 x 12
3
iii) Ends per dm 68 f4 IS 1963 : 1981
iv) Picks per dm 39 zk+z IS 1963 : 1981
v) Mass per bag, g ( see Note 3 ) 8.5.2 of IS 9113 : 1993
a) For bags with valve 530
-‘,‘,’
b) For bags without valve 515
vi) Breaking strength of sacking IS 1969 : 1985
( ravelled strip method, 10 cm x 20 cm ),
Min, N ( kgf )
a) Warpway 1 570 ( 160 )
b) Weftway 1 810 ( 185 )
vii) Breaking strength of seam, A-2 of this standard
( strip method, 5 cm x 20 cm ),
Min, N ( kgf )
a) Side 588(60)
b) Top ( or top and bottom ) 657 ( 67 )
NOTES
1 Length and width different from those specified may be agreed to between the buyer and the seller.
However, the same tolerance Of + i cm shall apply.
2 In the case of bags with valve, the Position of Valve opening shall be at the side corner or top corner as
agreed to between the buyer and the seller.
3 Mass of bags of other dimensions shall be ProPortional to the standard bag of 71 cm x 48 cm weighing
530 g with valve and 515 g wlthout valve, calculated on the basis of the area of the sacking including the
scam and also valve and flap in case of bags with valve. However, a tolerance of t ;05 percent of bag
mass shall be permitted.
Table 2 Requirements of Packed Bales
( Clause 5.2 )
Sl No. Characteristic Requirement Method of Test
Total No. of bags per bale 500 or as agreed to 8.9 of IS 9113 : 1993
0 ( see Note 1 ) between the buyer
and the seller
ii) Contract mass of a bale, kg
( see note 2 )
a) For bags with valve 265
b) For bags without valve 258
iii) Corrected net mass of a Not less than the 8.1 of IS 9113 : 1993
bale contract mass
iv) Moisture regain, percent, Max 22 8.2 of IS 9113 : 1993
Oil content on dry deoiled 8.0 IS 2969 : 1974
“1
basis, percent, MUX
NOTES
1 There shall be no joined bag in the bale. The number of bags per bundle shall be 25 or 50 as agreed to
between the buyer and the seller.
2 The contract mass of a bale is calculated as followS:
Contract mass oi bale = nominal mass of a bag x specified number of bags per bale.
3IS 2580 : 1995
I I id /RAW EDGE _, ,,‘;J ‘+h
FOLDED INWARD<
I
1 The size and shape of the flap before folding and stitching is shown by ABCDE.
2 The size and shape of the valve as in the bag is shown by XYZE.
3 A’B’ shows the side AB of the flap after folding.
4 OD’ shows the side CD of the flap after folding.
All dimensions in centimetres.
FIG. 2 METHOD OF MAKING THE VALVE
6 PACKING AND MARKING tions made thereunder. The details of conditions
under which the licence for the use of Standard
6.i The bags shall be packed in bales as laid
Mark may be granted to manufacturers or
down in IS 2873 : 1991 or as specified in the producers may be obtained from the Bureau of
agreement between the buyer and the seller.
Indian Standards.
6.2 The bales shall be marked as prescribed in
‘7 SAMPLING AND INSPECTION
IS 2873 : 1991. Additional markings shall be
made as stipulated by the buyer or required by 7.1 Unless otherwise agreed to between the
the regulation or law in force. buyer and the seller, the procedure for sampling
and inspection shall be as given in IS 9113 :
6.3 BIS Certification Marking 1993.
The bales may also be marked with the Standard 8 CRITERIA FOR CONFORMITY
Mark.
8.1 The lot shall be considered as conforming
6.3.1 The use of the Standard Mark is governed to the requirements of the standard, if the
by the provisions of the Burearf of Indinn conditions as laid down in IS 9113 : 1993 are
Standards Act, 1986 and the Rules and Regula- satisfied.
4IS 2580 : 1995
ANNEX A
( Table 1 )
TESTING AND INSPECTION
A-O ATMOSPHERIC CONDITION FOR A-l.2 Remove the stitches and separate from
TESTING each bag the flap used for manufacturing the
valve. Lay the flap flat on the table, render it
A-0.1 All tests may be carried out in the free from creases and wrinkles and measure the
prevailing atmospheric conditions with relative size of flap to the nearest 0.2 cm.
humidity between 40 to 90 percent.
A-2 BREAKING STRENGTH OF SEAM
A-l SIZE OF VALVE AND FLAP A-2.1 Test two test specimens from the side
and two from top ( or top and bottom ) of each
A-l.1 From each sample bag remove the of the sample bags taking 200 mm between grips
stitches at the top of the bag near the valve. with the seam near about the centre in accor-
Lay the bag flat on the table, turn the upper dance with IS 9030 : 1979. Prepare the test
layer of the bag, render the bag free from specimens in the form of a double ‘T’ with
creases and wrinkles and measure the size of 100 mm of seam and 50 mm width of fabric as
the valve to the nearest O-2 cm. shown in Fig. 1 of IS 9030 : 1979.
5Bureau of Indian Standards
BIS is a statutory institution established under the Bureau of Zndiun Stan&n-& Act, 2986 to
promote harmonious development of the activities of standardization, marking and quality
certification of goods and attending to connected matters in the country.
Copyright
BIS has the copyright of all its publications. No part of these publications may be reproduced
in any form without the prior permission in writing of BIS. This does not preclude the free use,
in the course of implementing the standard, of necessary details, such as symbols and sizes, type
or grade designations. Enquiries relating to copyright be addressed to the Director
( Publications ), BIS.
Revision of Indian Standards
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 editon by referring to the latest issue of ‘BIS Handbook’ and Standards
Monthly Addition’.
This Indian Standard has been developed from Dot : No. TX 03 ( 2650 ).
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 Of&es )
Regional Offices : Telephone
Central : Manak Bhavan, 9 Bahadur Shah Zafar Marg 331 01 31
NEW DELHI 110002 { 331 13 75
Eastern : l/14 C. I. T. Scheme VIII M, V. I. P. Road, Maniktola f37 84 99, 37 85 61
CALCUTTA 700054 I 37 86 26, 37 86 62
I60 3843,
Northern : SC0 335-336, Sector 34-A, CHANDIGARH 160022
160 20 25,
1235 02 16, 235 04 42
Southern : C. I. T. Campus, IV Cross Road, MADRAS 600113
I 235 15 19, 235 23 15
Western : Manakalaya, E9 MIDC, Marol, Andheri ( East ) 1632 92 95, 632 78 58
BOMBAY 400093 I 632 78 91, 632 78 92
Branch : AHMADABAD. BANGALORE. BHOPAL. BHUBANESHWAR. COIMBATORE.
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LUCKNOW. PATNA. THIRUVANANTHPURAM.
Printed at Printwell Printers, Aligarh, India
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Indian Standard
PETROLEUMANDITSPRODUCTS-
METHODSOF SAMPLING
PART 3 METHOD OF SAMPLING OF SEMI-SOLID AND SOLID
PETROLEUM PRODUCTS
First RevWon )
(
UDC 66561.7: 620.113
@ BIS 1992
BUREAU OF INDIAN STANDARDS
MANAK BHAVAN, 9 BAHADUR SHAH ZAFAR MARG
NEW DELHI 110002
July 1992 Price Group 3Methods of Test for Petroleum, Petroleum Products and Lubricants Sectional Committee, PCD 1
FOREWORD
This Indian Standard ( Part 3 ) ( First Revision ) was adopted by the Bureau of Indian Standards, after
the draft finalized by the Methods ,of Test for Petroleum, Petrolum Products and Lubricants Sectional
Committee had been approved by the Petroleum, Coal and Related Products Division Council.
Sampling of petroleum and its products are taken for one or more of the following purposes:
a) For securing representative quantities from a part or from the whole of a quantity of material
required for visual or laboratory examination or for preservation for records. Examination may
be required to be made for determining physical and chemical characteristics in order to
ensure:
i) The average quality of the whole material, and
ii) The extent of variation of qualities in different portions of the whole materials.
b) For determining the density and temperature of the material for the purpose of calculating
the mass of a known volume of liquid or the volume of known mass.
It need not be emphasized that the most careful work in the laboratory or any quantity measurement
may be rendered useless if the samples, upon which such work is based are not truly representative.
In order to implement the detailed provisions given in this sampling should have the necessary
experience and skill. At all times scrupulous attention shall be given to detail. The methods covered
in this standard shall be supplemented by judgement, skill and experience.
In reporting the results of a test or analysis made in accordance with 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 1417 ( Part 3 ) : 1992
Indian Standard
PETROLEUMANDITSPRODUCTS-
METHODSOF SAMPLING
PART 3 METHOD OF SAMPLING OF SEMI-SOLID AND SOLID
PETROLEUM PRODUCTS
First Revision
( )
I SCOPE 4.2 Cleaning Procedures
This standard prescribes methods for obtaining All sample containers shall be absolutely clean
representative samples of semi-solid and solid and free of water, dirt, lint, washing
petroleum and its products for purpose of test compounds, naphtha or other solvents rust or
or examination. oil. Before using the container, rinse it with
petroleum hydrocarbon solvent or naphtha of
2 REFERENCES similar volatility. Dry either by passing a
amount of clean warm air through the container
The Indian Standard 1s 436 ( Part 2 ) : 1965 or by placing it in a hot dust-free cabinet at
‘Methods of sampling of coal and coke Part 2 : 40°C or higher. When dry, stopper or cap the
Sampling of coke’ forms the necessary adjunct container immediately.
to this standard.
4.3 Sampling Apparatus
3 TERMINOLOGY
Sampling apparatus is described in detail in
each of the specific sampling procedure. Sampl-
For the purpose of this standard, the following
ing apparatus shall be clean, dry and free of all
definitions shall apply.
substances that might contaminate the
3.1 Boring Sample materials.
A sample obtained by collecting the chips made 5 PRECAUTIONS AND INSTRUCTIONS
by, boring holes with a ship auger from top to
bottom of the material contained in a barrel, 5.1 It is not possible to give directions for
case, bag or cake. sampling, explicit enough to cover all cases.
They shall be supplemented by judgement, skill
3.2 Garb Sample
and sampling experience particularly in regard
to the type of samples to be taken. Extreme care
A sample obtained by collecting loose solids in
and good judgement are necessary to ensure
equal quantities from each part or package or
a shipment and in sufficient amount to be samples which represent general character and
average condition of the material.
characteristic of all sizes and components.
5.2 In addition to these general precuations,
3.3 Grease Sample
there are special precautions which shall be
A sample obtained by scooping or dipping a observed in sampling for certain tests. Some of
quantity of soft or semi-liquid material, such as these are covered in this standard, while the
grease from a package in such a manner that others are given in the relevant methods of test.
the material on the scoop or dipper is
representative of the material in the package. 5.3 A sample shall not include material other
than that to be sampled and shall not be
4 APPARATUS altered, for example, by evaporation of volatile
constituents or by oxidation in the process of
4.1 Sample Containers sampling, storing or transporation.
Sample containers shall be of glass, plastic
5.4 Samples shall be taken by, or under the
bottles or metal covered bottles or cans
immediate supervision of a person of judgement,
depending on the material to be handled. The
skill and experience in sampling.
container shall be wide mouthed with low necks
for easy filling and decanting. The size of such 5.5 The sampling apparatus and sample
containers will vary depending on the purpose containers shall be dry and free from any
for which sampling is being done. contaminating substance.
1IS 1447 ( Part 3 ) : 1992
5.6 During sampling operations, the material the laboratory otherwise combine the three sets
being sampled shall be protected as far as of borings into one sample. If sub-division of
possible from the effects of wind and weather the borings is desired, chill pulverize ( if
and the sample containers shall be closed necessary ), mix, and quarter the borings until
immediately after the sample has been taken. reduced to desired amount.
5.7 The operator engaged in sampling shall have
6.2 Garb Sampling
clean hands, free from any material ( unless it
be the material being sampled ). Clean gloves
6.2.1 Application
may be worn, but only when essential to protect
the operator from health or other hazards. The garb sampling procedure is applicable for
sampling all lumpy solids in bins, bunkers,
5.8 Labelling Sample Container
freight cars, barrels, bags, boxes and conveyors.
Label the container immediately after a sample It is particularly applicable for the collection of
is obtained. Include the following information: green petroleum coke samples from railroad
cars and for the preparation of such samples
a) Date and time;
for laboratory analysis.
b) Name of the sample;
c) Name or number and owner of the vessel 6.2.2 Place of Sampling
or container;
Petroleum coke may be sampled while being
d) Brand and grade of material; and
loaded into t.ailroad cars from piles or after
e) Reference or identification number and being loaded into railroad cars from coking
other information necessary to be given. drums.
6 SAMPLING PROCEDURE 6.2.3 Apparatus
~6.1 Boring Sampling
6.2.3.1 Sample container, a polyethylene pail of
6.1.1 Application approximately 9.5 1 capacity.
The boring sampling procedure is applicable for
sampling waxes and soft solids in barrels, cases,
6.2.3.2 SCOC~J,s tainless steel or aluminium.
bags or cakes when they cannot be melted and
6.2.4 Procedure
sampled as liquids.
6.1.2 Apparatus 6.2.4.1 Sanzpling
6.1.2.1 Ship auger Lumpy solids arc usually heterogenous and
Use a ship auger 19 mm in diameter similar to therefore are difficult to sample accurately. It is
that shown in Fig. 1 and of sufficient iength to preferable to take samples during the unloading
pass through the material to be sampled. of trucks or during transit of the material by
conveyors. From material in transit, obtain
6.1.2.2 Sample container number c;f portions at frequent and regular
Use clean, wide mouth metal containers, glass intervals a:ld combine them.
jars with covers.
6.2.4.2 When sampling from wagons, use one of
6.1.3 Procedure the following procedures:
Remove the heads or covers of barrels and
cases. Open bags and wrappings of cakes. a) Being loaded from a pile - Take 3 full
Remove any dirt, sticks, string or other foreign scoopc of sample at each of the five
substances from the surfaces of the material. sampling points shown in Fig. 2 and
Bore three test holes through the body of deposit in the polyethylene pail. Cover
the material - one at the centre, the other two the sample and deliver to the laboratory.
half-way between the centre and edge of Each sampling point shall be located
package on right and left sides respectively. If equidistant from the sides of the railroad:
any foreign matter is removed from the interior car.
,of the material during boring operation include
it as part of the borings. Put the three sets of b) Wagons ofrer ti’lxc’t loading from coki/!g
borings in individual sample containers, label drums - At any five of the sampling
and deliver them to the laboratory. points shown in Fig. 3 take a full scoop of
coke from about 0.3 m below the surface
6.1.4 Laboratory Inspection and deposit it in the polyethylene pail.
If there are any visible differences in the Cover the sample and deliver to the
samples, examine and test each set of boring at laborstory.IS 1447( Part 3 ) : 1992
FIG. 1 SHIP AUGER
FIG. 2 LOCATIONO F SAMPLING POINTS AT DIFFERENTL EVELSO F CAR
k-- L = LENGTH OF CAR d
,w
i-q.._.__. 10 x+) (= L > c 6 ._
I 0 l 0 t L
w
6
FIG. 3 LOCATION OF SAMPLING POINTS FROM EXPOSEDS URFACEO F CAR
~6.2.4.3 When sampling from conveyors, take the quartering operation. In this manner, the
one scoop for each 8 to 10 tons of coke sample will finally be reduced to a representatnve,
transported. These samples may be handied suitable size for laboratory purposes. Label and
separately, or composited after all samples deliver the sample to the laboratory in suitable
representing the lot have been taken. container.
6.2.4.4 When sampling from bags, barrels, or 6.3 Grease Sampling
boxes, obtain portions from a number of
packages selected at random as shown in 6.3.1 Application
Table 1 or in accordance with the agreement
This method covers practices for obtaining
betwccu the purchaser and the supplier.
samples representative of production lots or
6.2.4.5 Quartering shipments of lubricating greases, or of soft
waxes or soft bitumens similar to grease in
Carefully mix the sample and reduce it in size
consistency. The procedure is necessarily quite
to a convenient laboratory sample by the
general to cover the wide variety of conditions
quartering prccedure as given in IS 436
encountered and may require modification to
( Part 2 ) : 1965. Perform the quartering opera-
meet individual specification.
tion oh a hard, clean surface, free from cracks,
and protected from rain, snow, wind and sun.
6.3.2 Inspection
Avoid contamination with cinders, sand, chips
from the floor, or any other material. Protect If the material is a lubricating grease and
the sample from loss or gain of moisture or inspection is made at the manufacturing plant,
dust. Mix and spread the sample in a circular take samples from the finished shipping
layer, and divide it into quadrants to form a containers of each production batch or lot.
representative reduced sample. If this sample is Never take grease samples directly from grease
still too large for laboratory purposes, repeat kettle, cooling pans, tanks, or processing
3BS 1447 ( Part 3 ) : 1992
equipment. Do not sample the grease until it 6.3.3 Sample Size
has cooled to temperature not more than 8*3”C
above that of the air surrounding the containers Select containers at random from each lot or
and until it has been in the 6nished containers shipment to give the desired quantity specified
for at least 12 h. When the containers for a in Table 2.
production batch of grease are of different sizes,
treat the grease in each size of container as a 6.3.4 Procedure
separate lot. When inspection is made at the
place of delivery, obtain a sample from each
6.3.4.1 Inspection
shipment if a shipment consists of containers
from more than one production batch ( lot
Examine the opened containers to determine
numbers ), sample each such batch separately.
whether the grease nearest the outer surfaces of
the container with that in the centre, at least
Table 1 Minimum Number of Packages to be
152 mm below the top surface, for texture and
Selected for Sampling
consistency. When more than one container of
( Clause 6.2.4.4 ) a lot or shipment is opened, also compare the
grease in the respective containers.
Num!;aoLoqackages Number of Packages
to be Sampled 6.3.4.2 Sampling
,
(1) ~ (2)
If no marked difference in the grease is found,
1to 3 all
take one portion from the approximately centre
4 to 64 4 and at sufficient quantity to provide a
composite sample of the desired quantity ( see.
65 to 125 5
Table 2 ). Withdraw portions with a clean
126 to 216 6 scoop, large spoon or spatula and place them in
a clean container. Very soft, semi-fluid greases
217 to 343 7
may be sampled by dipping with a 0.4 kg can
344 to 512 8 or suitable dipper. If any marked difference in
the grease, two seperate samples of about
513 to 729 9
O-45 kg each one from the top surface adjacent
730 to 1 000 10 to the wall, and the other from the centre of
1001 to 1 331 11 marked variation are noted between different
containers of a lot or shipment, take separate
1 332 to 1 728 12 samples of about 0.45 kg from each container.
1 729 to 2 197 13 When more than one sample of ‘t? batch or
shipment is taken because of lack of uniformity,
2 198 to 2 744 14
send them to the laboratory as separte samples.
2 745 to 3 375 15
3 376 to 4 096 16 6.3.4.3 Handling Samples
4 097 to 4.913 17
If more than one portion is required to represent
4 914 to 5 832 18 a lot or shipment of grease softer than 175
penetration, prepare a composite sample by
5 833 to 6 859 19
mixing equal portions thoroughly. Use a large
6 860 to over 20 spoon or spatula in a clean container. Avoid
vigorous mixing or working of air into the
6.3.2.1 If the material being inspected is of grease. As grease samples become partially
grease-like consistency, but is not actually a ‘worked’ in being removed from containers, the
lubricating grease, but some mixture of heavy procedure is not suitable for obtaining samples
hydrocarbons such as micro-crystalline waxes or of grease softer than 175 penetration on which
soft bitumens, it will be permissible to take ‘unworked’ penetration is to be determined. For
samples from pans, tanks, or other processing grease having a penetration less than 175, cut
equipment, as well as from containers of the samples from the container with a knife in the
finished product. The grease sampling method form of blocks about 152 x 152 x 51 mm. If
shall be applicable to such, stocks only if for required, make unworked penetration tests on
some reason it is not possible to apply heat and blocks as procured, and other inspection tests
convert the material into a true liquid. on grease cut from the blocks.IS 1447 ( Part 3 ) : 1992
Table 2 Size of Grease Samples
( Clause 6.3.3 )
Container Lot or Shipment Minimum Sample
(1) (2) (31
Tubes or packages, less than 1 kg All Enough units for a 1 kg sample
1 kg cans All Three cans
5 or 10 kg cans All One can
Larger than 10 kg Less than 10 000 kg 1 to 2 kg from one or more
containers
Larger than 10 kg 10 000 to 50 000 kg 1 to 3 kg from two or more
containers
Larger than 10 kg More than 50 000 kg 1 to 3 kg from three or more
containers
5Standard Mark
The use of the Standard Mark is governed by the provisions of the Bureau of Indian
Standards Act, 1986 and the Rules and Regulations made thereunder. The Standard Mark on
products covered by an Indian Standard conveys the assurance that they have been
produced to comply with the requirements of that standard under a well defined system of
inspection, testing and quality control which is devised and supervised by BIS and operated
by the producer. Standard marked products are also continuously checked by BIS for con-
formity to that standard as a further safeguard. Details of conditions uader 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
BLS is a statutory institution established under the Bureuu 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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form without the prior permission in writing of BIS. This does not preclude the free use, in the course ot
implementing the standard, of necessary details, such as symbols and sizes, type or grade designations.
Enquiries relating to copyright be addressed to the Director ( Publications ), BIS.
Revision of Indian Standards
Indian Standards are reviewed periodically and revised, when necessary and amendments, if any, are
issued from time to time. Users of Indian Standards should ascertain that they are in possession of the
latest amendments or edition. Comments on this Indian Standard may be sent to BIS giving the
following reference:
Dot : No. PCD 1 ( 947 )
Amendments Issued Since Publication
Amend No. Date of Issue Text Affected
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Headquarters:
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Printed at New India Print&r Press. Khuria. India
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10070.pdf
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IS : 1007q- 198?
Indian Standard
SPECIFICATION FOR MACHINE FOR ABRASION
TESTING OF COARSE AGGREGATES
Cement and Concrete Sectional Committee, BDC 2
Chairman Representing
DR H. C. VIS~ESVARAYA _ Cement Research Institute of India, New Delhi
Members
ADDITIONAL DIRECTOR, STAN- Research, Designs & Standards Organization
DARDS ( B&S ) ( Ministry of Railways ), Lucknow
DEPUTY DIRECTOR, STAN-
DARDS ( B&S ) (Alternate )
SHRI K. P. BANERJEE Larsen & Toubro Ltd, Bombay
SERB HARISH N. MALANI ( Alternate )
SERI S. K. BANERJEE National Test House, Calcutta
SHRI R. N. BANSAL Beas Designs Organization, Nangal Township
SRRI T. C. GARV. ( Alternate )
SHRI R. V. CEALAPATHI RAO Geological Survey of India, Calcutta
SRRI S. ROY ( Akernate )
CHIEF ENGINEER ( DESIGNS ) Central Public Works Department, New Delhi
EXECUTIVE ENQINEER
( DESIONS ) III ( Alternate )
CHIEF ENQINEER ( PROJECTS ) Irrigation Department, Government of Punjab,
Chandigarh
DIRECTOR, IPRI ( Alternate )
DIRECTOR ( CSMRS ) Central Soil and Materials Research Station,
New Delhi
- DEPUTY DIRECTOR. ( CSMRS ) ( Altnnate )
SHRI T. A. E. D’SA The Concrete Association of India, Bombay
SRRI N. C. DU~~AL (Alternate )
SRBI A. K. GIJPTA Hyderabad Asbestos Cement Products Ltd,
Hyderabad
SHRI V. K. GUPTA Engineer-in-Chief’s Branch, Army Headquarters,
New Delhi
SRR~ S. N. PANDE ( Alternate )
DR R. R. HATTIAN~ADI The Associated Cement Companies Ltd, Bombay
SHRI P. J. JANUS ( Alternate )
DR IQBAL ALI Engineering Research Laboratories, Hyderabad
SHRI S. R. KULKARNI M. N. Dastur & Co Pvt Ltd, Calcutta
( Continued on page 2 )
@ Copyright 1982
INDIAN STANDARDS INSTITUTION
This publication is protected under the Indian Copyright Act ( XIV of 1957 ) and
reproduction in whole or in part by any means except with written permission of the
publisher shall be deemed to be an infringement of copyright under the said Act.iSriO -1982
( Continwdj?om page 1 )
Mtmbers Represantrng
SHRI S. K. LllIA The Institution of Engineers ( India ), Calcutta
SHRI B. 'I'.U NWALLA ( Alternate)
DR MOHAN RAI Centztoruzding Research Institute (CSIR ),
DR S. S. REHSI ( Alternate )
SHEI K. K. NAMBIAR In personal capacity ( ( Ramanalaya ’ II First
Crescent Park Road, Gandhinagar, Adyar, Madras )
SHRI H. S. PASRICEA Hindustan Prefab Ltd, New Delhi
SHRI C. S. MISHRA ( Alttrnate)
SHRI Y. R. PEIIJLL Central Road Research Institute ( CSIR ), New
Delhi
SHRI M. R. CRATTERJEE ( Alternate I )
SHRI K. L. SET~I ( Alternate 11 )
DR M. RAMAIAE Stru;;;ctLengineering Research Centre ( CSIR ),
DR N. S. BIIAL ( Alternate )
SHRI G. RAMDAS Directorate General of Supplies and Disposals,
New Delhi
DR A. V. R. RAO National Buildings Organization, New Delhi
SHRI J. SEN GUPTA ( Alternate )
SHRI T. N. S. RAO Gammon India Ltd, Bombay
SHRI S. R. PINXEIRO ( Alternate )
REPRESENTATIVE Indian Roads Congress,‘New Delhi
SHRI ARJUN RIJHSINOHAXI Cement Corporation of India Ltd, New Delhi
SHRI K. VITHAL RAN ( Alternate)
SECRETARY Cent;Jlh%oard of Irrigation and Power, New
DEPUTY SECRETARY ( I ) ( Alternate )
SHRI N. SIVAQURU Roads Wing, Ministry of Shipping and Transport,
New Delhi
SRRI R. L. KAPOOH. ( Alternate )
SHRI K. A. ~UBRAMANIAM The India Cements Ltd, Madras
SHRI P. S. RAMACEANDRAN ( Alternate)
SnPEnINTENDINU E N a I N E E R Public Works Department, Government of Tamil-
( DESICNS ) Nadu, Madras
EXECUTIVE EXQINEER ( SM&R
DIVISION ) ( Alternafe )
SHRI L. SWAROOP Dalmia Cement ( Bharat ) Ltd, New Delhi
SHRI A. V. RAFKANA ( Alternate )
SHRIG.RAMAN, Director General, IS1 ( Ex-oficioM ember )
Director ( Civ Engg )
Secretary
SHRI M. N. NEELAKANDHAN
Assistant Director ( Civ Engg ), ISI
( Codbuwl on page7 )
218 : 10070 - 1982
Indian Standard
SPECIFICATION FOR MACHINE FOR ABRASION
TESTING OF COARSE AGGREGATES
0. FOREWORD
0.1 This Indian Standard was adopted by the Indian Standards Institu-
tion on 28 January 1982, after the draft finalized by the Cement and
Concrete Sectional Committee had been approved by the Civil Engineer-
ing 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 can be obtained only
with standard testing equipment capable of .giving the desired level of
accuracy. The Sectional Committee has, therefore, decided to bring out
a series of specifications covering the requirements of equipment used fdr
testing cement and concrete, to encourage their development and manu-
facture in the country.
0.3 Accordingly, this standard has been prepared to cover requirements
of the machine used for testing abrasion value of coarse aggregates. The
method of determining abrasion value of coarse aggregate is covered in
IS : 2386 ( Part IV )-1963*.
0.4 In the formulation of this standard, due weightage has been given to
international co-ordination among the standards and practices prevailing
in different countries in addition to relating it to the practices in the field
in this country.
0.5 For the purpose of deciding whether a particular requirement of this
standard is complied with, the final value, observed or calculated, express-
ing the result of a test or analysis, shall be rounded off in accordance
with IS : 2-1960t. The number of significant places retained in the
rounded off value should be the same as that of the specified value in
this standard.
1. SCOPE
1.1 This standard specifies the require,ments of the machine used for
testing abrasion value of coarse aggregate.
*Methods of test for aggregates for concrete: Part IV Mechanical properties.
tRules for rounding off numerical values ( revised).
3IS t 10070 - 1982
2. MACHINE
2.1 The machine shall be of Los Angeles type.
3. MATERIALS
3.1 Materials for different components of the abrasion machine shall be
as given in Table 1.
TABLE 1 MATERIALS OF CONSTRUCTION FOR ABRASION
MACHINE ( LOS ANGELES TYPE )
SL PART MATERIAL SPECiAL RECOMMENDED
No. REQUIREMENTS, INDIAN STANDARD
IBANY SPEOIFICATION,
IF ANY
(1) (2) (3) (4) (5)
i) Cylinder Mild steel Smooth surface IS : 226-1975*
ii) Stub shaft Mild steel Smooth surface do
iii) Cover for Mild steel Smooth surface do
opening
iv) Shelf Mild steel Smooth surface do
v) Frame Structural - -
steel sections
vi) Ball bearing, - 50 mm bore -
heavy duty
vii) Motor 1 hp, 3 phase, -
1440 rpm
viii) Tray Mild steel - IS : 226-1975i
ix) Abrasive charge Cast iron Hardened
spheres
*Specification for structural steel ( standard quality ) (J;flh revision ).
4. DIMENSIONS
4.1 The dimensions with tolerances shall be as given in Fig. 1. Where
tolerances are not specified, the dimensions shall be considered as
nominal.
NOTE -The allowable deviations for nominal dimensions shall be as laid down
for coarse class of deviation in IS : 2102-1969*.
5. CONSTRUCTION
!fi.i Abrasion Machine ( Los Angeles Type ) - The abrasion machine
( Los Angeles type ) shall be constructed as shown in Fig. 1 and shall
jrst
*Allowable deviations for dimensions without specified tolerances ( revision ).
4fS I 18870- 1982
corisist of a hollow steel cylinder arranged for rotating about its axis in a
horizontal position.
OF PLATE SHELF AND COVER
CAST IRON OR ROLLED STEEL NOT LESS THAN 1250mm MEASURED
ENDS NOT 1ESS THAN 12mm THICK Ox DRUM
/ /
.:’ rCONC&ETE
SC
/ PIEff
j’ :
I /
NOTE - Shaft bearing shall be mounted on concrete piers or other rigid supports.
All dimensions in millimetres.
FIG. 1 TYPICAL ABRASION TESTING MACHINE ( Los ANQELES TYPE )
5.1.1 The hollow cylinder shall be made of steel with its ends closed.
The cylinder shall be mounted on stub shafts attached to both the elids
but not entering it. Ball bearings housed in brackets shall be mounted
over the shafts and the brackets shall be fixed to the frame as shown in
Fig. 1. An opening shall also be provided. A removable steel shelf pro-
jecting radially into the cylinder and extending its full length shall ‘be
mounted along one element of the interior surface of the cylinder. The
shelf shall be so mounted by bolts as to be firm and rigid. The position
518 t 10070- 1982
of the shelf shall be such that the distance from the shelf to the opening
measured along the circumference of the cylinder in the direction of
rotation shall be not less than 1 250 mm.
5.1.2 Removable Cover - A removable cover shall be provided to close
the opening on the cylinder dust-tight and this shall be bolted in place.
The removable cover shall be made of steel and shall be formed to
maintain the cylindrical contour of the interior surface.
5.1.3 SzeEf- The shelf shall be of mild steel.
5.1.4 Frame - The frame shall be of welded structural steel cons-
truction. A channel carrying the motor and gear box shall be fixed
rigidly to the frame.
5.1.5 Drive - The drive should be by means of a chain running over a
sprocket on the stub shaft and a sprocket on the shaft of a gear box
coupled to a motor ( 1 hp, 3 phase, 1 440 rpm ). A clutch shall be
provided. A revolution counter shall be provided to indicate the number
of revolutions. The rate of rotation of the cylinder shall be 30-33 rpm.
NOTE - It is desirable to equip the drive with a ‘power supply cut-off type
revolution counter which stops the machine after completing the specified number
of revolutions,
5.1.6 Tray - A tray with lifting handles shall be provided.
5.1.7 Abrasive Charge - The abrasive charge shall consist of 12 cast
iron spheres 48 f 2 mm in diameter and each weighing between 390 and
455 g and a total of 12 numbers of spheres weighing 5 000 f 25 g shall
be supplied.
6. MARKING
6.1 The following information shall be clearly and indelibly marked on
each component of the abrasion machine in a way that it does not
interfere with the performance of the machine.
a) Name of the manufacturer or his registered trade-mark or both,
and
b) Date of manufacture.
6.1.1 The aggregate testing machine 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 or
processors, may be obtained from the Indian Standards Institution.
6f& : -
iciOi0 1982
( Coniinwdfrom page 2 )
Instruments for Cement and Concrete Testing
Subcommittee, BDC 2 : 10
convener Representing
DR IQBAL ALI Engineering Research Laboratories, Hyderabad
Members
SHRI P. D. A~ARWAL Public Works Department, Government of Uttar
Pradesh, Lucknow
DR T. N. CHOJER ( Alternate )
PROI+ B. M. AHUJA Indian Institute of Technology, New Delhi
SHRI T. P. EKA~-~BARAX Highways Research Station, Madras
SERI H. K. GUHA All India Instruments Manufacturers and Dealers
Association, Bombay
DEPUTY SECRETARY ( Alterante )
SHRI P.J. JAWS The Associated Cement Companies Ltd, Bombay
SHR~ D. A. WADIA ( Alternate )
SHRI M. R. JOSHI Research & Development Organization ( Ministry
of Defence ), Pune
SERB Y. P. PATHAK ( Alternate )
SHRI E. K. RAXAOHANDRAN National Test House, Calcutta
SHRI S. 1~. BANERJEE ( Alternate )
Pnoy C. K. RAMESH Jndian Institute of Technology, Bombay
DR R. S. AYYAR (Alternate)
SHRI M. V. RAN~A RAO Cement Research Institute of India, New Delhi
DR K. C. NARAN~ ( Alternate )
DE S. S. REHSI Central Building Research Institute ( CSIR ),
Roorkee
SHRI J. P. KAUS~ISH ( Alternate )
SHRI A. V. S. R. SASTRI Associated Instrument Manufacturers ( India )
Private Ltd, New Delhi
SHRI SUBHASH SHA~MA ( Alternate )
SH~I K. L. SETHI Cent;)aihyad Research Institute ( CSIR ), New
SERI M, L. BHATIA ( Alternate)INSTRUMENTS FOR TESTING CEMENT AND CONCRETE
IS:
5512-1969 Flow table for use in tests of hydraulic cement and pozaolanic materials
5513-1976 Vicat apparatus (first recision )
5514-1969 Apparatus used in ‘ Le-Chatelier ’ test
5515-1969 Compaction factor apparatus
5516-1969 Variable flow type air permeability apparatus ( Blaine type )
5536-1969 Constant flow type air permeability apparatus ( Lea and Nurse type )
5816-1970 Methods of test for splitting tensile strength of concrete cylinders
7320-1974 Concrete slump test apparatus
7325-1974 Apparatus for determining constituents of fresh concrete
9376-1979 Apparatus for measuring aggregate crushing value and 10 percent fines
value
9377-1979 Apparatus for aggregate impact value
9399-1979 Apparatus for flexural testing of concrete
9459-1980 Apparatus for use in measurement of length change of hardened cement
paste, mortar and concrete
9799-1981 Pressure meter for determination of air content in freshly mixed concrete
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14243_1.pdf
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IS 14243 ( Part 1 ) : 1995
Indian Standard
SELECTIONANDDEVELOPMENTOFSITE
FORBUILDINGINHILLAREAS-
GUIDELINES
PART 1 MICROZONATION OF URBAN CENTRES
UDC 69.035.2 :6 9.051(0 26)
0 BIS 1995
BUREAU OF INDIAN STANDARDS
MANAK BHAVAN, 9 BAHADUR SHAH ZAFAR h4ARG
NEW DELHI 110002
June 1995 Price Group 2Rock Mechanics Sectional Committee, CED 48
FOREWORD
This Indian Standard (Part 1) was adopted by the Bureau of Indian Standards, after the draft finalized by
the Rock Mechanics Sectional Committee, had been approved by the Civil Engineering Division Council.
Physical planning and preparation of master plan for development of urban centres and multi-purpose
projects require considerations ofvarious natural hazards which lead to damage and collapse of structures
resulting in injury and death alongwith loss of investments and reduction of socio-economic fabric of the
inhabitants. Earthquakes, volcanic eruptions, river aeolian and glacial erosion, ground failures and other
geological hazards, vagaries of rain fall, floods, cyclones, tornadoes and other atmospheric disturbances
and procreated hazards resulting from mining and other excavations, unregulated and unplanned con-
structions, lack of awareness about natural hazards and oblivious of consequences of construction at sites
vulnerable to ground failures, rock falls and avalanches, debris movements, inundations and other risks,
cause damage to buildings in urban centres. In general these factors are not kept in view and haphazard
growth of urban centres takes place which result in disasters on exposure to natural and procreated
hazards.
Ground failures in hill sides in mountainous terrains and in other adverse rock and soil conditions,
inundatibn of low-lying areas, along flood planes of rivers in alluvial terrains and coastal areas and on
exposure to earthquakes and extreme hydrometeorological conditions give rise to large scale damage and
destructions resulting in devastation of urban centres. The main objective of microzonation of urban
centres is demarcation of following:
i) Areas which in the prevailing local geomorphological, geological and hydrological conditions are
unstable and undergo ground failures inundation or water-logging;
ii) Areas which are potential sites for similar risks on exposure to earthquakes and other natural and
procreated hazards; and
iii) Areas in which risks are negligible.
Thus planned land use with appropriate green belts, building complexes, transportation systems and life
line structure sites is not likely to impose adverse effects on the environment. The strong ground motion
amplification due to local conditions and proximity of active faults, nature, type of ground failures and
their likely aerial extent and situation of inundations of specific land areas from external and internal
sources have to be assesed used so that areas where housing and office complexes and commercial and
industrial sectors constituting an urban centre can be sited.
To minimize damage of buildings in the prevailing local conditions, it is necessary to provide guidelines
for microzonation of areas of existing and proposed urban centres, selection of sites for housing,
commercial and industrial sectors within or close to an existing or planned urban centres and development
of building sites to ensure safety on exposure to natural and pretreated hazards. This code incorporates
guidelines for preparation of microzonation maps of areas of existing and proposed urban centres. Such
maps provide basic information for physical planning and preparation of land-use maps and master plans
for siting of buildings and development of such sites in urban centres.
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 L4243 (Part 1) : 1995
Indian Standard
SELECTION AND DEVELOPMENT OF SITE
FOR BUILDING IN HILL AREAS -
GUIDELINES
PART 1 MICROZONATION OF URBAN CENTRES
1 SCOPE at 2 m interval would be desirable. With
gradual reduction in relief smaller scale maps up
This Standard provides guidelines for preparation
to 1 : 25 000 scale with contour intervals at 3 to 5m
of microzonation map of a region to be used for an
intervals may be used. For areas where such
urban centre or multi-purpose project site for
topographic maps are not available, they should be
regulating siting of housing and office complexes,
got prepared as they form the base maps for
commercial and industrial sectors, community ser-
mappimg.
vices and other engineering structures to prevent
damage from natural and procreated hazards 3 PRIMARY FACTORS TO BE CONSIDERED
resulting in ground failures and inundation of built FOR MICROZONATION MAPS
up areas. 3.1 The primary factors that govern the selection
of parameters for microzonations depend on
2 GENERAL (3
regional geology, hydrological conditions and local
2.1 If natural and procreated hazards are not geology. The order, format and details in which
evaluated adequately while considering the these should be considered are governed by local
suitability of the site for existing and future urban conditions, the size of the urban centre and the type
centres it may lead to large scale damage. Ground and purpose of the building complexes in various
failure and inundation due to local conditions sectors of the urban centre. The hazards resulting
result in damage to buildings even if suitable con- from human activities due to mining and other
struction practices have been adopted. Lack of excavations, constructions disturbing the hydro-
structural safety of buildings in old and conjusted logical regime, etc, often have adverse effects and
localities, from their inherent poor construction or cause damage, water logging and related hazards.
dilapidated and weak conditions due to poor main-
3.2 Regional Geology
tenance and repair add to the catastrophic effects
often blocking access, hinder rescue and relief It is necessary to consider overall geological setting
operations. Inundations fully or partially flooding and history of natural hazards in order to encom-
buildings and household good and failures of foun- pass all factors of significance and to account for
dations in adverse situations disrupts life lines in specific conditions such as earthquakes and floods
addition to damage to property and loss of life. in the region. Such studies of regional geology
Microzonation maps should delineate areas which should cover the area around the urban centre to
are prone to ground failures of different types and evaluate the intensity of hazards which have a direct
the areas which could be inundated during mon- bearing on characteristics ground failures and in-
soons and extreme hydrometeorogical conditions undation. Study of regional geology should include:
as well as unplanned drainage of domestic and i> Identification of physiography including
industrial discharge of water. landforms and drainage, and geology of the
region;
2.2 The microzonation maps are required to be
ii) Geologic history of the region;
prepared on scales based on:
iii) Description of geological formations rock
i) size of the urban centre,
masses and surficial deposits/soil;
ii) relief of the area,
iv) Description of geological and structural fea-
iii) nature of surficial soil and rock strata, and
tures including folds, faults and fractures
iv) drainage pattern and its density.
and joint patterns;
In regions of high relief in mountainous terrains “) Location and description of faults and shear
with rock outcrops and surficial detritus, topo- zones in which movements are taking place
graphic map of 1 : 10 000 scale with contours or may generate earthquakes; andIS 14243 ( Part 1) : 1995
vi) Hydrological conditions including the con- iii) Materials of reclaimed land and solid waste
figurations of the ground water table of the disposal dumps.
region.
The materials present in the natural form includes
3.3 Local Geology rocks, river terraces, alluvial fans, flood plains, al-
luvial deposits, glacial deposits, etc. The strength
Informations on local geological and geomor-
parameters of the materials and the structural
phological conditions is required to ascertain the
weaknesses in case of rocks should be considered in
nature of ground failure expected at urban centres
details for working out the stability. If the slopes
and evaluate the potential for such failures on ex-
have already been subjected to failures, the same
posure to earthquakes, inundation and other
may be identified and breaks in the ground profiles
hazards. The data on local conditions is to be col-
are demarcated. Such areas are highly hazardous
lccted through review of literature, reports ap-
for construction purposes.
plicable to nearby engineering project sites, site
inspection, field exploration and material sampling 3.4.1.1.2 Geomorphology
and testing. Data collected should include informa- Geormophology of the area, a product of interac-
tion on the following: tion of geology, climate and erosion is to be studied
i) Geomorphology of the area showing surface under:
slope characteristics, relative relief demar- i) slope characters, and
cating valley shape, areas of depression and ii) relative relief for purposes of terrain evalua-
inundations, various types of land forms, tion.
and drainage pattern and its density, loca-
The five categories of slope gradient -very gentle
tion of natural springs, land-use and land-
(O’- l.Y), gentle (15”-2.57, moderately sleep
cover as well as rock outcrop areas;
(25 ‘- 307, steep (35”-45”) and very steep (>45”)
ii) Type, extent, thickness, mode of deposition
characterize the slopes. The relief or local relief
of formations and stability characteristics of
shall indicate the nature of scarp faces, valley shape,
rock mass and soil deposits;
depression zones, inundation areas, etc.
iii) Hydrological conditions including water
table underground seepage conditions, and 3.4.1.1.3 Hydrological conditions
permeability characteristics of surficial It plays an important role as the pore water pres-
materials; sure affect shear strength of the material, while
iv) Local geological and structural features in- saturation increase the bulk weight of the mass.
cluding folds, faults, joint etc, Hydrological conditions may be studied by evaluating:
“) Inventory of effects of disasters - earth- i) surface run-off characters,
quakes and floods, that occured at or near
ii) water spread,
the urban centres in the past; and
iii) marshy conditions,
vi) Geotechnical data for evaluation of en-
iv) ground water tableiphreatic level, and
gineering characteristics for rock mass and
v) springs and ground water seepages.
surficial deposits.
The surface run-off characters are influenced by the
3.4 Causative Factors of Land Hazard
nature of the streams (perennial or seasonal). The
The hazards to engineering structures of urban normal water levels, seasonal flood levels and 100
centre are caused due to a number of factors which years flood levels should be considered for locating
may be classified into two major categories the engineering constructions in the vicinity of
i) Ground failures, and water sources. The inlet and outlet levels of run-off
ii) Floods and inundations. water and the terrain features decide the water
spread characters. Water logging may lead to mar-
3.4.1 Ground failures result mainly due to in- shy conditions, which in some situation may only be
herent instabililties, instabilities caused due to ex- seasonal. If seepages are seen on the slopes, they
ternal forces and instability due to human activites. may mobilize the slope materials and appropriate
weightage has to be given while evaluating stability.
3.4.1.1 The inherent instability is influenced by a
number of factors as given below. 3.4.1.2 Instabilities caused by external forces may
be broadly classified into five categories.
3.4.1.1.1 Material characteristics
3.4.1.2.1 Strong ground motions - may be caused
It can be broadly classified into three categories:
by earthquakes, blasting and rock burst.
i) Materials present in natural form,
ii) Materials disturbed due to ground failures, 3.4.1.2.2 The txtrente hydra-nzeteorologcal
and conditions - may be caused by cloud bursts,
2IS 14243 ( Part 1) : 1995
cyclones and tsunamies, and collapse of upstream 3.4.1.3.5 The unstable foundations on the slopes
water retaining structure&. may lead to unequal settlements and failures. Often
constructions are done on disposal dumps which
3.4.1.2.3 The vicinity of lava eruptions may face
include solid waste disposal materials and filling by
problems due to lava eruptions and the associated
mined out material. The dump areas may have
debris flow.
highly contagious materials with much of empty
3.4.1.2.4 The debris flow from collapse and burst- spaces. Moreover if organic materials are present
ing of debris dam in the upstream reaches should in the dump, the decaying process over the years
be considered in relevant cases. The debris charged may lead to unequal settlements on the surface.
with water may inundate the area all of a sudden in
3.4.2 Floods and inundations are major hazards
the event of bursting of debris dam. Such debris may
which should be evaluated from past history. They
consist of glacial-fill materials, rock debris on hill
can be broadly classified into four categories:
slopes, or landslides debris generated by ground
i) Floods on rivers, that is, inland floods,
failure on exposure to earthquakes or extreme
ii) Floods in deltaic areas,
hydro-meteorological conditions.
iii) Sea waves due to cyclones, and
3.4.1.2.5 The avalanches and landslides debris iv) Excessive precipitations due to cyclones and
within the area should be studied for detailed cloud bursts.
evaluation.
In all cases the maxi&m flood level has to be
3.4.1.3 Instabilities due to human activities are estabilished from the past history so that the con-
caused due to lack of planning and faulty execution structions can be restricted above that level.
of works such as, mining and other excavations,
4 PROCEDURES
unplanned urban development, constructions lead-
4.1 The topographic map of the area of urban
ing to interference with the existing drainage sys-
centre on appropriate scale and contour interval as
tems construction in floor plains or close to shore
indicated in 2.2 shall be prepared. This shall form
lines and constructions on weak or unstable
the base map for preparation of other maps. A
foundations.
slope map delineating area of very steep slope
3.4.1.3.1 Open cast excavations including mining (>45”), steep slope (35”-45”), moderate slope
and road excavations should be properly planned (25”-35”), gentle slope (15”-259) and very gentle
taking into consideration the existing local condi- slope (c 157 shall be prepared. The details of geo-
tions of that the cut slopes do not face stability logy of the area showing rock outcrop and surficial
problems. In adverse conditions the failure of cut deposits is prepared on the same scale. The land use
slopes may mobilize natural slopes leading to un- and land cover map of the area, and the hydrologi-
stable conditions. cal map shall be prepared showing the locations of
perennial and seasonal streams as well as irrigation
3.4.1.3.2 Unplanned urban development may lead
canals and open drains. The level of run-off of rivers
to excessive constructions in certain selected zones
during normal period of the year and monsoons and
thereby causing instability of slopes, while leaving
100 years floods should also be shown on hydro-
other potential areas suitable for constructions
logical map along with ground water table contours.
nearby.
4.2 Seismic hazard class based on peak ground
3.4.1.3.3 The existing buildings if not provided
acceleration (PGA) (refer Table 1) of the urban
with adequate and proper drainage facilities, may
centre shall be determined and design earthquake
cause excessive saturation of the sub-surface forma-
evaluated for design of structures and stability
tions creating adverse conditions. Moreover the
analysis of rock mass/soil formation.
construction of buildings should not obstruct the
existing surface drainage courses. During extreme
Table 1 Seismic Hazard Rating for Various
hydrometeorological conditions the floods may
Ranges of Estimated Peak Ground Acceleration
play havoc and inflict severe drainage of the con-
(PGA)
structions in the flood plains of the river.
Condilions Seismic Iiazord Class
3.4.1.3.4 Construction close to short lines and in
PGA <O.lOg 1 u-04
the flood plains should take into consideration the O.lOg <PGA c 0.25 g I1 (Moderate)
sea waves and high tide levels/floor levels and the PGA > 0.25 g III (High)
consequent spreading of water in the area. Back but no active faults within 10 km
flows through drains inundating low lands has to be distance from the urban centre
taken into consideration while planning the con- PGA > 0.25 g IV (Extreme)
structions. active fault within the urban centre or
within 10 km distance from the urban centre
3IS 14243 ( Part 1) : 1995
4.3 From a perusal of the geological map, the areas exposure to earthquakes and other hazards shall be
having more or less homogeneous lithology such as estimated and delineated.
hard rock terrain, soft rock terrain, surficial
4.7 In reclaimed and as solid waste disposal areas,
materials categorized as terraces, fans, flood plains,
the long term effects due to settlements resulting
laccustrian deposits, slide debris, etc, shall be
from consolidations of soils and organic material
demarcated. Superimposing the slope map and
be checked under in-situ conditions during various
hydrological map, the stable areas are identified. In
seasons of a year.
rocky terrain the areas having slope less than 25”
are in general stable. In terrains of surficial 5 PRESENTATION
deposits, the dry slopes less than 20” are generally
The microzonation maps portray areas likely to be
stable. The remaining areas shall be studied in inundated during 100 years floods in the existing
detail to work out the factor of safety in the prevail-
streams within the area if any, and domestic and
ing local conditions for various slopes. The areas
industrial water discharges and areas likely to be
showing high water table and fully saturated soils
affected by ground failures indicating their nature
shall be demarcated and studied for possible
and type, due to inherent instability and/or ex-
liquefaction and settlement on exposure to
posure to probable natural and procreated hazards
earthquakes.
in the urban centre. The areas for location of build-
ing complexes and green belts, and other open
4.4 In rocky terrain the valley faces having spaces, where the structures can undergo damage
moderate or steeper slopes are evaluated for the resulting from ground failures shall be demarcated.
type and extent of failures. The zones of rock falls,
These informations may be presented in a single
rock slides, creeps, and debris flow shall be iden- map or a series of maps depending on the com-
tified and demarcated.
plexity of the data to be shown in such maps. These
maps will be accompanied by an explanatory text in
4.5 In glacial material the degree of saturation of the form of a report incorporating the methodology
the material shall be studied to see the extent of loss and procedures adopted for evaluating the nature
of strength and likely debris flow. and type of ground failures shall be demarcated on
the map and the aerial extent of inundations in the
4.6 The terrace and fan deposits shall be studied urban centre under various condtitions.
and their stability under inherent conditions and on
4Bureau of Indian Standards
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2810.pdf
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IS:2810-1979
Indian Standard
GLOSSARY OF TERMS
RELATING TO SOIL DYNAMICS
( First Revision )
Soil Engineering and Rock Mechanics Sectional Committee, BDC 23
Chairman Representing
PROF DINESHM OHAN Central Building Research Institute ( CSIR ),
Roorkee
Members
ADDITIONALD IRECTORR ESEARCH Railway Board (Ministry of Railways )
(FE), RDSO
DEPUTY DIRECTORR ESEARCH
( FE-I ), RDSO ( Alternate )
PKOF ALAM SINGH University ofJodhpur, Jodhpur
LT-COL AVTAR SINGH Engineer-in-Chief’s Branch, Army Headquarters
MAJ V. K. KANITKAR ( Alternate )
DR A. BANERJEE Cementation Co Ltd, Calcutta
SARI S. GUPTA ( Alternate )
DR R. K. BHANDARI Central Building Research Institute ( CSIR ),
Roorkee
CHIEF ENGINEER( D & R ) Irrigation Department, Government of Punjab,
Chandigarh
DIRECTOR( IPRI ) ( Alternate )
SHRI K. N. DADINA In personal capacity (P-820 Jvew A&ore, Calcutta
700053)
SHRI A. G. DASTIDAR In personal capacity ( 5 Hungerford Street, 12/l
Hungerford Court, Calcutta 700017)
SHRI R. L. DEWAN Irrigation Ruearch Institute, Khagaul, Patna
DR G. S. DHILLON Indian Geotechnical Society, New Delhi
DIRECTOR( CSMRS ) Central Water Commission, New Delhi
DEPUTY DIRECTOR
( CSMRS ) ( Altern& )
SHRI A. H. DIVANJI Asia Foundations & Construction (P) Ltd, Bombay
SHRI A. N. JANGLE ( Alternate )
DR GOPAL RANJAN University of Roorke-e, Roorkee; and Institution of
Engineers ( India) ( Delhi Centre)
DR SHASHIK . GULHATI Indian Institute of Technology, New Delhi
DR G. V. RAO ( Alternate)
( Continued on page 2 )
@ Copyright 1979
INDIAN STANDARDS INSTITUTION
This publication is protected under the Indian 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 : 2810- 1979
( Confinuedfrom pagr 1 )
Members Representing
SHRI 0. P. MALHOTRA Public Works Department, Government of Punjab,
Chandigarh
SHRI T. K. NATARAJAN Centr$byd Research Institute ( CSIR), New
RESEARCHO FFICER Building & Roads Research Laboratory, Chandigarh
SHRI K. R. SAXEHA Engineering Research Laboratories, Hyderabad
SECRETARY Central Board of Irrigation & Power, New Delhi
DEPUTY SECRETARY( Alternate )
SHRI M. M. D. SETH Public Works Department, Government of Uttar
Pradesh, Lucknow
DR B. L. DHAWAN (Alternate )
SHRI M. K. SIN~HAL Irrigation Research Institute, Roorkee
SHRI N. SIVAGURU Roads Wings (Ministry of Shipping & Transport)
SHRI D. V. SIKKA ( Alternuts )
SHRI K. S. SRINIVASAN National Buildings Organization, New Delhi
SHRI SUNILB ERRY ( Alternate )
SUPERINTENDINEGN GINEER Public Works Department, Government of Tamil
Nadu, Madras
EXECUTIVEE NGINEER( Alternate)
SHRI B. T. UNWALLA Concrete Association of India, Bombay
SHRI T. M. MENON ( Alternate )
SHRI H. C. VERMA All India Instruments Manufacturers & Dealers
Association, Bombay
SHRI V. S. VASUDEVAN( Alternate )
SHRI D. AJITHA SIMHA, Director General, ISI ( Ex-o&o Member )
Director ( Civ Engg )
Secretary
SHRI K. M. MATHUR
Deputy Director (Civ Engg), IS1
Glossary of Terms Subcommittee, BDC 23 : 4
Convene7
DRSHAMSHER PRAKASH University of Roorkee, Roorkee
Members
SHRI D. N. BHARGAVA Irrigation Research Institute, Roorkee
SHRI N. M. PATEL Cen~o~rk~eilding Research Institute ( CSIR ),
SHRI AMAR SINGH ( Alternate )
2IS : 2810 - 1979
Indian Standard
GLOSSARY OF TERMS
RELATING TO SOIL DYNAMICS
( First Revision )
0. FOREWORD
0.1 This Indian Standard ( First Revision ) was adopted by the Indian
Standards Institution on 23 March 1979, after the draft finalized by the
Soil Engineering and Rock Mechanics Sectional Committee had been
approved by the Civil Engineering Division Council.
0.2 A number of Indian Standards covering soil testing, site investigation
for foundations, etc, has been either published or is under preparation;
these include a large number of technical terms relating to soil engineering.
The extensive use of these terms has necessitated the preparation of this
glossary. This standard was originally published in 1964. This revision
has been prepared so as to include a number of new terms besides making
the existing terms up to date.
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 practice in the field
in this country.
0.4 In the preparation of this standard, considerable assistance was given
by the Civil Engineering Department of the University of Roorkee,
Roorkee.
1. SCOPE
1.1 This standard covers definitions of jerms relating to soil dynamics.
The symbols of some of the terms are also given.
2. DEFINITIONS
2.1 Accelerograph - An instrument for recording ground acceleration as
picked up by the acceleration pick-up.
2.2 Accelerogram - A graphical record of acceleration versus time
obtained from the accelerograph.
3IS : 2810 - 1979
2.3 Acceleration Pick-Up - An instrument for measuring the absolute
accelerations of vibrations.
2.4 Amplitude - Maximum displacement from mean position or position
of static equilibrium.
2.4.1 Double Amplitude -Amplitude measured from peak to peak of the
wave.
2.5 Anvil -A base block for a hammer on which material is forged
into shape by repeated striking of the tup.
2.6 Attenuation - Decay or reduction of amplitude or change in wave-
form due to energy dissipation with distance and time.
2.7 Coefficient of Elastic Non-uniform Compression ( G#I) - It is
the ratio of external non-uniform pressure to the elastic part of the
settlement.
2.8 Coefficient of Elastic Uniform Compression ( C,, ) -It is the
ratio of external uniform pressure to the elastic part of the settlement.
2.9 Coefficient of Elastic Non-uniform Shear ( CT ) - It is the ratio
of the external moment applied to the vertical axis to the product
of polarmoment of inertia of contact area of base of foundation and the
angle of rotation of the foundation.
2.10 Coefficient of Elastic Uniform Shear ( CT ) - It is the ratio of
average shear stress at the foundation contact area to the elastic part of the
displacement in sliding.
2.11 Coefficient of Subgrade Reaction ( C, ) - It is the ratio of the
pressure intensity to the corresponding settlement.
2.12 Critical Hydraulic Gradient ( i) - It is the hydraulic gradient
at which the seepage force balances the weight of the soil.
2.13 Cycle - The full sequence of a periodic quantity occurring during a
period.
2.14 Damping Characteristics - Characteristics of the system by which
the motion is retarded by energy dissipation.
2.14.1 Critical Damping Coe&cient (C, ) - It is the value of damping
coefficient which determines the case between periodic and aperiodic
motion.
2.14.2 Damping Coe&cient ( C) - It is the ratio of the damping forces to
the velocity.
2.14.3 Damping Factor ( D) - It is the ratio of the damping coefficient
( C) to the critical damping coefficient ( C, ).fS a 2810’91 979’
2.14.4 Viscous barn&g - Where damping force is proportional to the
velocity of the system.
2.15 Damage Potential -A measure of the damage causing capacity of
a ground motion.
2.16 Degree of Freedom - Number of independent co-ordinates required
to define a vibratory system.
2.17 Drop Hammer -A forge hammer used for die stamping where the
side frame is mounted on the anvil.
2.18 Dynamic Compaction - Compaction produced by vibration or
impact or blasting.
2.18.1 Blasting - Detonating small charges ofexplosive at predetermined
points to increase the density of the soil.
2.18.2 Imfinct - Increasing the density of the soil by the application of
pressure, by impact or falling of weights at predetermined points.
2.19 Dynamic Loading - A phenomenon giving rise to dynamic loading,
2.19.1 Earthquake - Soil samples are subjected to simplified load patterns
taking into account the stress prior to and during the occurrence of
earthquake.
2.19.2 Transient - Loading of short duration, generally applied on soil
sample to simulate the condition of blast loading.
2.19.3 Vibratory - A load which repeats with time and has period
comparable in relation to period of the system.
2.20 Dynamic Load Factor-Ratio of dynamic response to static
response of the system.
2.21 Dynamic Shear Apparatus-An apparatus with provision for
applying shear stresses ( stress-controlled) or shear strains ( strain-
controlled ) similar to one expected during a dynamic phenomenon.
2.21.1 Oscillatory Shear Box -A dynamic shear apparatus where soil
samples are subjected to simple shear deformation under known shear
stresses at known frequencies.
2.21.2 Direct Shear-A dynamic shear apparatus, where the normal and
shear stresses can be cycled either independently or simultaneously.
2.21.3 Dynamic Triaxial - A dynamic shear apparatus where the deviator
stress and the confining pressure can be cycled at known frequency, either
independently or simultaneously.
5IS : 2810 - 1979
2.21.4 Resonanct Column A@aratus - An apparatus in which a cylindrical
( solid and hollow ) sample of soil can be excited at different frequencies
for determination of dynamic soil properties ( dynamic shear modulus ).
2.22 Excursion - Variation of dependent of variables from mean value
or variation of wave from centre line.
2.23 Flow Slides Due to Vibration -The flow of loose soil mass
because of earthquake loading.
2.24 Forced Vibration - Motion of a system, when an external periodic
force is impressed on the system.
2.25 Free Vibration- Vibrations of a system when displaced from its
equilibrium position and left free to vibrate.
2.26 Frequency - The rate at which a motion is repeated in a vibrating
system, expressed in radians/second, cycles/second or rev/min.
2.26.1 Damfitd flatural Frtquency - The natural frequency considering
damping in the system.
2.26.2 .Naturul Frtqutncy -The frequency at which a system vibrates
under the effect of forces inherent in the system.
2.26.3 Optrating Frequtncy -The frequency at which the machine is
operating.
2.26.4 Rtsonant Frequtncy -The frequency at which the maximum
response occurs in a system subjected to forced vibrations.
2.26.5 Undamped JVahral Frtqutncy - Natural frequency without
considering damping.
2.27 Frequency Ratio - The ratio of the forcing frequency to the natural
of
frequency a system.
2.28 Inertia Force - The product of the mass of a system and the
acceleration.
2.29 Liquefaction - The phenomenon by which a submerged cohesion-
less soil loses its strength.
2.30 Logarithmic Decrement -The natural logarithm of the ratio of
any two successive amplitudes of same sign in decay curve obtained in free
vibration,
2.31 Loading - Stt 2.19,
2.32 Magnification Factor - It is the ratio of the dynamic amplitude to
the static displacement.
6IS t 2810 - 1979
2.33 Mass Ratio ( b ) - It is the ratio of the mass of machine founda-
tion to the product of mass density and cube of the equivalent radius of
the base.
2.34 Mode of Vibration - A characteristic pattern assumed by a system
in which the motion of every particle is simple harmonic with same
frequency.
2.35 Modulus of Deformation- It is the secant modulus of a soil
between the pressure range of zero and half yield stress.
2.36 Modulus of Subgrade Reaction - It is the ratio of the pressure
intensity to the corresponding total settlement.
2.37 Motion
2.37.1 Aperiodic - When there is non-regularity of the system in
crossing its equilibrium position during motion.
2.37.2 Periodic-When the system in motion crosses the equilibrium
position at definite intervals of time.
2.37.3 Steady State- When a system is under a sinusoida forced
vibration and the response of the system is also sinusoidal.
2.37.4 Transient - When a system is subjected to a sudden displacement.
2.38 Natural Frequency - See2 .26.2.
2.39 Node -Point, line or surface of standing wave system at which
amplitude is zero.
2.40 Oscillator
2.40.1 Electromagnetic- Electromagnetic unit to produce oscillation.
Dynamic load is constant and independent of frequency.
2.40.2 Mechanical - Mechanical unit to produce sinusoidal, unidirec-
tional force with action line through centre of oscillator by means of two
unbalanced rotating masses. Dynamic load of a mechanical oscillator is
frequency dependent.
2.41 Period - Time interval at which the cycle repeats.
2.42 Periodic Motion - See2 .37.2.
2.43 Phase Angle (Phase Difference ) - Difference between phase
angles of two waves of same frequency.
2.44 Pitching - Rotational vibration motion of the foundation block
about the shorter horizontal axis.
2.45 Pressure Cell- A transducer to transform pressure into another
physical quantity ( usually electrical ) whose magnitude can be more easily
or conveniently measured.
7IS t 2810 - 1979
2.46 Pseudostatic Analysis - Analysis in which dynamic action is
replaced by an inertia force assumed to remain static.
2.47 Pulsating Stress - Stress which varies with time.
2.48 Resonance Characteristics - Quantitative expression of input
versus output. Variables, such as force, displacement, velocity, acceleration,
or power input are functions of frequency.
2.49 Resonance -A condition of maximum increase in amplitude of a
vibrating system.
2.50 Resonant Frequency - See2 .26.
2.51 Resonant Tamping - Compaction by impact with blows at critical
frequency.
2.52 Response Spectrum - The dynamic response of an idealized
structure to an earthquake motion. The response can be expressed in
terms of the maximum relative velocity S,.
2.53 Rigid Body Response - Response of a system treating it as a rigid
body.
2.54 Rocking - Rotational motion of the foundation block about the
longer horizontal axis.
2.55 Screening of Vibrations - Protecting structure from influence of
energy of elastic waves propagative in soils.
2.56 Seismic Coefficient -The rates of the design acceleration due to
earthquake and the acceleration due to gravity.
2.57 Seismic Wave - Waves produced by any seismic activity.
2.58 Simple Harmonic -,Simple harmonic motion defined as the motion
of a point in a straight line, such that acceleration of the point is proportional
to the distance of the point from the mean position, and is always directed
towards it.
2.59 Simulitude - The technique ofrepresenting one system with another
system with respect to force, time and length such that the result of one
can be accurately predicted by the observations from the other.
2.60 Sinusoidal - Quantity varying according to sine law with line.
2.61 Spectral Response - SCG2 .52.
2.61.1 Spectral Acceleration - Spectral response expressed in terms of the
maximum relative acceleration.
2.61.2 Spectral Displacement - Spectral response expressed in terms of the
maximum relative displacement.
8IS : 2810 - 1979
2.61.3 Spectral Velocity - Spectral response expressed in terms of the
maximum relative velocity.
2.62 Strain Amplitude - The maximum strain from its position of rest,
to extreme position of the vibrating particle.
2.53 Strain Gauge - Gauge for measuring strains in an elastic element of
vibration.
2.64 Synchronous - Two rotating machines having identical frequency.
2.65 Time of Loading - It is the time from the application of stress to
the time of reaching the maximum stress.
2.66 Time Period - See 2.41.
2.67 Torsional Vibrations - Vibrations in torsional mode.
2.68 Transducer - Pick-up unit to transform mechanical input into
electrical output.
2.69 Transient Strength - Strength of soil under transient loading.
2.70 Transmissibility
2.70.1 Force - Force transmitted by a vibrating system to its support.
2.70.2 Motion - Motion transmitted by a vibrating system to its support.
2.71 Tuning Factor - Ratio of exciter frequency to natural frequency.
2.72 Tup - Falling part of the hammer.
2.73 Vibrations Absorber - Pad of an elastic material introduced to
reduce transmissibility of vibrations.
2.74 Vibrometer -Instrument which measures the phase, velocity and
acceleration of vibrations.
2.75 Wave - Disturbance propagated in medium in such a manner that
at any point in medium the amplitude is a function of time, while at any
instant the displacement at point is function of position of point.
2.76 Wave Front -The surface which is the locus of all points having
motion in identical phase propagating in a wave, the direction of propaga-
tion being perpendicular to the wave front.
2.77 Wavelength - Normal distances between two wave fronts with
periodic characteristics in which amplitudes have phase difference of
one complete cycle.
9IS : 2810 - 1979
2.78 Wave Types
2.78.1 Longitudinal Wave or Primary Wave - Wave in which direction
of displacement at each point of medium is normal to wave front with
propagation velocity, calculated as follows :
21 E( l-v) A+2p
v1 or up =
p(l+v) (l-2v) = 2/ P
where
~1, up = velocity of longitudinal wave,
p = mass density,
E = Young’s modulus,
h >c1= Lame’s constants, and
v = Poisson’s ratio.
2.78.2 Rayleigh Wave - Dispersive surface wave in which element has
retrograding elliptic orbit with one major vertical and one minor horizon-
tal component both in plane of propagation velocity.
VR = velocity of Rayleigh wave = a vt with 0.910 < a < 0.995
for 0.25 < v < 0.50
where
a = angle of obliquity, and
at = propagation velocity of transverse waves.
2.78.3 Rejected ( or Refracted) Wave - Components of wave incident
upon second medium and reflected into first medium (or refracted into
second medium ).
2.78.4 Shear Wave (Rotational Equivoluminal ) - Wave in which medium
changes shape without change of volume (shear plane wave in isotropic
medium is transverse wave ).
2.78.5 Transverse Wave - Wave in which the direction of displacement
of element of medium is parallel to wave front. The propagation velocity
vt is calculated as follows:
where
G = shear modulus,
p = mass density,
v = Pois.9on’s ratio,
E = Young’s modulus, and
p = Lame’s constant.
10IS : 2810 - 1979
2.79 Yawing - Rotational motion of the foundation block about its
vertical axis.
2.80 Yield Acceleration - The acceleration at which yielding of a slope
of material occurs.
2.81 Zoning - The various zones into which a country may be divided
for design of structures, etc, based upon the seismic coefficient.
11INTfiRNATIONAL SYSTEM OF UNITS ( Si .UNITS )
Base Units
Quantify unit Symbol
Length metre m
Mass kilogram kg
Time second s
Electric current ampere A
Thermodynamic kelvin K
temperature
Luminous intensity candela cd
Amount of substance mole mol
Supplementary Units
Quantity Unit Symbol
Plane angle radian rad
Solid angle steradian sr
Derived Units
Quantity Unit Definition
Force newton N 1 N - 1 kg. m/s*
Energy joule J 1 J = 1 N.m
Power watt W 1 W ==I J/s
Flux weber Wb 1 Wb = 1 V.s
Flux density tesla *T 1 T = 1 Wb/m*
Frequency hertz HZ 1 Hz==lc/s(s-1)
Electric conductance siemens S 1 S = 1 A/V
Electromotive force volt V 1 V-l W/A
Pressure, stress Pascal Pa 1 Pa==1 N:m*
12
|
ISO 17640 UT in NDT.pdf
|
BS EN ISO 17640:2010
BSI Standards Publication
Non-destructive testing of
welds — Ultrasonic testing —
Techniques, testing levels, and
assessment (ISO 17640:2010)
NO COPYING WITHOUT BSI PERMISSION EXCEPT AS PERMITTED BY COPYRIGHT LAW
raising standards worldwide™
ISB
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National foreword
This British Standard is the UK implementation of EN ISO
17640:2010. It supersedes BS EN 1714:1998 which is withdrawn.
The UK participation in its preparation was entrusted to Technical
Committee WEE/46, Non-destructive testing.
A list of organizations represented on this committee can be
obtained on request to its secretary.
This publication does not purport to include all the necessary
provisions of a contract. Users are responsible for its correct
application.
© BSI 2011
ISBN 978 0 580 55536 7
ICS 25.160.40
Compliance with a British Standard cannot confer immunity from
legal obligations.
This British Standard was published under the authority of the
Standards Policy and Strategy Committee on 31 January 2011.
Amendments issued since publication
Date Text affected
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标准分享网 www.bzfxw.com 免费下载EUROPEAN STANDARD EN ISO 17640
NORME EUROPÉENNE
EUROPÄISCHE NORM
December 2010
ICS 25.160.40 Supersedes EN 1714:1997
English Version
Non-destructive testing of welds - Ultrasonic testing -
Techniques, testing levels, and assessment (ISO 17640:2010)
Contrôle non destructif des assemblages soudés -Contrôle Zerstörungsfreie Prüfung von Schweißverbindungen -
par ultrasons - Techniques, niveaux d'essai et évaluation Ultraschallprüfung - Techniken, Zulässigkeitsgrenzen und
(ISO 17640:2010) Bewertungskriterien (ISO 17640:2010)
This European Standard was approved by CEN on 27 November 2010.
CEN members are bound to comply with the CEN/CENELEC Internal Regulations which stipulate the conditions for giving this European
Standard the status of a national standard without any alteration. Up-to-date lists and bibliographical references concerning such national
standards may be obtained on application to the CEN-CENELEC Management Centre or to any CEN member.
This European Standard exists in three official versions (English, French, German). A version in any other language made by translation
under the responsibility of a CEN member into its own language and notified to the CEN-CENELEC Management Centre has the same
status as the official versions.
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CEN members are the national standards bodies of Austria, Belgium, Bulgaria, Croatia, Cyprus, Czech Republic, Denmark, Estonia,
Finland, France, Germany, Greece, Hungary, Iceland, Ireland, Italy, Latvia, Lithuania, Luxembourg, Malta, Netherlands, Norway, Poland,
Portugal, Romania, Slovakia, Slovenia, Spain, Sweden, Switzerland and United Kingdom.
EUROPEAN COMMITTEE FOR STANDARDIZATION
COMITÉ EUROPÉEN DE NORMALISATION
EUROPÄISCHES KOMITEE FÜR NORMUNG
Management Centre: Avenue Marnix 17, B-1000 Brussels
© 2010 CEN All rights of exploitation in any form and by any means reserved Ref. No. EN ISO 17640:2010: E
worldwide for CEN national Members.
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EN ISO 17640:2010 (E)
Foreword
This document (EN ISO 17640:2010) has been prepared by Technical Committee CEN/TC 121 “Welding”, the
secretariat of which is held by DIN, in collaboration with Technical Committee ISO/TC 44 "Welding and allied
processes".
This European Standard shall be given the status of a national standard, either by publication of an identical
text or by endorsement, at the latest by June 2011, and conflicting national standards shall be withdrawn at
the latest by June 2011.
Attention is drawn to the possibility that some of the elements of this document may be the subject of patent
rights. CEN [and/or CENELEC] shall not be held responsible for identifying any or all such patent rights.
This document supersedes EN 1714:1997.
According to the CEN/CENELEC Internal Regulations, the national standards organizations of the following
countries are bound to implement this European Standard: Austria, Belgium, Bulgaria, Croatia, Cyprus, Czech
Republic, Denmark, Estonia, Finland, France, Germany, Greece, Hungary, Iceland, Ireland, Italy, Latvia,
Lithuania, Luxembourg, Malta, Netherlands, Norway, Poland, Portugal, Romania, Slovakia, Slovenia, Spain,
Sweden, Switzerland and the United Kingdom.
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标准分享网 www.bzfxw.com 免费下载BS EN ISO 17640:2010
ISO 17640:2010(E)
Contents
Page
Foreword............................................................................................................................................................iv
1 Scope......................................................................................................................................................1
2 Normative references............................................................................................................................1
3 Symbols and definitions.......................................................................................................................2
4 Principle.................................................................................................................................................2
5 Information required prior to testing...................................................................................................3
5.1 Items to be specified.............................................................................................................................3
5.2 Specific information required before testing.....................................................................................3
5.3 Written test procedure..........................................................................................................................4
6 Requirements for personnel and equipment......................................................................................4
6.1 Personnel qualifications.......................................................................................................................4
6.2 Equipment..............................................................................................................................................4
6.3 Probe parameters..................................................................................................................................4
7 Testing volume......................................................................................................................................5
8 Preparation of scanning surfaces.......................................................................................................5
9 Parent mwetalw testiwng..............b........z.........f.........x........w...................c.........o........m............................................6
10 Range and sensitivity setting...............................................................................................................7
10.1 General...................................................................................................................................................7
10.2 Reference for sensitivity setting..........................................................................................................7
10.3 Evaluation levels...................................................................................................................................8
10.4 Transfer correction................................................................................................................................8
10.5 Signal to noise ratio..............................................................................................................................8
11 Testing levels.........................................................................................................................................9
12 Testing techniques................................................................................................................................9
12.1 General...................................................................................................................................................9
12.2 Manual scan path..................................................................................................................................9
12.3 Testing for imperfections perpendicular to the testing surface.......................................................9
12.4 Location of indications.........................................................................................................................9
12.5 Evaluation of indications....................................................................................................................10
13 Test report............................................................................................................................................11
Annex A (normative) Testing levels for various types of welded joints.....................................................13
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ISO 17640:2010(E)
Foreword
ISO (the International Organization for Standardization) is a worldwide federation of national standards bodies
(ISO member bodies). The work of preparing International Standards is normally carried out through ISO
technical committees. Each member body interested in a subject for which a technical committee has been
established has the right to be represented on that committee. International organizations, governmental and
non-governmental, in liaison with ISO, also take part in the work. ISO collaborates closely with the
International Electrotechnical Commission (IEC) on all matters of electrotechnical standardization.
International Standards are drafted in accordance with the rules given in the ISO/IEC Directives, Part 2.
The main task of technical committees is to prepare International Standards. Draft International Standards
adopted by the technical committees are circulated to the member bodies for voting. Publication as an
International Standard requires approval by at least 75 % of the member bodies casting a vote.
Attention is drawn to the possibility that some of the elements of this document may be the subject of patent
rights. ISO shall not be held responsible for identifying any or all such patent rights.
ISO 17640 was prepared by the European Committee for Standardization (CEN) Technical Committee
TC 121, Welding, Subcommittee SC 5, Testing of welds, in collaboration with ISO Technical Committee TC 44,
Welding and allied processes, Subcommittee SC 5, Testing and inspection of welds, in accordance with the
Agreement on technical cooperation between ISO and CEN (Vienna Agreement).
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This second edition cancels and replaces the first edition (ISO 17640:2005), which has been technically
revised.
Requests for official interpretations of any aspect of this International Standard should be directed to the
Secretariat of ISO/TC 44/SC 5 via your national standards body. A complete listing of these bodies can be
found at www.iso.org.
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INTERNATIONAL STANDARD ISO 17640:2010(E)
Non-destructive testing of welds — Ultrasonic testing —
Techniques, testing levels, and assessment
1 Scope
This International Standard specifies techniques for the manual ultrasonic testing of fusion-welded joints in
metallic materials of thickness greater than or equal to 8 mm which exhibit low ultrasonic attenuation
(especially that due to scatter) at object temperatures from 0 °C to 60 °C. It is primarily intended for use on full
penetration welded joints where both the welded and parent material are ferritic.
Where material-dependent ultrasonic values are specified in this International Standard, they are based on
steels having an ultrasonic sound velocity of (5 920 50) m/s for longitudinal waves and (3 255 30) m/s for
transverse waves.
This International Standard specifies four testing levels, each corresponding to a different probability of
detection of imperfections. Guidance on the selection of testing levels A, B, and C is given in Annex A.
This International Standard specifies that the requirements of testing level D, which is intended for special
applications, be win acwcordawnce w.ith gebnerazl requfiremexnts. Twestin.g levcel D coan onmly be used when defined by
specification. This includes tests of metals other than ferritic steel, tests on partial penetration welds, tests with
automated equipment, and tests at object temperatures outside the range 0 °C to 60 °C.
This International Standard can be used for the assessment of indications, for acceptance purposes, by either
of the following techniques:
a) evaluation based primarily on length and echo amplitude of the signal indication;
b) evaluation based on characterization and sizing of the indication by probe movement techniques.
The techniques used shall be specified.
2 Normative references
The following referenced documents are indispensable for the application of this document. For dated
references, only the edition cited applies. For undated references, the latest edition of the referenced
document (including any amendments) applies.
ISO 5817, Welding — Fusion-welded joints in steel, nickel, titanium and their alloys (beam welding
excluded) — Quality levels for imperfections
ISO 9712, Non-destructive testing — Qualification and certification of personnel
ISO 11666:2010, Non-destructive testing of welds — Ultrasonic testing of welded joints — Acceptance levels
ISO 23279, Non-destructive testing of welds — Ultrasonic testing — Characterization of indications in welds
ISO 17635, Non-destructive testing of welds — General rules for metallic materials
EN 473, Non-destructive testing — Qualification and certification of NDT personnel — General principles
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ISO 17640:2010(E)
EN 583-1, Non-destructive testing — Ultrasonic examination — Part 1: General principles
EN 583-2, Non-destructive testing — Ultrasonic examination — Part 2: Sensitivity and range setting
EN 583-4, Non-destructive testing — Ultrasonic examination — Part 4: Examination for discontinuities
perpendicular to the surface
EN 1330-4, Non-destructive testing — Terminology — Part 4: Terms used in ultrasonic testing
EN 12668 (all parts), Non-destructive testing — Characterization and verification of ultrasonic examination
equipment
3 Symbols and definitions
3.1 For the purposes of this International Standard, the definitions given in EN 1330-4 and ISO 17635 apply.
3.2 For symbols, their definitions, and units, see Table 1.
Indications shall be considered to be either longitudinal or transverse, depending on the direction of their
major dimension with respect to the weld axis, x, in accordance with Figure 2.
Table 1 — Symbols, their definitions, and units
Symbol Definition Unit
D diameter of the disk-shaped reflector mm
DSR www.bzfxw.com
h extension of the indication in depth direction mm
l length of the indication mm
l projected length of the indication in the x-direction mm
x
l projected length of the indication in the y-direction mm
y
p full skip distance mm
t thickness of parent material (thinnest part) mm
x position of the indication in the longitudinal direction mm
y position of the indication in the transverse direction mm
z position of the indication in depth mm
4 Principle
The purpose of this International Standard is to describe general techniques of ultrasonic weld testing, using
standard criteria, for the most commonly used welded joints at object temperatures in the range 0 °C to 60 °C.
The specific requirements of this International Standard cover the equipment, preparation, performance of the
testing, and reporting. The parameters specified, in particular those for the probes, are compatible with the
requirements of ISO 11666 and ISO 23279.
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5 Information required prior to testing
5.1 Items to be specified
These include:
a) method for setting the reference level;
b) method to be used for evaluation of indications;
c) acceptance levels;
d) testing level;
e) manufacturing and operation stage(s) at which the testing is to be carried out;
f) qualification of personnel;
g) extent of the testing for transverse indications;
h) requirements for additional tandem testing (see EN 583-4);
i) parent metal testing prior to and/or after welding;
j) whether or not a written testing procedure is required;
k) requirementws for wwrittewn test.ing prboceduzres. fxw.com
5.2 Specific information required before testing
Before any testing of a welded joint can begin, the operator shall have access to the following essential
information:
a) written testing procedure, if required (see 5.3);
b) type(s) of parent material and product form (i.e. cast, forged, rolled);
c) manufacturing or operation stage at which testing is to be made, including heat treatment, if any;
d) time and extent of any post-weld heat treatment;
e) joint preparation and dimensions;
f) requirements for surface conditions;
g) welding procedure or relevant information on the welding process;
h) reporting requirements;
i) acceptance levels;
j) extent of testing, including requirements for transverse indications, if relevant;
k) testing level;
l) personnel qualification level;
m) procedures for corrective actions when unacceptable indications are revealed.
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ISO 17640:2010(E)
5.3 Written test procedure
The definitions and requirements in this International Standard normally satisfy the need for a written test
procedure.
Where this is not the case, or where the techniques described in this International Standard are not applicable
to the weld joint to be examined, additional written test procedures shall be used, if required by specification.
6 Requirements for personnel and equipment
6.1 Personnel qualifications
Personnel performing testing in accordance with this International Standard shall be qualified to an
appropriate level in ultrasonic testing in accordance with ISO 9712 or EN 473 or equivalent in the relevant
industrial sector.
In addition to a general knowledge of ultrasonic weld inspection, personnel shall also be familiar with testing
problems specifically associated with the type of weld joints to be examined.
6.2 Equipment
Any equipment used for testing in conjunction with this International Standard shall comply with the
requirements of EN 12668 (all parts).
6.3 Probe parameters
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6.3.1 Test frequency
The frequency shall be within the range 2 MHz to 5 MHz, and shall be selected to comply with the specified
acceptance levels.
For the initial testing, the frequency shall be as low as possible, within the above range, when the evaluation is
carried out according to acceptance levels based on length and amplitude, e.g. ISO 11666. Higher
frequencies may be used to improve range resolution if this is necessary when using standards for
acceptance levels based on characterization of indications, e.g. ISO 23279.
Frequencies of approximately 1 MHz may be used for testing at long sound paths where the material shows
above average attenuation.
6.3.2 Angles of incidence
When testing is carried out with transverse waves and techniques that require the ultrasonic beam to be
reflected from an opposite surface, care shall be taken to ensure that the angle between the beam and the
normal to the opposite reflecting surface is between 35° and 70°. Where more than one probe angle is used,
at least one of the angle probes used shall conform with this requirement. One of the probe angles used shall
ensure that the weld fusion faces are examined at, or as near as possible to, normal incidence. When the use
of two or more probe angles is specified, the difference between the nominal beam angles shall be 10° or
greater.
Angles of incidence at the probe and opposite reflecting surface, when curved, may be determined by drawing
a sectional view of the weld or in accordance with the techniques given in EN 583-2. Where angles of
incidence cannot be determined as specified by this International Standard, the testing report shall contain a
comprehensive description of the scans used and the extent of any incomplete coverage caused, together
with an explanation of the difficulties encountered.
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ISO 17640:2010(E)
6.3.3 Element size
The element size shall be chosen according to the ultrasonic path to be used and the frequency.
The smaller the element, the smaller the length and width of the near field, and the larger the beam spread in
the far field at a given frequency.
Small probes having 6 mm to 12 mm diameter elements (or rectangular elements of equivalent area) are
therefore most useful when working at short beam path ranges. For longer ranges, i.e. greater than 100 mm
for single normal beam probes and greater than 200 mm for angle beam probes, an element size of 12 mm to
24 mm is more suitable.
6.3.4 Adaptation of probes to curved scanning surfaces
The gap, g, between test surface and bottom of the probe shoe shall not be greater than 0,5 mm.
For cylindrical or spherical surfaces, this requirement can be checked with Equation (1):
a2
g ! (1)
D
where
a is the dimension, in millimetres, of the probe shoe in the direction of testing;
D is the diameter, in millimetres, of the component.
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If a value for g larger than 0,5 mm results from the equation, the probe shoe shall be adapted to the surface
and the sensitivity and range shall be set accordingly.
6.3.5 Coupling media
The coupling media shall be in accordance with EN 583-1. The coupling medium used for range and
sensitivity setting and for the test shall be the same.
7 Testing volume
The testing volume (see Figure 1) is defined as the zone which includes weld and parent material for at least
10 mm on each side of the weld, or the width of the heat-affected zone, whichever is greater.
In all cases, scanning shall cover the whole testing volume. If individual sections of this volume cannot be
covered in at least one scanning direction, or if the angles of incidence with the opposite surface do not meet
the requirements of 6.3.2, alternative or supplementary ultrasonic techniques or other non-destructive
techniques shall be agreed upon. This may, in some cases, require removal of the weld reinforcement.
Supplementary techniques may require testing using dual element angle beam probes, creeping wave probes,
further ultrasonic techniques or any other suitable method, e.g. liquid penetrant, magnetic particle,
radiographic testing. In selecting alternative or supplementary techniques, due consideration should be given
to the type of weld and probable orientation of any imperfections to be detected.
8 Preparation of scanning surfaces
Scanning surfaces shall be wide enough to permit the testing volume (see Figure 1) to be fully covered.
Alternatively, the width of the scanning surfaces may be smaller if equivalent coverage of the testing volume
can be achieved by scanning from both the upper and the lower surface of the joint.
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ISO 17640:2010(E)
Scanning surfaces shall be even and free from foreign matter likely to interfere with probe coupling (e.g. rust,
loose scale, weld spatter, notches, grooves). Waviness of the test surface shall not result in a gap between
the probe and test surfaces greater than 0,5 mm. These requirements shall be ensured by dressing if
necessary. Local variations in surface contour, e.g. along the edge of the weld, which result in a gap beneath
the probe of up to 1 mm, can only be permitted if at least one additional probe angle is employed from the
affected side at the weld. This additional scanning is necessary to compensate for the reduced weld coverage
that will occur with a gap of this dimension.
Scanning surfaces and surfaces from which the sound beam is reflected shall allow undisturbed coupling and
reflection.
9 Parent metal testing
The parent metal, in the scanning zone area (see Figure 1), shall be examined with straight beam probes prior
to or after welding, unless it can be demonstrated (e.g. previous testing during the fabrication process) that the
angle probe testing of the weld is not influenced by the presence of the imperfections or high attenuation.
Where imperfections are found, their influence on the proposed angle beam testing shall be assessed and, if
necessary, the techniques adjusted correspondingly. When satisfactory coverage by ultrasonic testing is
seriously affected, other inspection techniques (e.g. radiography) shall be considered.
Dimensions in millimetres
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Key
1 position 1
2 position 2
3 position 3
a width of testing volume
b scanning zone width
Figure 1 — Example of testing volume to be covered when scanning for longitudinal indications
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ISO 17640:2010(E)
10 Range and sensitivity setting
10.1 General
Setting of range and sensitivity shall be carried out prior to each testing in accordance with this International
Standard and EN 583-2, taking the influence of temperature into account. The temperature difference during
range and sensitivity setting and during the test shall be within 15 °C.
Checks to confirm these settings shall be performed at least every 4 h and on completion of the testing.
Checks shall also be carried out whenever a system parameter is changed or changes in the equivalent
settings are suspected.
If deviations are found during these checks, the corrections given in Table 2 shall be carried out.
Table 2 — Sensitivity and range corrections
Sensitivity
1 Deviations u 4 dB Setting shall be corrected before the testing is continued.
2 Reduction of the sensitivity " 4 dB Setting shall be corrected and all testing carried out with
the equipment over the previous period shall be
repeated.
3 Increase in sensitivity " 4 dB Setting shall be corrected and all recorded indications
shall be re-examined.
Range
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1 Deviations u 2 % of the range Setting shall be corrected before testing is continued.
2 Deviations " 2 % of the range Setting shall be corrected and testing carried out with the
equipment over the previous period shall be repeated.
10.2 Reference for sensitivity setting
One of the following techniques for setting the reference shall be used.
a) Technique 1: the reference is a distance-amplitude curve (DAC) for side-drilled holes of diameter 3 mm.
b) Technique 2: the references for transverse and longitudinal waves using the distance gain size (DGS)
system based on the diameter of the disk-shaped reflector (DSR) are given in Tables 3 and 4 respectively.
c) Technique 3: the reference notch shall be 1 mm wide, rectangular, with a depth of 1 mm. This technique
applies only for the thickness range 8 mm u t # 15 mm and for beam angles W 70°.
d) Technique 4: for the tandem technique, the reference is a flat bottomed hole of 6 mm diameter (for all
thicknesses), perpendicular to the scanning surface. This technique is applicable only for beam angle 45°
and thickness t W 15 mm.
The length of the side-drilled holes and notches shall be greater than the width of the sound beam measured
at $20 dB.
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ISO 17640:2010(E)
Table 3 — Reference levels for acceptance levels 2 and 3 for technique 2 using angle beam scanning
with transverse waves
Nominal probe Thickness of parent material, t
frequency 8 mm u t # 15 mm 15 mm u t # 40 mm 40 mm u t # 100 mm
MHz AL 2 AL 3 AL 2 AL 3 AL 2 AL 3
1,5 to 2,5 — — D = 2,5 mm D = 2,5 mm D = 3,0 mm D = 3,0 mm
DSR DSR DSR DSR
3,0 to 5,0 D = 1,5 mm D = 1,5 mm D = 2,0 mm D = 2,0 mm D = 3,0 mm D = 3,0 mm
DSR DSR DSR DSR DSR DSR
D is the diameter of the disk-shaped reflector.
DSR
Table 4 — Reference levels for acceptance levels 2 and 3 for technique 2 using straight beam
scanning with longitudinal waves
Nominal probe Thickness of parent material, t
frequency 8 mm u t # 15 mm 15 mm u t # 40 mm 40 mm u t # 100 mm
MHz AL 2 AL 3 AL 2 AL 3 AL 2 AL 3
1,5 to 2,5 — — D = 2,5 mm D = 2,5 mm D = 3,0 mm D = 3,0 mm
DSR DSR DSR DSR
3,0 to 5,0 D = 2,0 mm D = 2,0 mm D = 2,0 mm D = 2,0 mm D = 3,0 mm D = 3,0 mm
DSR DSR DSR DSR DSR DSR
D is the diameter of the disk-shaped reflector.
DSR
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10.3 Evaluation levels
All indications equal to or exceeding the following shall be evaluated.
The evaluation levels for techniques 1 to 4 are given in ISO 11666:2010, Table A.1.
10.4 Transfer correction
When separate blocks are used for establishing reference levels, a measurement shall be made of the
transfer differences, between test object and block, at a representative number of locations. Suitable
techniques are described in EN 583-2.
If the differences are less than 2 dB, correction is not required.
If the differences are greater than 2 dB but smaller than 12 dB, they shall be compensated for.
If transfer losses exceed 12 dB, the reason shall be considered and further preparation of the scanning
surfaces shall be carried out, if applicable.
When there are no apparent reasons for high correction values, the attenuation, at various locations on the
test object, shall be measured and, where it is found to vary significantly, corrective actions shall be
considered.
10.5 Signal to noise ratio
During testing of the weld, the noise level, excluding spurious surface indications, shall remain at least 12 dB
below the evaluation level. This requirement may be relaxed subject to specification.
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11 Testing levels
Quality requirements for welded joints are mainly associated with the material, welding process and service
conditions. To accommodate all of these requirements, this International Standard specifies four testing levels
(A, B, C, and D).
From testing level A to testing level C, an increasing probability of detection is achieved by an increasing
testing coverage, e.g. number of scans, surface dressing. Testing level D may be agreed for special
application using a written procedure which shall take into account the general requirements of this
International Standard.
In general, the testing levels are related to quality levels (e.g. ISO 5817). The appropriate testing level may be
specified by standards for testing of welds (e.g. ISO 17635), product standards or other documents.
When ISO 17635 is specified, the recommended testing levels are as given in Table 5.
Table 5 — Recommended testing levels
Testing level Quality level in ISO 5817
A C, D
B B
C by agreement
D special application
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Specific requirements for testing levels A to C are given for various types of joints in Annex A. The joint types
shown are ideal examples only; where actual weld conditions or accessibility do not conform exactly with
those shown, the testing technique shall be modified to satisfy the general requirements of this International
Standard and the specific testing level required. For these cases, a written test procedure shall be prepared.
12 Testing techniques
12.1 General
Ultrasonic testing shall be performed in accordance with EN 583-1 with the addition of the specifications in
12.2 to 12.5.
12.2 Manual scan path
During angle probe scanning (as illustrated in Figure 1), a slight swivelling movement up to an angle of
approximately 10° on either side of the nominal beam direction shall be applied to the probe.
12.3 Testing for imperfections perpendicular to the testing surface
Subsurface planar imperfections perpendicular to the testing surface are difficult to detect with single angle
probe techniques. For such imperfections specific testing techniques should be considered, particularly for
welds in thicker materials. Use of these testing techniques shall be defined by specification.
12.4 Location of indications
The location of all indications shall be defined by reference to a coordinate system, e.g. as shown in Figure 2.
A point on the testing surface shall be selected as the origin for these measurements.
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Where testing is carried out from more than one surface, reference points shall be established on each
surface. In this case, care shall be taken to establish a positional relationship between all reference points
used, so that the absolute location of all indications can be established from any nominated reference point.
In the case of circumferential welds, this may require the establishment of the inner and outer reference points
prior to assembly for welding.
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Key
O origin
NOTE For definitions of h, l, l , l , x, y, z, see Table 1.
x y
Figure 2 — Coordinate system for defining the location on indications
12.5 Evaluation of indications
12.5.1 General
All relevant indications above the evaluation level shall be assessed in accordance with 12.5.2 to 12.5.4.
12.5.2 Maximum echo amplitude
The echo amplitude shall be maximized by probe movement and recorded in relation to the reference level.
12.5.3 Indication length
The length of the indication, in either the longitudinal or transverse direction (l , l ), shall, where possible, be
x y
determined using the technique specified in the acceptance levels standard, unless otherwise agreed.
12.5.4 Indication height
Indication height measurement shall only be carried out if required by specification.
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12.5.5 Characterization of indications
If specified, indications shall be characterized in accordance with ISO 23279.
13 Test report
The test report shall include at least the following information:
a) identification of the object under test:
1) material and product form,
2) dimensions,
3) location of weld/welded joint examined,
4) sketch showing geometrical configuration (if necessary),
5) reference to the welding procedure, specification and heat treatment,
6) state of manufacture,
7) surface conditions,
8) temperature of the object;
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b) contract requirements, e.g. specifications, guidelines, special agreements, etc.;
c) place and date of testing;
d) identification of test organizations and identification and certification of operator;
e) maker and type of ultrasonic instrument with identification number, if required;
f) maker, type, nominal frequency, size of element and actual angle of incidence of probes used with
identification number, if required;
g) identification of reference blocks used with a sketch, if necessary;
h) couplant medium;
i) testing level(s) and reference to written procedure when used;
j) extent of testing;
k) location of the scanning areas;
l) reference points and details of coordinate system used as specified in 12.4;
m) identification of probe positions, as specified in Annex A or by use of a sketch;
n) time base range;
o) method and values used for sensitivity setting (gain setting for reference levels and values used for
transfer corrections);
p) reference levels;
© ISO 2010 – All rights reserved 11
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© ,ypoC
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,1102/50/32
,purA:ypoc
desneciLBS EN ISO 17640:2010
ISO 17640:2010(E)
q) result of the parent material test;
r) standards for acceptance levels;
s) deviations from this International Standard, or contract requirements;
t) coordinates of the indication, as specified in 12.4, with details of associated probes and corresponding
probe positions;
u) maximum echo amplitude as specified in 12.5.2 and information, if required, on the type and size of
indication;
v) lengths of indications as specified in 12.5.3;
w) results of evaluation according to specified acceptance levels;
x) a reference to this International Standard (ISO 17640:2010).
www.bzfxw.com
12 © ISO 2010 – All rights reserved
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,1102/50/32
,purA:ypoc
desneciLBS EN ISO 17640:2010
ISO 17640:2010(E)
Annex A
(normative)
Testing levels for various types of welded joints
See Figures A.1 to A.7 and Tables A.1 to A.7.
www.bzfxw.com
Key
1 position 1
2 position 2
3 position 3
4 position 4
A, B, C, D, E, F, G, H, W, X, Y, Z probe positions
b scanning zone width (SZW) related to skip distance, p
p full skip distance
Figure A.1 — Butt joints in plates and pipes
© ISO 2010 – All rights reserved 13
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,1102/50/32
,purA:ypoc
desneciLBS EN ISO 17640:2010
ISO 17640:2010(E)
www.bzfxw.com
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14 © ISO 2010 – All rights reserved
ISB
© ,ypoC
dellortnocnU
,1102/50/32
,purA:ypoc
desneciLBS EN ISO 17640:2010
ISO 17640:2010(E)
a) End view b) Side view
Key
1 component 1
2 component 2
A, B, C, D, E, F, G, W, X, Y, Z probe positions
www.bzfxw.com
a, b, c, d, e, f, g scanning zone width indicators
t thickness
Figure A.2 — Structural T-joints
© ISO 2010 – All rights reserved 15
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,1102/50/32
,purA:ypoc
desneciLBS EN ISO 17640:2010
ISO 17640:2010(E)
www.bzfxw.com
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16 © ISO 2010 – All rights reserved
ISB
© ,ypoC
dellortnocnU
,1102/50/32
,purA:ypoc
desneciLBS EN ISO 17640:2010
ISO 17640:2010(E)
a) Cross-section b) Top view
Key
1 component 1, cylindrical shell/flat plate
2 component 2, nozzle
3 normal probe
www.bzfxw.com
A, B, C, D, E, F, U, V, W, X, Y, Z probe positions
a, b, c, d, e scanning zone width indicators
t thickness
Figure A.3 — Set-through nozzle joints
© ISO 2010 – All rights reserved 17
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© ,ypoC
dellortnocnU
,1102/50/32
,purA:ypoc
desneciLBS EN ISO 17640:2010
ISO 17640:2010(E)
www.bzfxw.com
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18 © ISO 2010 – All rights reserved
ISB
© ,ypoC
dellortnocnU
,1102/50/32
,purA:ypoc
desneciLBS EN ISO 17640:2010
ISO 17640:2010(E)
a) Cross-section b) End view
Key
1 component 1, nozzle
2 component 2, shell
A, B, C, D, E, F, G, H, X, Y probe positions
www.bzfxw.com
a, b, c scanning zone width indicators
t thickness
Figure A.4 — Structural L-joints
© ISO 2010 – All rights reserved 19
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© ,ypoC
dellortnocnU
,1102/50/32
,purA:ypoc
desneciLBS EN ISO 17640:2010
ISO 17640:2010(E)
www.bzfxw.com
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20 © ISO 2010 – All rights reserved
ISB
© ,ypoC
dellortnocnU
,1102/50/32
,purA:ypoc
desneciLBS EN ISO 17640:2010
ISO 17640:2010(E)
wa) wCrosws-sec.tion bzfxw.cob) Tmop view
Key
1 component 1, nozzle
2 component 2, shell
3 normal probe
A, B, C, D, X, Y probe positions
a, b, c, d, x scanning zone width indicators
t thickness
Figure A.5 — Set-on nozzle joints
© ISO 2010 – All rights reserved 21
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,1102/50/32
,purA:ypoc
desneciLBS EN ISO 17640:2010
ISO 17640:2010(E)
www.bzfxw.com
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ISO 17640:2010(E)
a) End view b) Side view
Key
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1 component 1
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© ISO 2010 – All rights reserved 23
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desneciLBS EN ISO 17640:2010
ISO 17640:2010(E)
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Key
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© ISO 2010 – All rights reserved 25
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1893_4.pdf
|
IS 1893 (Part 4) :2005
Indian Standard
CRITERIA FOR EARTHQUAKE RESISTANT
DESIGN OF STRUCTURES
PART 4 INDUSTRIAL STRUCTURES INCLUDING
STACK-LIKE STRUCTURES
ICS 91.120.25
(3BIS2005
BUREAU OF INDIAN STANDARDS
MANAK BHAVAN, 9 BAHADUR SHAH ZAFAR MARG
NEW DELHI 110002
August 2005 Price Group 9Earthquake Engineering Sectional Committee, CED 39
FOREWORD
This Indian Standard (Part 4) was adopted by the Bureau of Indian Standards, after the draft finalized by the
Earthquake Engineering Sectional Committee had been approved by the Civil Engineering Division Council.
Hinlalayan-Naga Lushairegion, Indo-Gangetic Plain,WesternIndi%KutchandKathiawar regionsaregeologically
unstable parts of the country where some devastating earthquakes of the world have occurred. A major part of
thepeninsular Indiahasalsobeen visitedbystrong earthquakes, butthesewererelatively fewinnumber occurring
at much larger time intervals at any site, and had considerably lesser intensity. The earthquake resistant-design
ofstructures, taking intoaccount seismicdatafrom studiesoftheseIndian earthquakes, hasbecome very essential,
particularly inview of heavy construction programme atpresent all over the country. It isto serve this purpose
that IS 1893 : 1962 ‘Recommendations for earthquake resistant design of structures’ was published and
subsequently revised in 1966, 1970, 1975and 1984.
in view of the present state of knowledge and in order to update this standard, the committee has decided to
cover the provisions for different types of structures in separate parts. This standard has been split into five
parts. Other parts inthis series are :
Part 1 General provisions and buildings
Pafl.2 Liquid retaining tanks-elevated and ground supported
Part”3 Bridges and retaining walls
Part 5 Dams and embankments
Part I contains provisions that are general in nature and applicable to a[ltypes of structures. Also, it contains
provisions that are specific to buildings only. Unless stated otherwise, the provisions inPart2 to Part 5shall be
read necessarily in conjunction with Part 1.
This standard contains provisions on earthquake resistant design of industrial structures including stack-like
structures. Industrial structures are covered in Section 1and Stack-like structures are covered in Section 2.
All sub-clauses under the main clause 0.0 of 1S1893(Part 1)are also applicable to this part except the 0.4.1.
Inthepreparation ofthisstandard considerable assistancehasbeenprovided byBHEL, IITRoorkee, IITBombay,
[IT Kanpur, NTPC, EIL, TCE, DCE, NPC and various other organizations.
Forthe purpose of deciding whether a particular requirement of this standard iscomplied with, thefinal value,
observed or calculated, expressing the result of a test or analysis, shall be-rounded off in accordance with
IS2: 1960 ‘Rules for rounding off numerical values (revised)’. The number of significant places retained inthe
rounded off value should be the same as that of the specified value inthis standard.IS 1893 (Part 4):2005
Indian Standard
CRITERIA FOR EARTHQUAKE RESISTANT
DESIGN OF STRUCTURES
PART 4 INDUSTRIAL STRUCTURES INCLUDING
STACK-LIKE STRUCTURES
1SCOPE In addition to the above, the following structures are
classified.asstack-like structures and are covered by
1.1 The industrial structures shall be designed and
this standard:
constructed to resist the earthquake effects in
a) Cooling towers and drilling towem;
accordance with the requirements and provisions of
this standard. This standard describes the procedures b) Transmission and communication towers;
for earthquake resistant design of industrial structures.
c) Chimneys and stack-like structures;
It provides the estimates of earthquake loading for
d) Silos (including parabolic silos used for urea
design of such structures.
storage);
1.2 All sub-clauses under 1 of IS 1893 (Part 1)are
e) Support structures forrefinery columns, boilers,
also applicable to this part except 1.1.
crushers, etc; and
1.3 This standard deals with earthquake resistant f) Pressure vessels andchemical reactor columns.
design of the industrial structures (plant and auxiliary
2 REFERENCES
structures) including stack-like structures associated
with the following industries: The following standards contain provisions which,
a) Process industries; through reference inthis text, constitute provisions of
this standard. At the time of publication the editions
b) Power plants;
indicated were valid. All standards are subject to
c) Petroleum, fertilizers and petro-chemical revision and parties to agreements based on this
industries; standard are encouraged to investigate the possibility
of applying the most recent editions of the standards
d) Steel, copper, zinc and aluminum plants;
indicated ~elow:
e) Pharmaceutical plants;
1S No. Title
f) Cement industrie~
456:.2000 Code of practice for plain and
g.)Automobile industries;
reinforced concrete ~ourth revision)
h) Sugar and alcohol industries;
800:1984 Code of practice for general
j) Glass and ceramic industries; construction in steel (second
k) Textile industries; revision)
in) *Foundries; 875 Code of practics for design loads
(other than earthquake) for building
n) Electrical and electronic industries;
structures:
P) Consumer product industries;
(Part 1): 1987 Dead loads — Unit weights of
q) Structures for sewage and water treatment building material and stored
plants and pump houses;
materials (second revision)
r) Leather industries;
(Part 2): 1987 Imposed loads (second revision)
s) Off-shore structures and marine/potiharbour
(Part 3): 1987, Wind loads (second revision)
structures;
(Part 4): 1987 SrTow loads (second revision)
t) Mill structures;
(Part 5): 1987 Special loadsandloadcombinations
11)Telephone exchanges;
(second revision)
v) Water and waste water treatment facilities; and
1343:1980 Code of practice for prestressed
w) Paper plants.
concrete (second revision)
This standard shall also be considered applicable to 1888:1982 Method of loadtest onsoils (second
the other industries not mentioned above. revision)
1IS 1893 (Part 4) :2005
1S No. Title EL — Response quantity due to earthquake
load
1893 (Part 1): Criteria for earthquake resistant
2002” design ofstructures: Part lGeneral ELX — Response quantity due to earthquake
provisions and buildings loads inX-direction
4326: 1993 Earthquake resistant design and
EL, — Response quantity due to earthquake
construction ofbuildings —Codeof
loads in Y-direction
practice (second revision)
ELZ — Response quantity due to earthquake
4998 (Part 1): Criteria for design of reinforced
loads in Z-direction
1992 concrete chimneys: Part 1
Assessment of loads (second e. — Static eccentricity at floor, i
s>
revision)
g— Acceleration due to gravity
6403: 1981 Code of practice for determination
of bearing capacity of shallow [— Importance factor
foundations (fh-st revision)
IL — Responsequantity dueto imposed loads
6533 (Part 2) Code of practice for design and
1989 construction of steel chimney: M— Mass matrix of the structural system
Part 2 Structural aspects (first
revision) M, — Mass matrix .ofthe primary system
13920: 19C3 Ductile detailing of reinforced IVICE — Maximum considered earthquake
concrete structures subjected to
M, — Total massofallthe equipment that are
seismic forces
flexible mounted at different locations
SP6 (6) : 972 Handbook for structural engrneers inthe structure
— Application of plastic theory in
design of steel structures h, — Modal mass of mode, k
3 GENERAL TERM-INOLOGY FOR MK — Total massofalltheequipment that are
EARTHQUAKE ENGINEERING rigidly mounted at different locations
inthe structure
All sub-clauses under 3 of IS 1893 (Part 1)are also
applicable to this stan-dard. M, — Total mass of structural system, which
supports secondary system
4 TERMINOLOGY FOR INDUSTRIAL
STRUCTURES R— Response reduction factor
The following definition and the others given r— Number of modes being considered
in IS 1893 (Part 1) except 4.10 and .4.16 are
s, — Spectral acceleration
applicable.
4.1 Combined Structures S;g — Spectral acceleration coefficient
SIDL — Super imposed dead loads
A structure with lateral load resisting element+
constructed from a combination of reinforced/ N— Standard penetration test value (SPT
prestressed concrete and structural steel. value) of the soil
5 SYMBOLS SRSS — Square root of sum of squares
5.I Symbols and notations applicable toSection 1are T— Undamped natural period of vibration
given as under: of the structure
/1,, — Design horizontal seismic coefficient Wi — Seismic weight of floor, i
b, — Floor plan dimension of floor i, z— Zone factor
perpendicular to direction of force
Oj — jth normalized mode shape
c— Index for closely spaced modes
ub — Influence vector-displacement vector of
CQC — Complete quadratic combination the structural system
method
Qik — Mode shape coefficient at floor, i, in
DL — Response quantity due to dead load mode, k
Cd, — Design eccentricity at floor, i Q. — Mode vector value from the primary
c1
~IS 1893 (Part 4):2005
system’s modal displacement at the N— Number of locations of lumped weight
location where the secondary system is
r— Radius of circular ratl foundation
connected
0
R— Response reduction factor
Peak response quantity due to closely
spaced modes s
-—— Spectral acceleration coefficient for
Cross-modal correlation co-efficient g rock and soil sites
Modal damping ratio T, — Characteristic length of pile
@j
Frequency ratio = ~ w, — Weight lumped at ith location with the
weights applied simultaneously with
Absolute value of qua~tity inmode k
the force applied horizontally
Peak response due to all modes
w, — Total weight of the structure
considered
including weight .of liningandcontents
Maximum value of deflection above the base
Circular frequency, in rad/see, in ith z— Zone factor
mode
i5i— Lateral static deflection under its own
Response quantity in mode i, j, k lumped weight atith location (chimney
respectively weight lumped at 10or more locations)
Maximum value of deflection inX, Y, v— Poisson’s ratio of soil
Z direction respectively
0’, — Modulus of sub grade reaction of soil
5.2 Symbols and notations applicable to Section 2 in horizontal direction
are defined as under:
6 GENERAL PRINCIPLES
A— Area of cross-section atthe base of the
structural shell 6.1 Ground Motion
Ah — Design horizontal seismic coefficient 6.1.1 The characteristics (intensity, duration, etc) of
seismic ground vibrations expected at any location
CT — Coefficient depending upon the
depends upon the magnitude of earthquake, its depth
slenderness ratio of the structure
offocus, distance from the epicentre, characteristics
c“ — Coefficient ofshearforcedepending on of the path through which the seismic waves travel,
slenderness ratio, k and the soil strata on which the structure stands. The
random earthquake ground motions, which cause the
d— Thickness of pile cap or rafl
structures to vibrate, can be resolved in any three
D Maximum lateral deflection mutually perpendicular directions. The predominant
Max —
direction of ground vibration ishorizontal.
Dvj D,m — Distribution factors for shear and
moment respectively at a distance X Earthquake generated vertical inertia forces are to be
from the top considered indesign unless checked and proven to be
not significant. Vertical acceleration should be
E— Modulus of elasticity of pile material
considered in structures with large spans, those in
E< -— Modulus ofelasticity of material ofthe which stability isa criterion for design, w-for overall
structural shell stability analysis of structures. Reduction in gravity
force due to vertical component of ground motions
g— Acceleration due to gravity
can be particularly detrimental incases of prestressed
G— Shear modulus of soil = pV,2 horizontal members and of cantilevered members.
Hence, special attention should be paid to the effect
v, — Shear wave velocity of the medium
of vertical component of the ground motion on
h— Height of structure above the base prestressed or cantilevered beams, girders and slabs.
h— Height of centre of gravity of structure
6.1.2 Theresponse ofastructure toground vibrations
above base
is a function of the nature of foundations, soil,
[— Importance factor materials, form, size and mode of construction of
structures; and the duration and characteristics of
l— Moment of inertia of pile section
,), ground motion. This standard specifies design forces
n— Number of piles for structures standing on rocks or soiIs,which do not
3IS 1893(Part 4):2005
settle, liquify or slide due to loss of strength during analysisunlessamoredefinite valueisavailable
vibrations. for use in such condition (see IS 456, IS 800
and IS 1343).
6.1.3 Thedesign approach adopted in this standard
isto ensure that structures possess minimum strength
SECTION 1 INDUSTRIAL STRUCTURES
to withstand minor earthquakes (< DBE) which occur
frequently, without damage; resist moderate 7DESIGN CRITERIA
earthquakes (DBE) without significant structural
damage though some non-structural damage may 7.1Categorization of Structures
occur; and withstand a major earthquake (MCE)
To perform well in an earthquake, the industrial
without collapse. Actual forces that appear on
structure should possess adequate strength, stiffness,
structures during earthquakes are much greater than
and ductility. Generally structures have large
the design forces specified inthis standard. However,
capacities of energy absorption in its inelastic region.
clucti[ity,arising from inelastic material behaviour and
Structures which are detailed as per IS 13920 or
detailing, andoverstrength, arising fromtheadditional
SP 6 (6) and equipment which are made of ductile
reserve strength instructures overandabovethedesign
materials~art withstand earthquakes many fold higher
strength, are relied upon to account forthis difference
thanthe design spectra without collapse; and damage
in actual and design lateral loads.
in such cases isrestricted to cracking only.
Reinforced and prestressed concrete members shallbe
Structures are classified into the following four
suitably designed to ensure that premature failure due
categories:
to shear or bond does not occur, subject to the
provisions of IS 456 and IS 1343. Provisions for a) Category 1 : Structures whose failure can
appropriate ductile detailing of reinforced concrete cause conditions that -can lead
members are given in 1S13920. directly orindirectly toextensive
10ssoflife/property topopulation
In steel structures, members and their connections
at large inthe areas adjacent to
should be so proportioned that high ductility is
the plant complex.
obtained, as specified inSP6(6), avoiding premature
failure due to elastic or inelastic buckling of anytype. b) Category 2 : Structures whose failure can
cause conditions that can lead
6.1.4 The design force specified inthisstandard shall
directly or indirectly to serious
be considered in-each of the two principal horizontal
fire hazard/extensive damage
directions of the structure and in vertical direction.
within the plant complex.
6.1.5 Equipment and other systems, which are Structures, which are required to
supported atvarious floor levelsofthe structure, shall handleemergencies immediately
be subjected to motions corresponding to vibration at after an earthquake, are also
their support points. in important cases, it may be included.
necessary to obtain floor response spectra for analysis
c) Category 3 : Structures whose failure,
and design of equipment.
although expensive, does not
6.2 Assumptions leadto serious hazardwithin the
plant complex.
The following assumptions shall be made in the
earthquake resistant design of structures: d) Category 4 : All other structures.
a) Earthquake causes impulsive ground motions,
Typical categorization of industrial structures isgiven
which are complex and irregular in character,
inTable 5 .
changing in period and amplitude each lasting
for a small duration. Therefore, resonance of NOTE — The term failure usedinthedefinition ofcategories
implies lossoffunction andnotcomplete collapse. Pressurized
the type as visualized under steady-state
equipment where cracking can lead to rupture may be
sinusoidal excitations,willnotoccur,as~would
categorized bytheconsequences ofrupture.
need titne to build up such amplitudes.
7.2 Design Loads
NOTE — ~xccptionarle,sonance-likceonditionhsavebeen
seentooccurbetween longdistancewavesandtallstructures 7.2.1 Dead Load (DL)
tbunded ondeepsoftsoils.
b) Earthquake isnotlikelytooccursimultaneously These shall betaken asper IS 875 (Part 1).
with maximum wind or maximum -flood or
7.2.2 Super imposed Dead Loads (SIDL)
maximum sea waves.
c) Tbe value of elastic modulus of materials, Industrial structures contain several equipment and
wherever required, may be taken as for static associated auxiliaries and accessories that are
4IS 1893 (Part 4):2005
permanently mounted on the structures. These loads response duetoearthquake force (EL) isthemaximum
shall be taken as per equipment specifications. of the following cases:
7.2.3 Imposed Loads (IL) +ELX & 0.3 ELY =t 0.3 ELZ
r
These shall be taken as per 1S87’5(Part 2). EL= * EL, + 0.3 ELX + 0.3 ELZ
7.2.4 Earthquake Loaak (EL) ~+ ELZ + 0.3 ELX * 0.3 EL,
The earthquake load on the different members of a where x and y are two orthogonal directions and z is
structure shall be determined by carrying out analysis the vertical direction.
following the procedure described in 10 using the
7.3.2.2 As an alternative to the procedure in 7.3.2.1,
design spectra specified in 8. Earthquake loads in x
the response (EL) due to the combined effect of the
and y (horizontal) directions are denoted by EL, and
three components can be obtained on the square root
ELY and earthquake loads in vertical direction are
of the sum of the squares (SIMS’)basis, that is
denoted by ELZ.
7.3 Load Combinations EL = (ELK)2+(ELY)2+(ELZ)2
When earthquake-forces areconsidered onastructure,
NOTE — Thecombinatiopnrocedureosf7.3.2.1and7.3.2.2
theresponse quantities duetodead load(DL), imposed applytothesameresponsequantity (say, moment inacoIumn
load(lL), super imposed dead loads(SIDL) anddesign aboutitsmajor axis, orstoreyshearinaframe) duetodifferent
earthquake load (EL) shall be combined as per 7.3.1 components oftheground motion. These combinations arcto
and 7.3.2. The factors defined in 7.3.1 and 7.3.2 are bemade atthemember forcektress Iev-ets.
applicable for Category 1to 4 structures only under 7.3.3 For structures under Category 1, which are
DBE (see 7.5). designed under MCE (see 7.5.1) and checked under
DBE, all load factors in combination with MCE shall
7.3.1 Load Factors for Plastic Design of Steel
be taken as unity.
Structures
7.4 Increase in Permissible Stresses
In the plastic design of steel structures, the following
load combinations shall be accounted for:
7.4.1 Increase in Permissible Stresses in Materials
a) 1.7(DL +SIDL +IL),
When earthquake forces are considered along with
b) 1.7(DL +S/DL) + EL, and
other normal design forces, the permissible stresses in
c) 1.3(DL +SIDL +IL +EL). material, in the elastic method of design, may be
increased by one-third. However, for steels having a
NOTE — Imposed load (ff,) in load combination shall not
include erection loadsandcrane payload, definite yield stress, the stress be limited to the yield
stress,forsteelswithout adefinite yieldpoint,thestress
7.3.2 Partial Safety Factors for Limit State Design of
will be limited to 80 percent of the ultimate strength
Rcirrfor-ced Concrete and Prestressed Concrete
or 0.2 percent proof stress, whichever issmaller; and
Structures
thatinpre-stressed concrete members, thetensile stress
Inthe limit state design of reinforced and prestressed intheextreme fibers oftheconcrete may be permitted
concrete structures, the following load combinations soasnottoexceedtwo-thirds ofthemodulus ofrupture
shall be accounted -for: of concrete.
a) 1.5(DL +SIDL + IL), 7.4.2 Increase in Allowable Pressures in Soils
b) 1.2(DL +SIDL +IL +EL),
When earthquake forces are included, the allowable
c) 1.5(DL +SIDL * EL), and bearing pressure in soils shall be increased as per
d) 0.9 (DL +SIDL) + 1.5 EL. Table 1,depending upon type of foundation of the
structure and the type of soil.
NOTE — Imposed load (/[.) in load combination shall not
include erection load and crane payload,
In soil deposits consisting of submerged loose sands
7.3.2.1 When responses from the three earthquake and soils falling under classification SP with standard
components are to be considered, the response due to penetration Nvalues lessthan 15inseism”iczones III,
each component may be combined using the IV,Vand lessthan 10inseismic zone 11,the vibration
assumption that when the maximum response from -caused by earthquake may cause liquefaction or
one component occurs, the responses from the other excessive total and differential settlements. Such sites
two components are 30 percent of the corresponding should preferably be avoided while locating new
maximum. All possible combinations of the three settlements or important projects. Otherwise, this
components (ELX, EL and EL,) including variations aspect of the problem needs to be investigated and
insign (plus or minus\ shall beconsidered. Thus, the appropriate methods of compaction or stabilization
51S 1893 (Part 4) :2005
adopted to achieve suitable N values as indicated NOTE — StructuresinCategory 1shallbedesigned forseismic
in Note 3 under Table 1. Alternatively, deep pile forcetwice thatfound usingtheprovisions ofthisclause.
foundation may be provided and taken to depths well -where
into the layer, which is not likely to Iiquify. Marine z. zone factor, given in Annex A [This is in
clays and other sensitive clays are also known to accordance with Table 2 of IS 1893 (Part 1)].
liquefy due to collapse of soil structure and will need
s~g = spectral acceleration coefficient for rock and
special treatment according to site condition.
soil sites given in Annex B [This is in
7.5 Design Basis Earthquake (DBE) accordance with Fig. 1of IS 1893 (Part l)].
I= importance factor given in TabIe 2 is relative
Design basis earthquake (DBE) for aspecific siteisto
importance assignedtothestructure totake into
be determined based on either : (a) site specific
account consequences of its damage.
studies, or (b) in accordance with provisions of
IS 1893(Part 1). ~. response reduction factor to take into account
the’margins ofsafety, redundancy and ductility
7.5.1 Structures in Category 1shall be designed for of the structure given in Table 3.
maximum considered earthquake (MCE) (which is
twice of DBE). Categorization of some individual structure and
components of typical industries are given h-t
7.5.2 Structures in Category 2, 3 and 4 shall be Table 5.
designed for DBE for the project site.
8.4 Vertical acceleration values are to be taken as
8 DESIGN SPECTRUM 2/3 of the corresponding horizontal acceleration
values.
8.1 For all important projects, and all industries
dealing with highly hazardous chemicals, evaluation 9 MATHEMATICAL MODELLING
ofsite-specific spectra for earthquake withprobability
of exceedence of 2 percent in 50 years (MCE) and 9.1 Modelling Requirements
10 percent in 50 years (DBE) is recommended. All
Themathematical model ofthephyskcalstructure shall
Category 1industrial structures shallbeanalyzedusing
include all elements of the lateral force-resisting
site-specific spectra. However, ifsite-specific studies
system. The model shall also include the stiffness
arc not carried out, the code specified spectra may be
and strength of elements, which are significant to the
used with modifications as per 8.3.2. If time-history
distribution of forces. The model shall properly
analysis is to be carried out, spectra-compliant time-
represent the spatial distribution of the mass and
history shall be determined based on the site-specific
stiffnessofthestructures,aswellasmassofequipment
spectra.
cable trays and piping system along with associated
8.2 For all other structures not covered in 8.1, the accessories, 25 percent of the live load shall also
spectra and seismic zone as given in Annex A and be included as suitably distributed mass on the
Annex B is recommended [these are in accordance structure.
with IS 1893(Part 1)].
9.1.1 Soil-Structure Interaction
8.3 Horizontal Seismic Force
The soil-structure interaction refers to the effects of
The horizontal seismic coefficient Ah, shall be the supporting foundation medium on the motion of
obtained using the period T,described asunder. structure. The soil-structure interaction may not be
considered in the seismic analysis for structures
8.3.1 When using site specific spectra, the seismic supported on rock or rock-like material.
coefficient shall be calculated from the expression :
9.2 Interaction Effects Bet-ween Structure and
[s=/1
Equipment
A,, = Interaction effects between structure and equipment
(R;l)
shall be considered as under:
s,
a) For Category 2, 3 and 4, simplified considera-
where = spectral acceleration coefficient
/ g tions asper 9.2.1 may be used.
corresponding to site specific spectra.
b) For Category 1,detailed considerations as per
8.3.2 When using code specific spectra, the seismic 9.2.2 shall be adopted.
co-efficient shall be calculated from the expression:
9.2.1 For the purpose of 9.2, the following notations
shall be used:
M,= total massofthestructural system onwhich the
(RJI) secondary system issupported,
6IS 1893 (Part 4):2005
Table 1 Percentage of Permissible Increase in Allowable
Bearing Pressure, Resistance of Soils
( Clause 7.4.2 )
S1No. Foundation Type ofSoil Mainly Constituting the Foundation
/ \
Type IRock orHard Soils: Type 1[Medium Soils: All Type III Soft Soils:
Well gradedgravel andsand soilswith Nbetween 10and
All soilsotherthanSPwith
gravel mixtures with or 30, andpoorly graded sands
N<1O
without clay binder, and orgravelly sandswith littleor
clnyey sandspoorly graded nofines(SP) with N> 15
orsandclay mixtures (Cl),
CW, SB, SW and S(’)
having N above 30, where
Nisthestandardpenetration
value
(1) (2) (3) (4) (5)
i) Piles passing through 50 so so
any soil butrcstiog on
soilType I
ii) Piles notcovered under 25 25
S1No. (i)
iii) Raft foundations 50 50 50
iv) Combined / Isolated 50 25 25
RC’C footings with tie
beams
v) Well foundations 50 25 25
NOTES
I The allowable bearing pressureshall bedetermined inaccordance with IS6403 orIS 1888,
2 Ifanv increase inbearing Dressurehasalrcadv beenDermittedlorforces otherthanseismic forces.thetotalincrease inallowable
bearing-pressure when seis;;c force isalsoinciuded shall notexceed thelimits specified above
3 Desirable minimum field values ofNareasfollows:
S1No. Seismic Zone Depth Below NValues Remarks
Ground Level
(m)
i) Ill, IVand V <5 15
For values of depths
210 25
between 5m uod 10m,
linear interpolation is
ii) II 55 15
recommended.
210 20
Ifsoilsofsmaller Nvahses aremet,compaction maybe adoptedIo.achieve thesevalues ordeeppile foundations going tostrooger
stratashould beused.
4 The piles should bedesigned for lateral loadsneglecting lateral resistance ofsoi[ layers liable toIiquify.
S Following Indian Standards may alsobereferred:
a)IS 1498 Classification andidentification of-soils forgeneral engineering purposes.
b)IS2131 Method ofstandard penetration testforsoils.
c)IS 6403 Code~f practice fordetermination ofbearing capidy of SIMI1OWfouodatioos.
d)1S1888 Method ofloadtestsonsoils.
6 Isolated RCC footing without tiebeamsorunreinftmced strip foundation shall notbepermitted insotlsoilswith N<10,
.4IS 1893 (Part 4):2005
Table 2 Importance Factor for Various -Industrial Structures
(Clause 8.3.2)
S1No. Categories ofStructures Importance Factnr
(see7.1)
(1) (2) (3)
O Structures inCategory 1 2.00
ii) Structures inCategory 2 1.75
iii) Structures inCategory 3 1,50
iv) Structures inCategory 4 1.00
NOTE — Higher importance factor may beassigned todifferent structures atthediscretion oftheproject authorities
~R . total mass of all the equipment that are rigidly be considered and the most restrictive combination
mounted at different locations inthe structure, shall be used.
and
9.2.2.3 Coupled analysis of a primary structure and
M,= total mass of allthe equipment that are flexible secondary system shallbeperformed when the-effects
mounted at different locations inthe structure.
of interaction are significant based on 9.2.2.9 and
9.2.2.11.
9.2.1.1 Wherever equipment are rigidly fastened to
the floor, the equipment mass (MJ shall be taken as
9.2.2.4 Coupling isnot required, ifthe total mass of
lumped mass at appropriate locations. No interaction
the equipment or secondary system is 1percent or
between the structures and equipment shall be
Iem of the mass of the supporting primary structure.
considered.
!fa coupled analysis will not increase the response of
the primary system over that of a decoupled analysis
9.2.1.2
by more than 10percent, then a coupled analysis is
M,
not required. However, the requirements of section
If < 0.25
Ms+ M. 9.2.2.11 regarding the multiple supports should be
considered.
No interaction between the structures and equipment
shall be considered. In such case MFshould be 9.2.2.5 Inapplying sections 9.2.2.9 and 9.2.2.11, one
considered as lumped mass at appropriate locations. sub-system at a time may be considered, unless the
sub-systems are identical anti located together, in
9.2.1.3 If A4~/(A4~+ MS)20.25, interaction between
which case the sub-system masses shall be lumped
theflexibly mounted equipment andthe structure shall
together.
be considered by suitably modelling the flexible
equipment support system while considering the 9.2.2.6 When coupling isrequired, a detailed model
equipment as lumped mass. ofthe equipment orsecondary system isnot required,
provided that the simple model adequately represents
9.2.2 Decoupling criteria asgiven below shallbeused
the major effects of interaction between the two parts.
for all Category 1systems.
When a simple model is used, the secondary system
9.2.2.1 For the purpose of this clause, the following shall be re-analyzed in appropriate detail using the
notations shall be used. output motions from the first-analysisas input at the
points of connectivity.
‘r M .Ub
‘J= “;] M 01 = Participation 9.2.2.7 For applying the criteria of this section to
have amodal massgreater than 20 percent ofthe total
where system mass, the total system mass isdefined by
A4= mass matrix of the structural system,
(r,)’
M = ;
(3,=,jth normalized mode shape, OjTMOj= 1,and
U,,= influence vector, displacement vector of the 9.2.2.8 When carrying out simplified analysis (as
structural system when the base isdisplaced by per 9.3), equipment or secondary system shall be
unity inthe direction of earthquake motion. considered as per 9.2.2.4, 9.2.2.5 and 9.2.2.6.
9.2.2.2 All combinations of the dominant secondary 9.2.2.9 When detailed analysis isto becarried out for
system modes and the dominant primary modes must structures with equipment attached at a single point,
81S 1893 (Part 4):2005
Table 3 Response Reduction Factor ‘),R for Industrial Structures
(Clause 8.3.2)
S1No. Lateral Load Resisting System R
(1) (2) (3)
Building Frame Systems
O Ordinary RC Moment—Resisting Frame (OMRF)’) 3.0
ii) Special RC Moment—Resisting Frame (SMRF)’) 5.0
iii) Steel Frame with:
a) Concentric brace 4,0
b) Eccentric braces 5,0
iv) Steel moment resisting frame designed asperSP6(6) 5.0
Building withShear Walls’~
v) Load bearing masonry wall buildings $
a) Unreinforced 1.5
b) Reinforced with horizontal RC bands 2.5
c) Reinforced with horizontal RC bandsandvertical barsat 3.0
corners ofrooms andjambs ofopenings
vi) Ordinary reinforced concrete shearwalls!) 3.0
vii) Ductile shearwalls7) 4,0
Bu//ding.r )vithDual Sysrems’)
viii) Ordinary shearwall with OMRF 3.0
ix) Ordinary shearwall with SMRF 4.0
x) Ductile shearwall with OMRF 4.5
xi) Ductile shearwall with SMRF 5.0
I) The Va]ues ofresponsereduction factors aretobeusedforbuildings with lateral load resisting elements, andnotjust forthe
lateral load resisting elements built inisolation.
‘) OMRF are those designed and detailed asperIS 456 or IS 800. However, OMRF shall notbe usedinsituations explained
inIS 13920.
x) SMRF hasbeendefined in4.15.2 oflS 1893 (Part l).
4) Buildings with shearwalls alsoinclude boildings having walls andframes, butwhere:
a) frames arenotdesigned to-carry lateral loads, or
b) frames aredesigned tocarry lateral loadsbutdonotfulfd therequirements ofdual systems.
J) Reinforcement should beasper1S4326,
1,) Prohibited inzones IV andV.
7) Ductile shearwalls arethosedesigned anddetailed asperIS 13920,
*) Buildings with dual systems consistofshearwalls (orbraced frames) and moment resisting frames suchthat:
a) the two systems are designed toresist the total design force inproportion totheir lateral stiffness considering the
interaction ofthedualsystem atall floor levels, and
b) themoment resisting frames ar-edesigned toindependently resistatleast25 percent ofthedesignseismic baseshear.
NOTE — Forsteel buildings notcovered inTable 3,value oIJ{ shallbe2,1S 1893 (Part 4):2005
the coupling criteria shown in Fig. 1 shall be used. shall“bemade to specialized literature.
The mass ratio in Fig. 1 is the modal mass ratio
computed as per 9.2.2.10 and the frequency ratio is 9.3 Time Period Estimation
the ratio of uncoupled modal frequencies of the
Thetimeperiodofdifferent industrial structures would
secondary and primary systems.
vary considerably depending on the type of soil, span
9.2.2.10 For a secondary system dominant mode and and height of the structure, distribution of load inthe
the primary system mode i,the modal mass ratio can structure andthetype of structure (concrete, steel and
be estimated by: aluminum). Itwould be difllcult to give one or two
generalized formulae to cover all such structures.
M,
A= Accordingly, no simple guidelines can “begiven for
,
M. estimation of time periods of industrial structures.
PI
where 9.3.1 The time period -shall be estimated based on
M,, = (I/Dci)’; Eigen value analysis of the structural mathematical
model developed inaccordance with 9.1 and 9.2.
@c=, the mode vector value from the primary
system’s modal displacement at the location 9.3.2 For preliminary design, the time period can be
where the secondary system is connected,
established based on its static deflection under mass
from the ith normalised modal vector, (aCi),
proportional loading in each of the three principal
(3Tc,M,,@ci= 1; directions. This load is applied by applying a force
~,. mass matrix of the primary system; and equal to the weight of the structure or equipment at
eachmode inX,YorZdirection. Where the founding
M,= total mass of the secondary system.
soil is soft soil, the effect of the same shall be
9.2.2.11 Multisupport secondary system shall be considered inthe estimates for static deflection.
reviewed for the possibiIityof interac~ionof structure
The time period T, would then be :
and equipment stiffness between the support points,
and for the effect of equipment mass distribution
between support points. When these effects can T =21T~ sec
significantly influencethestructure response,reference [ g
3’~T
$
MS
/$
-M*
%
3.0 =J-’S
Q
9
MP+M
‘P
2.5
MCXMA ModeBl Model C
=1-~
4-
2.0
-s Explanetion
2
$ =frequency01Uncoufxqdmode a of
i 1,5 secmdary system
~
Ii f~ . Irequency 01unccwpledmode Iof
primary s@em
1.0
0.5
00
iical 0.010 0.100 1.Om
MS
Modal Mass Ratio ~
FIG.1 DECOUPLINGCRITERIAFOREQUIPMENTOR SECONDARY SYSTEM WITH SINGLEPOINT
ATTACf{MENTTOTf[EpRfMARYSYSTEM
101S 1893 (Part 4) :2005
Where 6 is the maximum value of deflection at any 10.2.2.1 The design eccentricity, ed tobeused atfloor
mode out of 6X6Y6=and ‘g’ is acceleration due to i shall be taken as:
gravity in the corresponding unit.
1.5e,i+0.05 bi
9.4 Damping
——
or eti– 0.05 bi
[
The damping factor tobeused indetermining spectral
acceleration coefficient (S,/g) depends upon the whichever of these gives more severe effect.
material and type of construction of the structure and
e,i= static eccentricity at floor i, defined as the
the strain level. The recommended damping factors
distance between centre of mass and centre of
are given in Table 4.
rigidity; and
10ANALYSIS PROCEDURE
b,= floor plan dimension of floor i, perpendicular
10.1 Classification of Analysis Techniques to direction of force.
10.1.1 Detailed analysis shall be carried out for Thefactor 1.5represents dynamic amplification factor,
structures of Category 1,in aI1seismic zones. whilethefactor0.05represents theextent ofaccidental
eccentricity.
10.1.2 Detailed analysis shall be carried out for all
structures of Category 2and 3inseismic zones III, IV NOTE — Forthepurposesofthisclause,allsteeloraluminium
and”V. flooring systemmay beconsidered asflexible unlessproperly
designed floor bracings have been provided. Reinforced
10.1.3 Simplified analysis maybeusedforstructures concrete flooring systemat alevel shall be considered rigid
of Category 2 and 3 in seismic zone 11. only ifthetotal areaofallthecut-outs atthatlevel islessthan
25 percent ofitsplan floor area.
10.1.4 Simplified analysis may beused for structures
10.2.3 Seismic analysis shall be performed for the
of Category 4 in all seismic zones. However, those
three orthogonal (two horizontal and one vertical)
structures of Category 4, which could be identified as
components of earthquake motion. The earthquake
buildings, may be analysed as per provisions of
motion ineachdirection shallbecombined asspecified
IS 1893(Part 1),
in 7.3.
10.2 Detailed Analysis
10.2.4 Time-History Analysis Method
10.2.1 Seconda~ Effect
Time-history analysis of structures subjected to
The analysis shall also include the influence of
seismic loads shall be performed using linear
P – Aeffect.
analysis technique. The analysis shall be based on
10.2.2 Torsion well-established procedures. Both direct solution of
the equations of motion or model superposition
The effect of accidental eccentricity shall be method can be used for this purpose.
considered for rigid floors/diaphragms. This shall be
applied asanadditional torsion force equal toproduct 10.2.4.1 Inmodel superposition method, sufficiently
ofthemass atfloor leveland 5percent ofthestructure large number 01modes shall be used for analysis to
dimension perpendicular to the earthquake direction include the influence of at least90 percent ofthe total
atthe centre of mass of the floor. seismic mass.
Table 4 Damping Ratio Coefficient for Different Construction
Materials for DBE and NICE Conditions
( Clause 9.4)
S1No. Material DBE MCE
(1) (2) (3) (4)
O Aluminium 0.02 0.04
ii) Steel 0.02 0.04
iii) Reinforced Concrete 0.05 0.07
NOTE — Forcombined structures,damping ratiocoefficient shallbedetermined basedonwell established procedures,ifacomposite
damping ratio coefficient isnotevaluated, itshall betaken asthatcorresponding tomaterial having lower damping.
IIIS 1893 (Part 4) :2005
10.2.4.2 Modal mass modes, then the peak response quantity (~ )
due to all modes considered shall be obtained
The modal mass (MJ of mode kisgiven by :
as:
[5 w1
,@,k
2
A = ~ (Q’
,=, / k=I
~i .
5 (O,k)’ where
~,.,.w,
where 2, = absolute value of quantity, in mode k;and
acceleration due to gravity, r = number of modes being considered.
mode shape coefficient at floor i, in mode k,
and b) Ifthestructure hasafewclosely-spaced modes
[see 3.2 of IS 1893 (Part l)], then the peak
seismic weight of floor i.
response quantity 2“due to these modes shall
I().2.5 Response Spectrum Analysis be obtained as :
Response spectrum method of analysis shall be 2 =x A=
c
performed using the design spectrum.
where the summation isfor the closely spaced modes
10.2.5.1 Sufficiently large number of modes shall be
only. This peak response quantity due to theclosely
used for analysis to include the influence of at least
spaced modes (2*) isthen combined with those ofthe
90 percent of the total seismic mass. The model
remaining well-separated modes by the method
seismic mass shall be calculated asper the provisions
described in 10.2.5.2(a).
of 10.2.4.1.
10.2.5.2 Modal combination 10.3 Simplified Analysis
Tile peak response quantities (for example, member Structures of category 2, 3 and 4 located in
forces, displacements, storey forces, and shears and seismic zones II and111may be analyzed using the
base reactions) should be combined as per complete provisions of this clause, For all other industrial
quadratic combination (CQC) method as follows : structures,theanalysisprocedure specified in10.1shall
be used.
10.3.1 Simplified analysis shall be carried out by
applying equivalent static lateral loadsalong each of
the three principal directions. The equivalent static
wh.er.e..
lateral loads shall be determined from design
L= peak response quantity; acceleration spectrum value(AJ calculated from 8.3.2
and 9.3.2. The static loadateach node shall equal the
?L= response quantity, inmode i(including sign);
product ofitsmassandthedesign spectral acceleration
x, = response quantity, in modej (including sign); value.
cross-modal correlation co-efficient; 11 DEFORMATIONS
g, =
11.-1 Drift Limitations
8(2(l+fl).fl’5
P,, =
The drift limitations of horizontal and vertical
(1-p’)’+ 4(’p (I+p’)
members shall be taken asthose specified in 1S1893
(Part 1).
r= number of modes being considered;
11.2 Separation Between Adjacent Units
<= modal damping ratio as specified in9.4;
a. Two adjacent buildings, or adjacent units of the same
p= frequency ratio = --#
structure with separation joint in between shall be
t
separated by a distance equal to the amount R times
O.)=j circular frequency, inJh mode; and
the sum of the calculated storey displacements as
OJi= circular frequency, in ith mode. per 1“1.1of each of them, to avoid damaging contact
when thetwounits deflect towards each other. When
Alternatively, the ~ak response quantities may be
floor levels of two adjacent units or structures are at
combined as follows:
the sameelevation levels, factor R inthis requirement
a) If the structure does not have closely-spaced may be replaced by R12+25 mm.
12[S 1893 (Part 4) :2005
12 MISCELLANEOUS Table 5 Categorization of Industrial
Structures (Typical)
12.I Foundations
( Clause 7.1 )
The use of foundations vulnerable to significant
differential settlement due to ground shaking shall be S1No. Structures Category
avoided for structures inseismic zones 111,IVand V.
(1) (2) (3)
Inseismic zones IVand V, individual spread footings
or pile caps shall be interconnected with ties 1. Administration building 4
(see 5.3.4.1 of 1S 4326) except when individual 2. Air washer pump house 2.
spread footings are directly supported on rock. All
3. Air pre-heaters 2
-ties shall be capable of carrying, in tension and in
compression, an axial force equal to AJ4 times the 4. Ashcollection silos 2
larger of the column or pile cap load, m addition to
5. Ash dyke 2
the otherwise computed forces. Here, Ah is as
per 8.3.1 or 8.3.2. 6. Ash water pump house 2
7. Ashwater re-c.irculation building 2
12.2 Cantilever Projections
8. Ash/slurry pump house 2
12.2.1 Vertical
9, Auto base 3
Towers, tanks, parapets, smoke stakes(chimneys) and
10. Bagging andpalletizing building 2
other vertical cantilever projections attached to
structures and projecting above the roof, shall be 11. Ball mill andsilos 2
designed for five times the design horizontal 12. Boiler andboiler house 2
acceleration spectrum value specified in 8.3.1
and 8.3.2. 13. Bridges over rivers 2
14. C&l maintenance stores 3
12.2.2 H.orizonta[
15, Canteen building 4
AlIhorizontal projections like cornices and balconies
shall be designed for five times the design vertical 16. Caustic tanks 2
acceleration spectrum value specified in 8.4. 17, Chiller plant 2
12.2.3 The increased design forces specified 18. Chlorine storagehandling/ dozirig buildings 2
in 12.2.1 and 12.2.2 are only for designing the 19. Clarifloculator 2
projecting parts and their connections with the main
structures. For the design of themain structure, such 20. Coal handling plant 2
increase need not be considered. 21. Coal slurry settling pond 2
22. Compressor foundation 2
SECTION 2 ‘STACK-LIKE STRUCTURES
23. Compressor house 2
13 DESIGN CRITERIA 24. Condenser polishing unit 2
Stack-1ike structures are those inwhich the mass and 25. Construction workshop 3
stiffness is more or less uniformly distributed along
26. Control andinstrumentation building 2
the height. Cantilever structures .Iike reinforced or
prestressed cement concrete electric poles; reinforced 27. Control building 2
concrete brick andsteelchimneys (including multiflue 28. Control building (blast resistant) 1
chimneys), ventilation stacks and refinery vessels are
29, Converters 2
examples of such structures. The guyed structures
are not covered here. 30. Conveyor galleries 2
14 TIME PERIOD OF VIBRATION 31. Cooling towers (wet anddry) andcontrol room 2
32. Corex gasstation (tbr co-generation plant) 2
Time period of vibration, Tof such structures when
fixed at base, shall be calculated using either of the 33. Crusher house 2
following two formulae given (see 14.1 and 14.2).
34. Crushers 2
The formulae given at.14.1, is more accurate. Only
onc of these two formulae should be used for design. 35, Cryogenic storage tank (double walled) 1
(ethylene)
Time period of structure, ifavailable, through vibration
measurement on similar structure and foundation soil 36. Cryogenic storagetankswith refrigerated 2
condition can also be adopted. Iiquetied gasses
131S 1893 (Part 4):2005
Table 5—Continued Table 5—Concluded
S1No. Structures Category S1No. Structures Category
(1) (2) (3) (1) (2) (3)
37. CW pump house 2 74. Polymerisation building 2
38. DG hall 2 75. Processbuilding (closed) 2
39. Dirty andclean oil building 2
76. Processcolumn onelevated structures 1
40. DM plant 2
77. Processcolumn/vessel/reactors onlow 1
41. Eftlucnt treatment plant 3 RCC pedestal
42, Electro staticprecipitator- ESP 2 78. Processwater storagetank 2
43. ESP control room 2
79. Productstorageshedtibuilding 2
44. Extrusion building 2
80. Rail loading gantry 3
45. F.O. pump house 2
81. RCC chimney 2
46. F.O. storage tank anddaytank 2
82. Regeneration-building 2
47. Fans-PA, FD, GR smdID.fans 2
83. Scrubber 2
48. Filter 2
84. Settling tanks(RCC) 2
49, Filtration andchlorination plant 3
85. Sheds(tall andhugespan,high capacity cranes) 2
50. Firestation 2
86. Silos 2
51. Fire tender 2
52. Fire water pump house 2 87, Smelters onRCC/steel structures 2
53, Fire water reservoir 2 88. Sphere/bullets 2
54 Flare stacksupporting structure 2 89, Start-up transformer, 3
55. Gate andgatehouse 4 90. Storagesilos(RCC/steel/aluminum) on 2
elevated structure
56. Generator transformer 3
57. Hj plant building 2 91. Storage tank (dome/cone roof) 2
58. Heater /furnace 2 92. -stores 3
59. Heaters with steelrack 2 93. Substation 2
60. }+orizontal vessel/heat exchanger 2 94. Substation buildings 2
61, Intake structure 3 95. Switch-gear building 2
62, Laboratory building 4 96. Switchyard 2
63. LPG storage 2 97. Switchyard structures 2
64. Main condensate storagetank 2 98. Tanks forrefrigerated liquefied ,gases 2
65. Main plant building (TG, BFP including 2
99. Technological structures inRCC/steel orboth 2
bunker bay)
100. Track hopper 2
66. Make-up water pump houseandfore-bay 2
10I. Transformers andradiator bank 2
67. Microwave towers 2
68. OD ducts 2 102. Truck loading gantry 3
69. Other non-plant buildings andutility structures 4 103, Tunnel/trenches 3
70, Overhead wirtertank 3 104, Wagon tippler 4
71. Pipe pedestal andcable trestles 2 105. Warehouse 2
72. Pipe rack 2 106. Water treatment plant 2
73. Pipe supports including anchors 2 107. Workshop 4
14IS 1893 (Part 4) :2005
14.1 The fundamental time period for stack-like 15 DAMPING
structures, ‘r isgiven by:
The damping factor to beused in determining S./g
r
depends upon the material and type ofconstruction of
T = C, ““h the structure and the strain level. The following
E,.A.g damping factors are recommended as guidance for
different materials for fixed base condition and are
where given inthe Table 7.
Cl= coefficient depending upontheslendernessratio
16HORIZONTAL SEISMIC FORCE
of the structure given in Table 6,
Using the period T, as indicated in 14, the horizontal
W,= total weight of the structure including weight
seismic coefficient Ahshall b-eobtained from the
of lining and contents above the base,
spectrum given in 1S 1893(-Part 1). The design
h = height of structure above the base, horizontal seismic coefficient for Ah design basis
Es= modulus of elasticity of material of the earthquake (DBE)shallbedetermined bythefollowing
structural shell, expression-adopted in 1S1893 (Part 1) :
A= area ofcross-section atthebaseofthestructural
shell,
For circular sections, A= 2 ?rrt, where r is the
mean radius of structural shell and tits
thickness, and where
g = acceleration due to gravity. Z= zone factor given in Annex A. This is in
NOTE — This formula isonly applicable tostack-like structure accordance with Table 2 of 1S 1893 (Part
in which the mass and stiffness are more or less uniformly I),
distributed along theheight.
1= importance factor as given in Table 8,
14.2 The fundamental time period, T of a stack-
R = response reduction factor as given inTable
Iike structure can be determined by Rayleigh’s
9. The ratio (R/f) shall not be lessthan 1.0,
approximation for fundamental mode of vibration as
and
follows :
Sa
g = spectral acceleration coefficient for rock
/
and soil sites as given in Annex B. This
is in accordance with Fig, 1 of 1S 1893
(Part 1).
The horizontal earthquake force shall be assumed to
act alone in one lateral direction at a time.
The effects due to vertical component of earthquakes
where
are generally small and can be ignored. The vertical
Wi= weight lumped at ith location with the seismic coefficient where applicable may be taken as
weights applied simultaneously with the 2/3 of horizontal seismic coefficient, unless evidence
force applied horizontally, of factor larger than above isavailable.
6, = lateralstaticdeflection under itsownlumped
The effect of earthquake and maximum wind on the
weight at ith location (chimney weight
structure shall not be considered simultaneously.
lumped at 10or more locations),
N. 17 DESIGN SHEAR FORCE AND MOMENT
number of locations of lumped weight, and
g. acceleration due to gravity. Either simplified method (that is, equivalent static
lateralforcemethod) orthedynamic response spectrum
NOTES
modal analysistnethod isrecommended forcalculating
i Any elastic analysis procedure like moment mea theorem
the seismic forces developed in such structures. Site
or column analogy or matrix method may be used for
spectra compatible time history analysis may also be
determining theIatcral staticdeflection dvalue.
carried out instead of response spectrum arralysis.
2 For determining thetime period ofvibration of structures
resting onframes orskirts like bins,silos, hyperbolic cooling
17.1 Simplified Method (Equivalent Static Lateral
towers, rctinery columns. only theformula given at14.2 should
Force Method)
be used, Approxirnatc methods may be adopted toestimate
theInferal stiffness ofthc frame orskirt inorder todetermine
Thesimplified method canbeused forordinary stack-
thelateral staticdeflection. Dynamic responsespectrummodal
analysis will benew?ssaryinsuchcases. Iikestructures. The design shear force, V,and design
15IS 1893 (Part 4) :2005
Table 6 Values crfC, and Cv
(Clauses 14.1and 17.1)
S1No. k= hire Cocfticient, CT Coetllcicnt, Cv
(1) (2) (3) (4)
O 5 14.4 1.02
ii) 10 21.2 1.12
ii) 15 29.6 1.19
iv) 20 38.4 .25
v) 25 47.2 .30
vi) 30 56.0 .35
vii) 35 65.0 .39
viii) 40 73.8 I.43
ix) 45 82.8 1,47
x) 50ormore 1.8k 1,50
NOTE — k = slenderness ratio, and
rC= radiusofgyration ofthestructural shelIatthebw.esection.
Table 7 Material Damping Factor
(Cfause 15)
S1No. Material DIIE MCE
(1) (2) (3) (4)
O Steel 0.02 0.04
ii) Reinforced Concrete 0.05 0.07
iii) Brick Masonry andPlain Concrete 0.07 0.10
Noms
I [’orelastic baserepresented byraftonsofisoil orpile found~ltion,thedamping may beworked outm weighted damping basedon
modal strain energies in superstructure and substructures. As nnapproximation the values may be assumed as7 percent of critical
damping forreinforced concrete structures.
2 Forriveted steelstsscks/chimneys, etc,a5percent ofcritical damping may beadopted toaccount forthefrictional losses.
3 The damping values obtained from experimental testsonsimilar structures canalsobcused.
4 incaseofmulti-flue RC chimneys, 3percent of critical value forDBE and5percent forMCE isrecommended.
bending moment, M, for such structures at a distance W,= total weight of structure including weight
X from the top, shall be calculated by the following of lining and contents above the base,
formulae: h = height of centre of gravity of structure
above base, and
a) V= Cv. Ah W,. D
v
D,, D,m= distribution factors for shearand moment
b) M= AhWtiDn, respectively at a distance X from the top
as given in Table 10.The expressions for
where
these distribution for moment and shear
C, = coefficient of shear force depending on along the height is given in Table 11 for
slenderness ratio k given inTable 6, use incomputer programme.
Al, = design horizontal seismic coefficient Theappropriate foundation soilandpilegroup stift%ess
determined in accordance with 16, are given inTable 12.1S 1893 (Part 4) :2005
Table 8 Importance Factor Applicable to Stack-Like Structures
(C/au.se 16)
S1N(). Type ofStructure importance Factor
(1) (2) (3)
O Reinforced concrete ventilation stacks 1.5
ii) Reinforced concrete chimneys 1.5
iii) Reinforced brick masonry chimney forindustry 1.5
iv) Un-reinforced brick masonry chimney fbrindustry t
v) Reinforced concrete “r.V, towers 1.5
vi) t3ectric/trzdlic Iigbt poles 1
vii) Steel stack 1.5
viii) Silos 1.5
Nor’Es
I Incaseofimportant factor given inTable 2andTable 8found different, higher values shall beconsidered.
2 Tbc valocs ofirnpomancc factor, /given inthistable areforgoidance. Adesigner may choosesuitable values depending onthe
importance basedoneconomy, strategy andothercoosidcrations.
Table 9 Reduction Factor Applicable to.Stack-Like Structures
(Clause 16)
slmO. Type ofStructure Reduction-Factor, R
(1) (2) (3)
.—
i) Reinforced concrete, T.V. tower 3,0
ii) Reinforced concrete ventilation stack 3.0
iii) Reinforced concrete chimney 3.0
iv) Reinforced brick masonry 2.0
v) Steel chimney 2.0
vi) Steel retinery vessels 2.0
vii) Un-reinforced brick masonry chimrrcy 1,0
viii) Reinforced electric/traffic pote 2.0
17.2 Dynam”ic Response (Spectrum Modal component motion, see7.3.2.2 ofSection 1‘Industrial
Analysis) Structures’.
Thedynamic analysisusingresponse spectrummethod 17.2.1 Mathematical Model
should be carried out for important stack-like Themathematicalmodelofstack-likestructures should
structures. The number of mode to be considered in be able to represent sufficiently the variation in its
the analysis should be such that about 90 percent of stiffness (variation in cross-section and thickness of
modal mass is excited. The modes could then be shell), lining mass and foundation .modelling (that -is
combined by modal combination of corresponding foundation stiffness, soil deformations). The number
respcmse like shear, moment, etc, as suggested in of elements shot.ddbe such asto capture the variation
IS 1893(Part 1). The detailed dynamic analysis using of stiffness and mass of the system. A minimum of
time history shall be required where analysis isbased tenbeamelements should ingeneral besufficient. For
onsite-specific responsespectrumandcompatibletime axi-symmetric structuresaxi-symmetric finiteelements
history of ground motion. For combination of three- shall be used.
17.1S 1-893(Part 4) :2005
Table 10 Digitized Moment and Shear Dktribution
Factors Dmand Dv along the Height
(Clause 17.1)
S1No. X/hi) Moment-Distribution(DJ ShearDistribution(D,)
C—-—A-,
~ -
F~xed Soil Pile Fixed Soil Pile
Foundation Foundation
(1) (2) (3) (4) (5) (6) (7) (8)
0.00 0.00 0,00 0.00 0.00 0.00 0.00
O
ii) 0.05 0.09 0.13 0.11 0.28 0.21 0,14
iii) 0.10 0.13 0.19 0.16 0.42 0.27 0.19
iv) 0.20 0.18 0.27 0.22 0.64 0.34 0.26
v) 0.30 0.22 0.33 0.28 0.83 0.38 0.31
vi) 0.40 0.27 0.39 0.33 1.00 0.41 0.35
vii) 0.50 0.32 0.45 0.38 I.00 0.44 0.40
viii) 0.60 0.39 0.52 0.45 I.00 0.49 0.46
ix) 0.70 0.48 0.60 0.54 I.00 0.55 0.54
x) 0.80 0.60 0.70 0.65 1.00 0.65 0.65
xi) 0.90 0.77 0.83 O.go 1.00 0.80 0.80
xii) 0.95 0.88 0.91 0.89 I.00 0.89 0.89
xiii) I.00 I.00 1.00 1.00 1.00 I.00 I.00
1)‘A- isthedistance from topand‘h’ istheheight ofchimney above thebase.
Table 11 Values of Dmand D,
(Ckn.se 17.1)
S1No. SoilFoundationCondition D. Dv
(1) (2) (3) (4)
O Fixed baseorrafi onhardsoil
(based onNvalues) 04[H2 ‘06[34 ‘1[3’ ‘07’[3 ‘09[34
but S I
-07’‘[0365[3
ii) Rali onsoil
‘%’” ‘04[+111[3’”
(based onNvalues)
05[‘80’5”[0$6)64[32-020[3+
iii) Pile foundation
18IS 1893 (Part 4):2005
Table 12 Foundation Soil and Foundation Pile Group Stiffness
(Clause 17.1)
S1No. TypeofFoundation Stiffness
(1) (2) (3)
O Circular raft~oundation onsoil:
I) Horizontal soilstii~ness K, = 32( 1- u) Gr(,/(7-8u)
2) Rocking soilstiffness (full circular raft) Kr=8GrJ/3 (1-u)
ii) Annular raft:
1) Friction pile foundation (under rearned piles notcovered) K~= qEI~11.2TC’+ r)hrf12
2) Translational stiffness ofpiles atthebaseofpile cap To= (EJm/ Vh)’fi
shear modulus of soil = PV,2,
shearwave velocity ofthemedium,
radius ofcircular rafl foundation,
Poisson’sratio ofsoit,
number ofpiles,
modulus ofelosticity ofpile material,
moment ofinertia ofpile section,
characteristic length ofpile,
thickness ofpile caporratt, and
modulus ofsubgrade reaction ofsoil inhorizontal direction.
I For rectangular foundation effective~adius r,,= ab may betaken, where a andbarethedimension oftherectangular
f
foundation,
2 For Nvalues >50, fixed basecondition maybe assumed.
3 Classification ofsoil shall beasperIS 1893 (Part l).
4 When soilstructure interaction effects aretobeconsidered; shearwave velocities aretobedetermined bysuitable methods.
[n case of chimneys, no stiffrtess is considered to be two layers of reinforcement are required, the
provided by the lining, however, the mass of lining circumferential reinforcement in each face shall not
above.anycorbel isassumed to”belumpedatthecorbel be less than O.I percent of the concrete area at the
level. section.
NOTE — Minimum number ofelements should beadequate
18.3 The circumferential reinforcement for adistance
toensurethatthemodel remesent thefrequencies UBto33 Hz.
of 0.2 times diameter of the chimney (from top of the
18 SPECIAL DESIGN CONS1DERATIONS FOR chimney) shall be twice the normal reinforcement.
REINFORC-ED CONCRETE STACKS
18.4 Extra reinforcement shall have to be provided
I-8.1The total vertical reinforcement shall not be less in addition tothe reinforcement determined bydesign
than 25percent ofthe concrete area. Whentwo layers
atthesides,top, bottom andcorners ofthese openings.
of reinforcement are required, the outside vertical
The extra reirrforcement shall beplaced on both faces
reinforcement shall not be less than 50 percent of the
ofthe chimney shell asclose tothe opening asproper
reinforcement.
spacingofbarswillpennit. Unlessotherwise specified,
18.2The total circutnferential reinforcement shall not all extra reinforcement shall extend past the opening
be lessthan 0.20 percent of the concrete area. When asufficient distance to develop-the full bond strength.
19IS 1893 (Part 4):2005
18.5 Ateachsideoftheopening,theadditional vertical steel shall be placed as close to the opening as
reinforcement shaIl have an area at least equal to the practicable, but within a height not to exceed Wice
established design reinforcement for one-half of the the thickness.
width of the opening.
18.7 Deflection Criterion
18.6 At both the top and bottom of each opening, The maximum lateraldeflection of.the top of astack-
additional reinforcement shallbeplacedhavrnganarea likestructure under allservice conditions, prior to the
at least equal to one-half of the established design application of load factors, shall not exceed the limits
circumferential reinforcement interrupted by the set forth by the following equation:
opening.
D = 0.003 h
Max
One half of this extra reinforcement shall extend
where
completely around thecircumferential ofthechimney,
and the other half shall extend beyond the opening to D= Max maximum lateral-deflection, and
asufficient distance to develop the bars inbond. The h = height of structure above the base.
ANNEX A
(Clauses 8.2 and 16)
ZONE FACTOR
Zone Factor Z for MCE
Seismic’) Zone 11 111 IV v
z 0.10 0.16 0.24 0.36
uThezoningisasperIS 1893 (pafi l).
20IS 1893 (Part 4):2005
ANNEX B
(Clauses 8.2)
DESIGN SPECTRUM
3.0 # t 1 I r 1 u
Type I(Rock,orHardSoil)
~...,
2.5 Type II(MediumSoil)
‘1‘.,
i, ,,
‘1“ ,., Type Ill(SoftSoil)
‘! ‘.
‘, “..
2.0 ‘t ‘.
‘! “.,.
‘t ..
‘, ,,
‘\ ‘..
‘. $.
1.5 ‘.
\,, ““’..
....
‘.
...
: ~: . ..
l %. ‘%..
1.0 % .. .. ......
-.. .........
‘-..... ...
---- .........
---s-- “-......
--”---------..-.......
.........
0.5 - -------- .................
-------------------
I 1 1 I , 1 I
-0.0
0.0 0.5 1.0 1.5 2.0 -2.5 3.o 3.5 4.o
Period(s)
FIG. 2 RESPONSSEPECTRAFORROCKANDSOILSims FOR5 PERCENTDAMPING
21Bureau of Indian Standards
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4031_3.pdf
|
IS : 4031 (Part 3) - 1988
(Reaffirmed 2000)
Edition2.1
(1993-03)
Indian Standard
METHODS OF
PHYSICAL TESTS FOR HYDRAULIC CEMENT
PART 3 DETERMINATION OF SOUNDNESS
( First Revision )
(Incorporating Amendment No. 1)
UDC 666.94:620.17
© BIS 2002
B U R E A U O F I N D I A N S T A N D A R D S
MANAK BHAVAN, 9 BAHADUR SHAH ZAFAR MARG
NEW DELHI 110002
Price Group 2IS : 4031 (Part 3) - 1988
Indian Standard
METHODS OF
PHYSICAL TESTS FOR HYDRAULIC CEMENT
PART 3 DETERMINATION OF SOUNDNESS
( First Revision )
0. F O R E W O R D
0.1This Indian Standard (Part 3) (First different equipment used for testing of cement,
Revision) was adopted by the Bureau of Indian a brief description of which was also covered in
Standards on 24 February 1988, after the draft the standard, had been published. In this
finalized by the Cement and Concrete Sectional revision, therefore, reference is given to
Committee had been approved by the Civil different instrument specifications deleting the
Engineering Division Council. description of the instruments, as it has been
recognized that reproducible and repeatable
0.2Standard methods of testing cement are
test results can be obtained only with standard
essential adjunct to the cement specifications.
testing equipment capable of giving desired
This standard in different parts lays down the
level of accuracy. This part covers
procedure for the tests to evaluate physical
determination of soundness by Le-Chatelier
properties of different types of hydraulic
method and autoclave test.
cements. The procedure for conducting
chemical tests of hydraulic cement is covered in 0.4This edition 2.1 incorporates Amendment
IS:4032-1985*. No. 1 (March1993). Side bar indicates
modification of the text as the result of
0.3Originally all the tests to evaluate the
incorporation of the amendment.
physical properties of hydraulic cements were
covered in one standard but for facilitating the 0.5For the purpose of deciding whether a
use of this standard and future revisions it has particular requirement of this standard is
been decided to print the different tests as complied with, the final value, observed or
different parts of the standard and, accordingly calculated, expressing the result of a test or
this revised standard has been brought out in analysis, shall be rounded off in accordance
thirteen parts. This will also facilitate updating with IS:2-1960*. The number of significant
of individual tests. Further, since publication of places retained in the rounded off value should
the original standard in 1968, a number of be the same as that of the specified value in
standards covering the requirements of this standard.
*Method of chemical analysis of hydraulic cement (first *Rules for rounding off numerical values (revised).
revision).
1. SCOPE ± 2°C. The relative humidity of the laboratory
shall be 65 ± 5 percent.
1.1This standard (Part3) covers the
procedures for determining the soundness of
3.2The moist closet or moist room shall be
cement.
maintained at 27 ± 2°C and at a relative
2. SAMPLING AND SELECTION OF TEST humidity of not less than 90 percent.
SPECIMEN
4. GENERAL
2.1The samples of the cement shall be taken in
accordance with the requirements of 4.1Soundness of cement may be determined by
IS:3535-1986* and the relevant standard two methods, namely Le-Chatelier method and
specification for the type of cement being autoclave method as described in 5 and 6.
tested. The representative sample of the
cement selected as above shall be thoroughly 5. LE-CHATELIER METHOD
mixed before testing.
5.1 Apparatus
3. TEMPERATURE AND HUMIDITY
3.1The temperature of the moulding room, dry 5.1.1The apparatus for conducting the Le-
materials and water shall be maintained at 27 Chatelier test shall conform to IS:5514-1969*.
*Methods of sampling hydraulic cements (first
revision). *Specification for apparatus used in Le-Chatelier test.
1IS : 4031 (Part 3) - 1988
5.1.2Balance—The balance shall conform to mould gently together while this operation is
the following requirements: being performed. Cover the mould with another
On balance in use, the permissible variation piece of lightly oiled glass sheet, place a small
at a load of 1 000 g shall be plus or minus 1.0 weight on this covering glass sheet and
g. The permissible variation on new balance immediately submerge the whole assembly in
shall be one-half of this value. The water at a temperature of 27 ± 2°C and keep
sensibility reciprocal shall be not greater there for 24 hours.
than twice the permissible variation. 5.2.2Measure the distance separating the
NOTE1—The sensibility ‘reciprocal is generally indicator points to the nearest 0.5 mm.
defined as the change in load required to change the Submerge the mould again in water at the
position of rest of the indicating element or elements of
temperature prescribed above. Bring the water
a non-automatic indicating scale a definite amount at
to boiling, with the mould kept submerged, in
any load.
25 to 30 minutes, and keep it boiling for three
NOTE2—Self-indicating balance with equivalent
accuracy may also be used. hours. Remove the mould from the water, allow
it to cool and measure the distance between the
5.1.3Weights—The permissible variations on
indicator points. The difference between these
weights in use in weighing the cement shall be
two measurements indicates the expansion of
as prescribed in Table 1.
the cement.
TABLE 1 PERMISSIBLE VARIATIONS ON 5.3Calculation—Calculate the mean of two
WEIGHTS
values to the nearest 0.5 mm to represent the
WEIGHT PERMISSIBLE expansion of cement.
VARIATION ON
WEIGHTS IN 5.4Retest— In the event of cement failing to
USE, PLUS OR meet the test for soundness, a retest may be
MINUS
made after aeration. For this purpose, spread
g g out the cement in a layer of 75 mm thickness
(1) (2) and store it for 7 days in an atmosphere
maintained at 27 ± 2°C and relative humidity of
500 0.35
50 to 80 percent. Retest this cement as
300 0.30 described in 5.2.
250 0.25
6. AUTOCLAVE METHOD
200 0.20
6.1 Apparatus
100 0.15
6.1.1 Balance—Same as 5.1.2.
50 0.10
6.1.2Weights — Same as 5.1.3.
20 0.05
6.1.3Graduated Glass Cylinders —Graduated
10 0.04
glass cylinders of 150 ml capacity shall be used.
5 0.03
The permissible variation on these cylinders
2 0.02 shall be plus or minus one millilitre. The main
1 0.01 graduation lines of the cylinders shall be in
circles and shall be numbered. The least
5.1.4Water Bath— Water bath with means of graduations shall extend at least one-seventh
heating, capable of containing immersed of the way around, and intermediate
Le-Chatelier moulds with specimens and of graduations shall extend at least one-fifth of
raising their temperature from 27 ± 2°C to the way around the cylinder. The graduation
boiling in 27 ± 3 minutes. lines may be omitted for the lowest 5 ml.
5.2 Procedure 6.1.4Moulds—Moulds of 25 × 25 mm size and
5.2.1Place the lightly oiled mould on a lightly 282 mm internal length and other accessories
oiled glass sheet and fill it with cement paste conforming to IS:10086-1982*.
formed by gauging cement with 0.78 times the 6.1.5Autoclave —The autoclave shall consist
water required to give a paste of standard of a high pressure steam boiler equipped with
consistency [see IS:4031 (Part 4)-1988*]. The suitable safety device. The capacity of heating
paste shall be gauged in the manner and under unit shall be such that with maximum load
the conditions prescribed in IS:4031 (Part 4)- (water plus specimens) the pressure of the
1988*, taking care to keep the edges of the saturated steam in the autoclave may be raised
*Methods of physical tests for hydrualic cement: Part 4
Determination of consistency of standard cement paste *Specification for moulds for use in tests of cement and
(first revision). concrete.
2IS : 4031 (Part 3) - 1988
to a gauge pressure of 2.1 MPa or to an absolute 6.3 Procedure
pressure of about 2.2 MPa, in 1 to 1¼ hour from
6.3.1At 24 ± ½ h after moulding, the specimens
the time the heat is turned on. The automatic
shall be removed from the moist atmosphere,
pressure control shall be capable of
measured for length, and placed in the
maintaining the pressure at 2.1 ± 0.1 MPa
autoclave at room temperature in a rack so that
corresponding to a temperature of 215.7 ±
the four sides of each specimen shall be exposed
1.7°C. The autoclave shall be designed to
to saturated steam. The autoclave shall contain
permit the pressure to drop from 2.1 MPa to
enough water to maintain an atmosphere of
less than 0.07 MPa in one hour after the heat
saturated steam vapour during the entire
supply has been shut off. It shall be equipped
period of test. Ordinarily, 7 to 10 percent of the
with a vent valve for allowing the escape of air
volume of the autoclave shall be occupied by
during the early part of the heating period and
water.
for releasing any steam pressure remaining at
6.3.2To permit air to escape from the autoclave
the end of the one-hour cooling period. The
during the early portion of the heating period,
pressure gauge shall have a nominal dial
the vent valve shall be left open until steam
diameter of 115 mm and shall be graduated
begins to escape (see 6.4). The valve shall then
from 0 to 4.1 MPa with scale division of not
be closed and the temperature of the autoclave
more than 0.04 MPa. The error in the gauge
shall be raised at such a rate as will bring the
shall not exceed plus or minus 0.02 MPa at the
gauge pressure of the steam to 2.1 MPa in 1 to
operating pressure of 2.1 MPa.
1¼ h from the time the heat is turned on. The
6.1.6Length Comparator—Changes in length 2.1 ± 0.1 MPa pressure shall be maintained for
of the test specimen shall be measured by an 3 h. At the end of 3 hours period, the heat
apparatus conforming to IS:9459-1980*. supply shall be shut off and the autoclave
cooled at a rate such that the pressure will be
6.2 Preparation of Test Specimens
less than 0.1 MPa at the end of the hour, and
6.2.1Preparation of Moulds—The moulds any pressure remaining shall be slow released
shall be thinly covered with mineral oil. After by partially opening the vent valve until
this operation, the stainless steel or atmospheric pressure is attained. The
non-corroding metal reference inserts with autoclave shall then be opened and the test
knurl heads shall be set to obtain an effective specimens immediately placed in water, the
gauge length of 250 mm, care being taken to temperature of which is above 90°C. The water
keep them clean and free from oil. surrounding the bars shall then be cooled at a
6.2.2Mixing Cement Paste—The standard uniform rate by adding cold water so that the
temperature of the water shall be lowered to
batch of cement paste shall consist of 500 g of
27±2°C in 15 min. The water surrounding the
cement, mixed with sufficient water to give a
specimens shall then be maintained at 27±2°C
paste of standard consistency.
in 15 min when the specimens shall be
6.2.3Moulding Specimens—Immediately
surface-dried and their lengths measured
following the completion of mixing, the test again.
specimens shall be moulded in one or two
6.4 Safety Precautions
layers, each layer being compacted with the
thumb or forefinger by pressing the paste into 6.4.1The pressure gauge should have a
the corners, around the reference inserts, and maximum capacity of 4.2 MPa. This is
along the surfaces of the moulds until a important because with too small a capacity
homogeneous specimen is obtained. After the there is but a little length of arc in which the
top layer has been compacted, the paste shall gauge hand may indicate pressure above the
be cut off flush with the top of the mould and specified maximum working pressure. The
the surface smoothed with a few strokes of the operator must be sure that the gauge hand has
trowel. During the operations of mixing and not passed the maximum graduation on the
moulding, the hand shall be protected by scale.
rubber gloves. 6.4.2It is well to leave the pressure gauge
6.2.4Storage of Test Specimen—After the tested, but in any event thermometer shall
mould has been filled, it shall be immediately always be used together with the pressure
placed in a moist closet or a moist room. gauge, so as to provide a means of detecting any
Specimens shall remain in the moulds in the failure of the pressure gauge to operate
moist room for at least 24 h. If removed from properly and also to indicate any unusual
the moulds before 24 h, they shall be kept in conditions such as that resulting from loss of
the moist closet or moist room until tested. water from the autoclave during the test.
6.4.3The automatic control shall be
*Specification for apparatus for use in measurement of
maintained in proper working order at all
length change of hardened cement paste, mortar and
times.
concrete.
3IS : 4031 (Part 3) - 1988
6.4.4The safety valve shall be set so as to 6.4.6It shall be remembered that for many of
relieve the pressure at about 6 to 10 percent the autoclave pressure gauges now in use, the
above the maximum of 2.1 MPa specified, that return of the gauge hand to the initial rest or
is at about 2.3 MPa. The safety valve shall be starting point does not necessarily indicate zero
tested at least twice a year, either with a pressure within the autoclave; there may then
gauge-testing device or by adjusting the still remain an appreciable pressure.
automatic controls so as to allow the autoclave
6.4.7A few drops of kerosene placed in the vent
to reach a pressure of about 2.3 MPa at which
valve about once a week will aid in keeping the
pressure the safety valve shall either open or be
needle clean and in good-working condition.
adjusted to open. The safety valve discharge
shall be directed away from the operator. 6.5Calculations—The difference in lengths
NOTE—Unexpected combinations of conditions may of the test specimen before and after
really occur. For example, in one case the automatic autoclaving shall be calculated to the nearest
control had failed, the safety valve had stuck, and the 0.01 percent of the effective gauge length which
gauge hand, which at first glance appeared to be at
is the length between the innermost points of
about zero, had really passed the maximum graduation
and had come to stop on the wrong side of the pin. This the metal inserts used as reference points and
condition of the gauge was finally detected and the shall be reported as the autoclave expansion of
pressure, then of an unknown magnitude, was released the cement. A contraction (negative expansion)
before failure could occur in the apparatus.
shall be indicated by prefixing a minus sign to
6.4.5Heavy leather work gloves shall be worn the percentage expansion reported.
to prevent burning of the hands when removing
6.6Retests— In the event of cement failing to
the top of the autoclave at the end of the test.
meet the test for soundness, a retest may be
The vent valve shall be directed away from the
made after aeration. For this purpose, spread
operator. When removing the autoclave lid, the
out the sample in a layer of 75 mm thickness
lid shall be so tilted that any steam escaping
and store it for 7 days in an atmosphere
from beneath the lid may be discharged away
maintained at 27 ± 2°C and relative humidity of
from the operator. Care shall be taken to avoid
50 to 80 percent. Retest this cement as
scalding by any liquid that may have been used
described in 6.2 and 6.3.
in the autoclave well.
4Bureau of Indian Standards
BIS is a statutory institution established under the Bureau of Indian Standards Act, 1986 to promote
harmonious development of the activities of standardization, marking and quality certification of goods and
attending to connected matters in the country.
Copyright
BIS has the copyright of all its publications. No part of these publications may be reproduced in any form
without the prior permission in writing of BIS. This does not preclude the free use, in the course of
implementing the standard, of necessary details, such as symbols and sizes, type or grade designations.
Enquiries relating to copyright be addressed to the Director (Publications), BIS.
Review of Indian Standards
Amendments are issued to standards as the need arises on the basis of comments. Standards are also
reviewed periodically; a standard along with amendments is reaffirmed when such review indicates that no
changes are needed; if the review indicates that changes are needed, it is taken up for revision. Users of
Indian Standards should ascertain that they are in possession of the latest amendments or edition by
referring to the latest issue of ‘BIS Catalogue’ and ‘Standards:Monthly Additions’.
This Indian Standard has been developed by Technical Committee:CED 2
Amendments Issued Since Publication
Amend No. Date of Issue
Amd. No. 1 March 1993
BUREAU OF INDIAN STANDARDS
Headquarters:
Manak Bhavan, 9 Bahadur Shah Zafar Marg, New Delhi 110002. Telegrams:Manaksanstha
Telephones:323 01 31, 323 33 75, 323 94 02 (Common to all offices)
Regional Offices: Telephone
Central :Manak Bhavan, 9 Bahadur Shah Zafar Marg 323 76 17
NEW DELHI 110002 323 38 41
Eastern : 1/14 C. I. T. Scheme VII M, V. I. P. Road, Kankurgachi 3378499, 33785 61
KOLKATA700054 3378626, 3379120
Northern : SCO 335-336, Sector 34-A, CHANDIGARH 160022 603843
602025
Southern : C. I. T. Campus, IV Cross Road, CHENNAI 600113 2350216, 2350442
2351519, 2352315
Western :Manakalaya, E9 MIDC, Marol, Andheri (East) 8329295, 8327858
MUMBAI 400093 8327891, 8327892
Branches : AHMEDABAD. BANGALORE. BHOPAL. BHUBANESHWAR. COIMBATORE.
FARIDABAD. GHAZIABAD. GUWAHATI. HYDERABAD. JAIPUR. KANPUR.
LUCKNOW. NAGPUR. NALAGARH. PATNA. PUNE. RAJKOT. THIRUVANANTHAPURAM.
VISHAKHAPATNAM.
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9401_F_2.pdf
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IS 9401 ( Part 15/Set 2 ) : 1992
Indian Standard
METHOD OF MEASUREMENT OF WORKS IN
RIVER VALLEY PROJECTS
( DAMS AND APPURTENANT STRUCTURES )
PART 15 INVESTIGATION WORKS
Section 2 Exploratory Drifting
UDC 627.8 : 622.261 : 69*003*12
@ BIS 1992
BUREAU OF INDIAN S,TANDARDS
MANAK BHAVAN, 9 BAHADUR SHAH ZAFAR MARG
NEW DELHI 110002
December 1992 Price Group 1Measurement of Works of River Valley Projects Sectional Committee, RVD 23
FOREWORD
This Indian Standard ( Part 15/Section 2 ) was adopted by the Bureau of Indian Standards, after
the draft finalized by the Measurement of Works of River Valley Projects Sectional Committee
had been approved by the River Valley Division Council.
In the measurement of works of river projects a large diversity of methods exist at present
according to local practices. This lack of uniformity creates complications regarding measure-
ments and payments. Keeping in view the large amount of financial outlay involved in river
valley projects and also the fact that the authorities responsible for completing these projects,
are of the state level or national level, it is felt that a suitable methodology is needed for
adopting uniform practices towards the measurement of works so that the scope of complica-
tions and misinterpretation of items of work is reduced, as far as possible. This standard is
being formulated in various parts so as to cover each type of work separately. This part is
being formulated in two sections. Section 1 Covering bore hole drilling, and Section 2 Explo-
ratory drifting. This standard is intended to provide a uniform basis for measuring the work
done in respect of exploratory drifting for River Valley Projects.
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 bRules for rounding off numerical values ( revised )‘.
The number of significant places retained in the rounded off value should be the same as that of
the specified value in this standard.IS 9401 ( Part 15/Set 2 ) : 1992
Indian Standard
METHODOFMEASUREMENTOFWORKSIN
RTVERVALLEYPROJECTS
(DAMSANDAPPURTENANTSTRUCTURES)
PART 15 INVESTIGATION WORKS
Section 2 Exploratory Drifting
I SCOPE 2.7 The following work shall not be measured
seperately and allowance for the same shall be
1.1T his standard ( Part 15/Section 2 ) covers
deemed to have been made in the description
the method of measurement of Investigation
of the main item:
works ( drifting ) to be carried out for River
a>
Valley Projects. Preparation of approach path, bench/
platform etc. for facilitating excavation
2 GENERAL of drift.
2.1 Clubbing of Items b) Excavation of drifts.
Items may be clubbed together provided these c) Supporting arrangement including sup-
are on the basis of detailed description of items porting material wherever required.
stated in this standard. 4 Excavation equipment and accessories,
including their transportation and
2.2 Booking of Dimensions shifting. Removal, transportation and
disposal of muck ( explosive materials
In booking dimensions, the order shall be
to be provided by the department ).
consistent and generally in the sequence of
length, breadth or width and height or depth e) Recording and maintenance of records
or thickness. during the course of excavation including
size and location.
2.3 Description of Items
f) Record of explosive material.
Description of each item, unless stated other-
8) Marking the location and layout of the
wise, be held to include, where necessary,
drifts actually excavated, on the maps.
conveyance and delivery, handling, loading and
unloading, storing, fabrication, hoisting, lowe- h) Extra material due to collapse in the
ring, all labour for finishing to required shape drift or otherwise.
and size, setting, fixing in position etc. The j> Execution of works according to the
size and location of each drift shall be Indian Explosives Act.
specified.
k) Labour involved in preparation of
2.4 IJnits of Measurement geological maps.
All works shall be measured net in decimal ml Handing over all the records as above,
in original, and the unused explosive
system. Dimensions shall be measured to the
material in complete manner.
nearest 0.01 m and cubic contents shall be
worked out to the nearest 0.01 m3.
3 MEASUREMENT OF DRIFTING
2.5 Bill of Quantities
3.1 The measurement &all be in cubic metres
The bill of quantity shall fully describe the based on length of drift and cross-section
material and workmanship and accurately including cross cuts excavated a!ong the centre
represent the work to be executed. line of the drifts.
2.6 A general description of the nature of site 3.2 Drifting in overburden, soft rock and hard
shall be stated. rock shall be measured separately in metres.
1Standard Mark
The use of the Standard Mark is governed by the provisions of the Bureau of Indian
Standards Act, I986 and the Rules and Regulations made thereunder. The Standard Mark
on products covered by an Indian Standard conveys the assurance that they have been
produced to comply with the requirements of that standard under a well defined system
of inspection, testing and quality control which is devised and supervised by BIS and
operated by the producer. Standard marked products are also continuously checked by
BIS for conformity to’that standard as a further safeguard. Details of conditions under
which a licence for the use of the Standard Mark may be granted to manufacturers or
producers may be obtained from the Bureau of Indian Standards.
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13558_5.pdf
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IS 13558 ( Part 5 ) : 1993
IS0 7752-5 : 1985
VrCT5rl f¶+Tf?y mm &I 8T *iflf irs+ T
Indian Standard
CRANES - CONTROLS - LAYOUT AND
CHARACTERISTICS
PART 5 OVERHEAD TRAVELLING CRANES AND PORTAL BRIDGE CRANES
UDC 621’874’2-51
@ BIS 1993
BUREAU OF INDIAN STANDARDS
MANAK BHAVAN, 9 BAYADUR SHAH ZAFAR MARG
NEW DELHI 110002
February 1993 Price Group 2Cranes, Lifting Chains and Its Related Equipment Sectional Committee, HMD 14
NATIONAL FOREWORD
This Indian Standard which is identical with IS0 7752-5 : 1985 ‘Lifting appliances -Controls-
Layout and characteristics - Part 5 : Overhead travelling cranes and portal bridge cranes’ issued
by the International Organization for Standardization ( IS0 ) was adopted by the Bureau of
Indian Standards on the recommendations of the Cranes, Lifting Chains and Its Related
Equipment Sectional Committee and approval of the Heavy Mechanical Engineering Division
Council.
This standard is being published in five parts. Other parts of this standard are as follows:
Part 1 General principles
Part 2 Mobile cranes
Part 3 Tower cranes
Part 4 Jib cranes
The text of IS0 standard has been approved for publication as Indian Standard without
deviations. Certain terminology and conventions are however not identical to those used in
Indian Standards. Accordingly wherever the words ‘International Standard’ appear referring to
this standard, they should be read as Indian Standard’.
In this adopted standard, reference appears to certain International Standards for which Indian
Standards also exist. The corresponding Indian Standards which are to be substituted in their
place are listed below arong with their degree of equivalence for the editions indicated:
International Standard Corresponding degree of
Indian Standard Equivalence
IS0 4306/l : 1990 Cranes - IS 13473 ( Part 1 ) : 1992 Identical
Vocabulary - Part 1 : General Cranes - Vocabulary -
Part 1 General
IS0 7752/l : 1983 Lifting IS 13558 ( Part 1 ) : 1992 Identical
appliances - Controls - Cranes - Controls - Layout
Layout and characteristics and characteristics : Part 1
- Part 1 : General princi- General principles
piesIS 13558 ( Part 5 ) : 1993
IS0 7752-5 : 1985
Indian Standard
CRANES - CONTROLS - LAYOUT AND
CHARACTERISTICS
PART 5 OVERHEAD TRAVELLING CRANES AND PORTAL BRIDGE CRANES
0 Introduction 3 General requirements
To reduce driver confusion or incorrect control in an emergen-
cy, this part of IS0 7752 unifies controls for certain types of 3.1 The basic controls for the crane shall comply with the re.
cranes. quirements of IS0 775211 with the exception as noted in 3.2.
IS0 7752/l establishes the general principles for all kinds of
3.2 The lever forces shall be consistent with the duty of the
cranes.
appliance; the following values are recommended:
1 Scope and field of application a) Hand levers:
This part of IS0 7752 establishes the arrangement, re-
- forward/back: 60 N
quirements and direction of movement of the basic controls for
travelling, traversing, slewing, cab driving and load hoisting - right/left: 40N
and lowering operations for all overhead travelling cranes and
portal bridge cranes, as defined in IS0 430611.
b) Foot pedals: 150 N
2 References
4 Basic control arrangement
IS0 4306/l, Lifting appliances ~ Vocabulary ~~ Part 7:
General.
Controls for overhead travelling cranes and portal bridge
IS0 775211, Lifting appliances ~ Controls Layout and cranes, when applicable, shall be arranged around and in front
characteristics ~ Part 7: General prmciples. of the driver as shown either in figure 1 or in figure 2IS 13558 ( Part 5 ) : 1883
IS0 7752-5 : 1885
t t
Travelling and traversing3’ Raise Raise
00
--p
-+-
Alarm2) Stop
Slewing3) Cab drive3)
1) May be a common releasing pedal.
2) Alternative locations.
3) Handle (joy stick) .directions are to be the same as directions of movements.
4) Or other loading device function.
5) Optional.
Figuie 1IS13558( Part5):1893
IS0 77524 : 1985
Main Auxiliary Auxiliary
Brakes” Alarm 2) hoist hoist4’ hoist4’
(pedals) (pedals) Lower Lower Lower
t
Travelling and traversing3’ Raise Raise Raise
c
00
-+-
Alarm2) Stop
Slewing3’ Cab drive”)
1) May be a common releasing pedal.
2) Alternative location.
3) Handle (joy stick) directions are to be the same as directions of movements.
4) Optional.
Figure 2
3
Reprography Unit, BIS, New Delhi, IndiaStandard Mark
The use of the Standard Mark is governed by the provisions of the Bureau of Inahn
Stundurds 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 hfiun 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. Eaquiries 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 rea5rmed 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 HMD 14 ( 6103 )
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 05ces )
Regional Offices : Telephone
Central : Manak Bhavan, 9 Bahadur Shah Zafar Marg 331 01 31
NEW DELHI 110002 I 331 13 75
Eastern : l/14 C. I. T. Scheme VII M. V. 1. P. Road, Maniktola 37 84 99, 37 85 61
CALCUTTA 700054 1 37 86 26. 37 86 62
53 38 43, 53 16 40
Northern : SC0 445-446, Sector 35-C, CHANDIGARH 160036
I 53 23 84
235 02 16, 235 03 42
Southern : C. I. T. Campus, IV Cross Road, MADRAS 600113
1 235 15 19, 235 23 15
Western : Manakalaya, E9 MIDC, Marol, Andheri ( East ) 632 92 95, 632 78 58
BOMBAY 400093 I 632 78 91, 632 78 92
Branches : AHMADABAD. BANGALORE. BHOPAL. BHUBANESHWAR. COIMBATORE.
FARIDABAD. GHAZIABAD. GU’WAHATI. HYDERABAD. JAIPUR. KANPUR.
LUCKNOW. PATNA. THIRUVANANTHAPURAM.
Printed at Printwell Printers. Aligarh. lndia
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2386_2.pdf
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IS : 2386( Part II) - 1963
( ilcaf!lrmed 1990 J
Indian Standard
METHODS OF TEST FOR
AGGREGATES FOR CONCRETE
PART II ESTIMATION OF DELETERIOUS MATERIALS
AND ORGANIC IMPURITIES
(Ninth Reprint FEBRUARY 1998 )
UDC 691.322 : 543.86
@ Copyright j&I63
BUREAU OF INDIAN STANDARDS
MANAKBHAVAN, 9 BAHADURSHAHZAFARMARG
NEWDELHI 110002
October 1963
Gr4Indian Standard
METHODS OF TEST FOR
AGGREGATES FOR CONCRETE
PART II ESTIMATION OF DELETERIOUS MATERIALS
AND ORGANIC IMPURITIES
Cement and Concrete Sectional Committee, BDC 2
Oh&rman Representing
Sasr K. K: NAMBIAR The Concrete Association of India, Bombay
Me&era
SHBI K. V. THADANEY ( AUem&e to
Shri K. K. Nambisr )
SHBI K. F. ANTIA M. N. Dastur & Co Private Ltd, Calcutta
SHEX P. S. BHATNA~AR Bhakra Dam Designs Directorate, New Delhi
DR I. C. Dos M. Pars CUDDOU Central Water & Power Commission ( Ministry of
Irrigation 85 Power )
SHBI Y. K. MURTBY l Alternute )
SHB; N. D. DAFTARY ’ ~_ K&a Steel Works Private Ltd, Bombay
SHICI N.. 0. DBWAN Central Public Works Depart,ment
SUPERINTENDINOE NQINEIER,
END CIRCLE ( Altermate )
DB R. R. HATTIAN~ADX The Associated Cement Companies Ltd, Bombay
@htx V. N. PAI ( Allemals )
Sitar P. C. HAZRA Geological Survey of India, Calcutta
JOINT DIXECTOR STANDABD~ Research, Designs & Standards Organiurtion
(B&S) ( Ministry of Railways )
ASSISTANT DIBECTOB STAND-
ABDs ( B&S ) ( Alknrate )
SHBI S, B. JOEHI 5. B. Joshi & Co Private Ltd, Bombsy
SHBI M. M. LAL U. P. Government Cement Factory, Churk
SHBI B. N. %fAJUMDAE Dimotorate Qeneral of Supplies & Disposels
( h&i&q of Economic & Defense Co-ordinatitjn )
SHBI P. L. DAE ( AZtetMie )
Poor S. R. MEECRA CentraE- Road Rsaearch Iustitute (CSIR ),
New Delhi
SEBI N. H. MOHILE The Concrete Assooietion of India, Bombay
SHBI 8. N. MUKEBJI Government Test House, Cal6utta
SHBI N. C. SEN GUPTA ( AZtstndG 1
SFUU EBACH A. NADIRSRAE Institution of Engiueere ( India ), C8lcUtti
SHBI C. B. PATEL National Buildings Oganisation (Ministry of
Works, Housing & RehsHilitation )
SHRI RABINDER SINOH ( Alternate )
PROP a. S. RAMASWAMY &~~k~ilding Research Institute ( C&IR ).
SHRI K-&VA PRASAD ( Altcrnots )
(Cont~nuaiionQageg)
BUREAU OF INDIAN STANDARDS
MANAK BHAVAN, 9 BAHALXJR SHAH ZAFAR MARG
NEW DELHI 110002I!S:2386(PartII)-1963
(Continued from page 1)
Members Representing
8as1 T. N. S. Rno Gammon India Ltd, Bombay
SERI S. R. PINHEIRO( Alternale )
RBPBP.~ENTATIVE Martin Burn Ltd, Calcutta
SHIU NIEAB CHANDBA ROY Dalmia Cement ( Bharat ) Lrd. Calcutta
SECBETARY Central Board of Irrigation d. Power ( Ministry of
Irrigation & Power )
BBI~ G. S. SXHOTA Engineer-in-Chief’s Branoh, Army Headquarters
SHBI R. S. MEFIANDI~U( Allemate )
DE BE. SUBBABAJU Indian Roads Congress, New Delhi
SUBI J. M. TBEEAN Roads Wing, Ministry of Transport & Commu-
. nications
SHBI N. H. KE~WANI ( Alterttde )
DB II. C. VISVESVARA~A, Director, IS1 ( Ez-oflcio Member )
Deputy Director ( Bldg )
Secrf?tafy
SHLI A. PRITHIVI RAJ
Extra Assistant Director ( Bldg ), IS1
Concrete Subcommittee, BDC 2 : 2
Conuener
SHEI 8. B. JOSHI S.B. Joshi & Co, Private Ltd, Bombay
Members
ASSISTANTD IRECTORS TANDARDS Research, &signs & Standards Organixation
(B&S) ( Mi$stry of Railways )
SHBI N. H. BHA~WANANI Engin&-in-Chief’s Branch, Army Headquarters
Ds I. C. Dos M. PAIS CUDDOU Central Water & Power Commission (Ministry of
Irrigation & Power )
SHEI Y. K. MURTHY ( Allernate )
SERI P. L. DAS Directorate General of Supplies & Disposals
( Ministry of Economic & Defence Co-ordination )
Sasr B. N. MAJUMDAR ( Alternate )
DIBEcTOB Enginegring Research Laboratory, Hyderabad
SHRI V. N. GUNAJI Mabarashtra Public Works Department
SQHBMI . A. RAFEEZ National Buildings Organisation ( Ministry of
Works, Housing & Rehabilitation )
.Sas~ B. St\ S JXIVAIKURTR(Y A lternalc )
SXBI C. L. HANDA Central Water & Powm Commission ( Ministry of
Irrigation & Power )
SHIU P. C. HAZRA Geological Survey of India, Calcutta
SEXI K. K. NAXBIAB The Concrete Association of India, Bombay
SHBI C. L. N. IYEN~AR ( Alfenzate )
DE M. L. PUBI Contra1 Road Research Institute (CSLR ).
New Delhi
PBOP G. S. RAMASWAMY Ce;;oa\zuilding Research Institute ( CSIR ),
SHBI K. SIVA PRASAD ( AIlernale )
Soar T. N. S. RAO -Gamnion India Ltd, Bombay
SHEI 5. R. PINHEIB~ ( AlkmaC )
SUP)&PMTENDMO ENQINEER, Central Public Works Department
.%D CIBOLE
SIZEI 0. P. GOEL ( AZfezMte )
SEBI J. M. TBEEAN Roads Wing, Ministry of Transport & Communi-
cations
SXULIR . P. SIXKA ( A&.mate )
SEBX E. T. Yur B-&F;& Burn & Jesaop Con&n&ion Co Ltd,
2I!3:2386(P8rtU)-l%3
Indian Standkzrd
METHODS OF TEST FOR
AGGREGATES FOR CONCRETE
PART II ESTIMATION OF DELETERIOUS MATERIALS
AND ORGANIC IMPURITIES
0. FOREWORD
0.1 This Indian Standard ( Part II ) was adopted by the Indian Stau-
dards Institution on 22 August 1963, after the draft finalized by the
Cement and Concrete Sectional Committee bad been approved by the
Building Division Council.
0.2 One of the major contributing factors to the quality of concrete is the
quality of aggregates used therein. The test methods given in this
standard are intended to assist in assessing the qualily of aggregates.
In a given situation, for a particular aggregate, it may not be necessary
to assess all the qualities and therefore it is necessary to determine before-
hand the purpose for which a concrete is being used and the qualities
of the aggregate which require to be assessed_ Accordingly, the relevant
test methods may be chosen from amongst the various tests covered in
this standard. For the convenience of the users. the test methods are
grouped into the ,following eight parts of Indian Standard Methods of
Test for Aggregates for Concrete ( IS : 2386-1963 ):
Part I Particle Size and Shape
Part II Estimation of Deleterious Materials and Organic
Impurities
Part III Specific Gravity, Density, Voids, Absorption and
Bulking
Part IV Mechanical Properties
Part V Soundness
Part VI Measuring Mortar Making Properties of Fine Aggregate
Part VII Alkali Aggregate Reactivity
Part VIII Petrographic Examination
03 The Sectional Committee responsibk for the preparation of this
standard has taken into consideration the views of the concrete spe&Wa,
3testing authorities, consumers and technologists and has related the stand-
ard to the practices followed in this country. Further the need for
international co-ordination among standards prevailing in different
countries of the world has also been recognised. These considerations
led the Sectional Committee to derive assistance from the published
standards and publications of the following organizations:
British Standards Institution
American Society for Testing and Materials
0.4 Wherever a reference to any Indian Standard appears m these methods,
it shall be taken as a reference to its latest version.
0.5 For the purpose of deciding whether a particular requirement of this
standard is complied with, the final value, observed or calculated, ex-
pressing 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 ofaggregates for concrete, and it does not cover all the
necessary provisions of a contract.
1. SCOPE
1.1 This standard ( Part II ) covers the following tests for aggregates
for concrete:
a) Determination of clay lumps,
b) Determination of clay, fine silt and fine dust ( sedimentation
method ),
c) Determination of light-weight pieces ( coal and lignite ),
d) Determination of soft particles, and
e) Estimation of organic impurities.
2. DETERMINATION OF CLAY LUMPS
2.1 Object - This method of test covers the procedure for the approxi-
mate determination of clay lumps in the routine examination of
aggregates.
4xs:23ii6(P8rt rI)-m3
2.2 Apparataa — The ap&matus shall consist of the foiiowing:
a) Balance — A balance or scaie sensitive to within 0=1pereent of
theweight of the sampie to be weighed.
b) Containers —Containers of a size and shape that will permit the
spreading of thesample on the bottam in a thinlayer.
c) Sieves —Sieves conforming to IS: 460-i%2 Speci6cation for Test
Sieves (Revised ).
2S Sampling
2.3.1 Samples shali be obtained by quartering or by the use of a
sampler, from a representative sampie seiected from the material to be
tested. They shall be handled in such a manner as to avoid breaking up
clay imnps which may be present.
2.3.2 Samples shall be dried to constant weight at a temperature not
exceeding iiO°C.
2.3.3 Samples of fine aggregate shail consist of’ particies coa~
than 1-18-msn IS Sieve artd shali weigh not less than KM)g.
2.3.4 Sampies of coarse aggregate shaii be separated into diflkrent &es
using 475-mm, lo-mm, 20-mm and 40-msnIS Sieves. The weight of the
sample for different sizes shall be not iess than tho~ indicated below:
Size of Particles Making Weight ofSumpJe
Up the Sampfes Min
mm g
over 475 to 10 loai
?9 10 ,,20
20 ,,40 %%
9“9 40 5000
23.5 In the case of mixtures of fine and CO== aggregates, the
material shall be separated into two siz~ on *75-snm IS Sieve, and
the samples of fine and coarse aggregates shaii be prepared as described
under 2.3.3 and 2S.4.
2.4 Procedure — The sample shaii be spread in a thin layer on the
htittom of the container and examined for clay iusnps. Any particles
5which canhcbrokcn intO=y&tiW@* with*f@P% dudlbc
-~ as clay lumps. After all discernible clay Iumps have b
hrokcn, the residue fkornthe day lumps shall he removed by the usc of
sievesindkated bcloxw
sizeC+fsievesjibtring
size of J%rtidez Mrktig
up tk sample lzezidheofaey Lumps
Fine aggregate {retained
cmi“l%ranIS Sic} 85(hnkon
Over 475 mm to m mm 236 mm
3, lommtommm 475 mm
Y) 2ommto40mm 4-75 mm
9> 4omm 475 mm
2.S C81cdatkt — The percentage of clay lumps shall be calculated
@ the nearest ill percent in accordance with the Wowing formub
where
L = percentage of day hlmpa,
~= weight Ofsam@e, and
R = weight of Sampk after removal Ofciay lumps.
M Iteprtlagof Ws81ts — The percaxage of Clay lumps inthc aggregate
shall be repbrtcd to the swarest 01 percent.
3 MMERMINATICMJ OF CLAY, FINE SILT AND FiNE DUST
@EWNIENTATION”MEIHOD ]
U 0bje4-This iSagraVhCtriC method fbr da Ermin@g the clay, 6nc
silt and fincdust, which includes particles up to 20 mimxm. Differences
in the nature and density ofmaterials or in thetunpcrature at the time of
testing Inay vary* separation point.
32 Apprat8s — The apparatusAzdIconsistof thefollowing:
a) A watertight screw-topped glass jar of dmcnsions similar to a
l-kg fi-uitprescrvingjar.
6Is:2386(Part II) -1%3
c) A sedimentation pipette of the Amireason type of approximately
25ml capacity and of the general form indicated in Fig. 1. This
consists mainly ofa pipette fitted at the t~p with a two-way tap
and held rigidly in a clamp which can be raised or lowered as
required, and which is fitted with a scale from which the changes
in height of the pipette can be read,
The volume of the pipette A, including the connecting bore of
the tapB, isdetermined by filling with distilled water; by reversing
the tap, the water isrun out into a bott]c, weighed and thevolume
calculated,
d) A 1~-mI measuring cylinder.
e) A scale or balance of capacity not less than 10kg, readable and
accurate to one gram.
f) A scale or balance of capacity not less than 250 g, readable and
accurate to 0’001 g.
gj A weli-ventilated oven, thermostatically controkd, to maintain a
temperature of 100 to 110”C.
3S Cltestticaks— A solution containing 8g of sodium oxalate per Iitre of
distilled water shall be taken. For use, this stock solution is diluted with
distilled water to one tenth (that is 100ml diluted with distilled water to
one litre ).
3.4 Test Sttmple — The sample for testshall be prepared horn themain
sample taking particular care that the test sample contains a correct
proportion of the finermaterial. The amount of sample taken for testshal/
be in accordance with Table-I.
TABLE I WEIGHT OF SAMPLE FOR DETERMINATION OF CLAY,
FINE SILT AND FINE DUST
MAXSXJMSIZEPExexlmIN APPBOXUSATEWEIOXZ OF
SUBSTANSTAPELOPOBTIONB SASSrLEFOE T-T
mm kg
63 to 25 6
20to 125
10to 6-3 :’5
4.75or smsller 03
3.41 All-in aggregates shali be separated into fineand coarse fractions
by sieving on a 4.75-mm “IS Sieve and the two samples so obtained shall
be~ested separately.
7~:2386(Part I11-1%3
--’r-
L
00
E\
c=
/-0
B-/ /- SLIDING PANEL
&/’
M--”
r--
t I
,
I%G.1%n~ak:xcw PxsvsmxmstDETZHXXAZXON
o? (?LAY Asm SmT (kumrr?r
M Test ?reeedure
3S1 k“etkdfer Fine Aggregate — Approximately 300gof thesample
in the air-dry condition, passing the 475-ram IS Sieve, shall be weighed
asd placed in the screw-topped glass jar, together with 300 ml of the
diiutcd sodium oxakste solution. The rubber washer and cap shall be
fixed, care being taken to ensure watertightn~s. The jar shail th~ &
8IS:2386(Part lI)-2%3
rotated about its long axis, with th~saxis horizontal, ataspeed of 80+20
rev~min for a period of 15minutes.
3.5.1.1 At the end of 15 minutes, the suspension shall be poured
into the 1000-nd measuring cylinder and the residue washed by gentle
swirling and recantation of successive 150-ml portions of sodium oxalate
solution, the washings being added to the cylinder uqtiI the volume is
made up to I000 ml. The determination L.-:1 be completed asdescribed
m 3.5.3.
3.5.2 Method Jor Coarse Aggregate — The weighed sample shall be
placed in a suitable container, covered with ameasured volume of sodium
oxalate solution {08 g per litre ), agitated vigorously to remove all
adherent fine material and the liquid suspension transferred to the
1000-mi measuring cylinder. This process shall be repeated as necessary
until all clayey material has been transferred to the cylinder. The volume
shall be made up to I000 ml with sodium oxalate solution and the
determination completed as described in3.5.3.
3.5.3 The suspension in the measuring cylinder shall be thoroughly
mixed by inversion and the tube and contents immediately placed in
position under the pipette. The pipette A shall then be gently lowered
until the tip touches the surface of the liquid, and then lowered a further
10cm into the liquid. Three minutes after placing the tube in positio~
the pipette A and the bore of tap B shall be filled by opening B and
applying gentle suction at C. A small surplus may be drawn up into the
bulb between tap 1?and tube C, but this shall be allowed to run away
and any solid matter shall be washed out with distilled water from E.
The pipette shall then be removed from the measuring cylinder and its
contents run into a weighed contaihcr, any adherent solids being wahsed
into the container by distilled water from E through the tap B,
The contents of the container shall be dried at ]00 to 110°C to
constant weight, cooled and weighed.
3.6 Calculations — The proportion of fine silt and clay or fine dust shall
then be calculated from the following formula:
100(1000FV, ~8
Percentage of clay and fine sih or fine dust ==~ ~ — )
1
where
WI = weight in g of the original sample,
w* = weight in g of the dried residue,
V = volume in ml of the pipette, and
0-8= weight in g of sodium oxalatc in one litre of the
diluted solution.
Nom — No oorreotiqnis nmdoforwa~r mlublo MM whioh nmyb. pssmm$
inthosand, time theamountofmob salt. Ac+uldb. smail.
9IS: 2386 ( Part II ) -1963
3.7 Reporting of Results — The clay, fine silt and fine dust content shall
be reported to the nearest OI percent.
4. DETERMINATION OF LIGHT-WEIGHT PIECES
(COAL AND LIGNITE)
4.1 Object — This method of testcovers the procedure for determination
of approximate percent?gc of light-weight pieces in aggregate by means
of sink-float separation Ina heavy liquid of suitable specific gravity.
4.2 Apparatus — The apparatus shall consist of the following:
a) Balances —For weighing fine aggregates, a balance having a
capacitv of not less than 500 g, sensitive to at least 0“I g; for
weighing coarse aggregates, a balance having acapacity c~fnot Iess
than 5000 g, sensitive to at least 1g.
b) Containers — Containers suitable for drying the aggregate sample,
and containers suitable for holding the heavy liquid during the
sink-float separation.
c) Skimmer — A piece of300-micron sieve cloth of suitable size and
shape for separating the floating pieces from the heavy liquid.
d) Hot-Plate or Oven,
4.3 Heavy Liqsdd
4,3.1 The heavy liquid shall consist of a mixture of carbon tetra-
chloride, and 1, 1, 2, 2-tetrabromoethane, bromoform, and monobromo-
benzene, or bromoforrn and benzene (see Note 1), in such proportions
that the desired specific gravity will be obtained (see Note 2). Bromo-
trichloromcthane may be used as a heavy liquid having a specific gravity
of 2.00. The specific gravity shalI be maintained within -&()”01 of the
specified vaIue at all times du~ng the test.
~OTlc 1— Recover? of the bromoform in the bromoform.benrene mixtum
canbe effeotedby running s stream of water through themixture until all benxene
hasbean dissolved and removed.
NOTE 2— Cau/ion : The chemicals listed in 43.I are highly toxic, both by
•~tlon through theskinand by inhalation. They shall be used OnIY inl hood,
~rd cureshsil be taken toavoid contact with theekin or inhalation of the fuman.
10,
is:2386(PwtlI)- 1%3
432 The approximate. volumes of materials to be combmed to
produce a mixture of the desired specificgravity maybe computed from
the foIlowing specific grdvities of the dikent liquids:
Liquid specific
Gravity
1,1,~2-tetra&omocthane 297
Benzene
Brornoform !$/
Carbon tctraclsloride 1-58
Monobromobenzene 1“49
4SZ1 Yor determining coal and lignite, the heavy liquid used shall
have a specific gravity of 2-00+0411.
SSm@e
4A -- The tilmum size of.test sample shall be as follows:
Maximum Size of Minimum Weight
Aggregate of Sampie
63 {fine aggregate) 200
: :2
S0 10000
&s Proce&e
45.1 Fine Aggregate — Allow the dried sample of iine aggregate to
cool to room temperature and then sieveover a 300-micron IS Sieve until
less than one percent of the retained material passes the sieve inone
minute of continuous sieving. Weigh the material coarser than the
300-rnicron M Sieve to the n&rest 01 ~ then introduce it into theheavy
li@d ina suitable container, thevolume of liquidbeii atleastthree times
the absolute volume of theaggregate. Posp theliquid off into a second
container, passing it through the skimmer and takhg care that only the
floating picccs are poured off with the liquid and that none of the sand is
decanted onto the skimmer. Return tothe first container the liquid that
has been collected in the secottd container and, after further agitation of
the sample by stirring, repeat the decanting ~rocess just described until
the sam e is free of %oating pieces. Wash the decanted pieces contained
0sstheJ?immer iq carbon t~trachloride, until the heavy liquid isremoved,
and then dry. The pieces will dry v quickly, but may be placed in
an o- at NIS°C for a few minutes if daired. Ilrush the dry decanted
11I$:2386(IWII]-1963
I pieces horn theskimmer onto the balance pan and determine the weight
tothenearest &1 g.
4!52 CoarseAggregate – Mow thedriedsa”mpIeof Coarse aggregati
to cool to room temperature and sieve over a 4H+nm IS Sieve. Weigh
thematerial coarser than the #7S-mm IS Sieve to the-narest 1 g, then
introduce it into the heavy liquid in a suitable container, the vohnqc of’
liquid “ at least three times the absolute volume. of the aggregate.
using 9the immer, remove the pieces that rise to the surikcc, and save
them. l@catcdly agitate the temain@ pieces and remove the floating
pie- until no additional pieces rise tothe surface. Wash the decanted
pieces in carbon tctra+loridc until all of theheavy liquid is removed, and
allow to dry. Iktcrmme the weight of the decanted pieces to the nearest
one gram.
Nma-Mat&&, broti black or blaok till be cu&demd ns coatand
Iignirisand slmllbeoollootd- weighed.
4.6 Calcmlatioa—Calculate thepcrcnntagc of light-weight pieces (pieces
floating on theheavy liquid) as follows:
For he aggregate:
#xlu)
L =
s
For coarse aggregate:
+xlm
where
L = percentage of light-weight pieces;
wl = ~ WCightiIl& of decanted @cccs;
W,= drywcightin g,ofportion ofsamplecoaracr thaa
MO-micron 1S Sieve; and
Jvs==drywcight ing, of.portiml ofsasnplecoarscr than
4=7s-mmIs Sievr%
~%~=w m [~
47 leparti8g9fRas8ita-The paccntagc
andlignite] intheaggmgatc shdlbc reportd tothcncarcst”
pcrcerkt.
12Is:2386(Put II)-s96s
5. mmE-RMiNAmoN OF mm PARTICLES
s,3 Object —This method of test deals with the procedure of determin-
ing the quantity of soft ‘particles in coarse aggregates on the basis of
scratch-hardness.
No’ra—Thismethod.imintendedtoheueedteidentify materielsthat~resoft,
including thoeewhich ue sopoorly bonded thst theeeparata prnrticleein the piece
areeasilydetached from themaea. The teat@ not intended toidentify othertypee
ofdeieteriou8materis-~ inSggregab.
53 h=~pamm.s— ~.~.. =pparatus shall consist of a brass rod, having a
Rockwell hardness of 65 RHB to 75 RHl?.
S2.1 A brass rod of about 1.6 mm diameter and of proper hard-
ness inserted into the wood shaft of an ordinary lead pencil is a con-
venient tool for field or laboratory USC,
53 sa@e
!5.3.1 Aggregates for the test shall consist of material from which the
sizes finer than the 10-mxR IS Sieve have been removed. The
sample tested shall be of such size that it will yield not less than the
following amounts of the different sizes, which shall be available in
~~.~t~m.t~Qf {9 pcrce.nt ~~ more:
SieveSfze Sample Weigh!
(Square Opening Sieves)
mm g
Over 10to 12.5 200
,, 125,, 20
$* M ~, 25 1 ?4
31 25,, 40 4500
93 40,,50 12000
5A2 If the sample contains less than 10 percent of any of the sizes
S“+C“LGC.=-tun& g~.~, the size shali not be tested but, for the purpose
of calculating the test results, it shall be considered to contain the same
percentage of the soft particles as the average of the next smaller and the
wxt huger size, or, if u~ie of these sizes is absent, it shall be consi-
dered to have the same percentage of soft particles as the next larger
or next smalkr size, w~chever is present.
13IS : 2386( Part II ) - 1963
5.4 Procedure - Each particle of aggregate under test shall be
scratched with the brass rod described in 5.2 using only a small a-t
( about 1 kg ) of pressure. Particles are considered to be soft if during the
scratching process, a groove is made in them without depositi=* of
metal from the brass rod or if separate particles are detached from ihe
rock mass.
NOTE-In the case of some sandstones. brass fragments may be deposit&
on hard individual grains while at the same time separate particles a& datcrcbsd
from the mass due to a weak binding medium. Such particles are to be considered
&R soft.
5.5 Calculation and Report - The report shall include the following
information:
4 Weight and number of particles of each size of each sample tested
with the brass rod;
b) Weight and number of particles of each size of each sample
classified as soft in the test;
4 Percentage of test sample classified as soft by weight and by
number of particles; and
4 Weighed average percentage of soft particles calculated from per-
centage in item (c) and based on the grading of sample of aggre-
gate received for examination or, preferably, on the average
grading of the material from that portion of the supply of which
the sample is representative. In these calculations, sizes finer than
the lo-mm IS Sieve shall not be included.
6. ESTIMATION OF ORGANIC IMPURITIES
6.1 Object- This method of test covers an approximate method of
estimating whether organic compounds are present in natural sand in
sufficient quantities to be harmftrl, and hence intended to show whether
further tests are necessary or desirable.
NOTE-Harmless organic mnterirls may cause colouration and certain
naturally occurring organic compounds do not cause colowation.
6.2. Procedure
6.2.1 The sand shall be tested as delivered and without drying.
A 350-ml graduated clear glass medicine bottle shall be filled to t,he
75-ml mark with 3 percent solution of sodium hydroxide in water. The
sand shall be added gradually until the volume measured hy the sand
14IS : 2386 (Part 11) - 1963
layer is 125 ml. The volume shall then be made up to 200 ml by
adding more solution. The bottle shall be stoppered and shaken
vigorously and then allowed to stand for 24 hours.
6.2.2 Other tests shall be made if the colour of the liquid above
the sand is darker than a standard solution freshly prepared as follows:
Add 2-5 ml of 2 percent solution of tannic acid in 10 percent
alcohol, to 97.5 ml of a 3 percent sodium hydroxide solution.
Place in a 350-ml bottle, stopper, shake vigorously and allow
to stand for 24 hours before comparison with the solution above
the sand. Alternatively, an instrument or coloured acetate sheets
foi- making the comparison can be obtained, but it is desirable
that these should be verified on receipt by comparison with the
standard solution.
.
15BUREAU OF INDIAN STANDARDS
Headquarters.
Manak Bhavan, 9 Bahadur Shah Zafar Marg, NEW DELHI 110002
Telephones: 323 0131,323 3375,323 9402
Fax : 91 11 3234062,91 11 3239399, 91 11 3239382
Telegrams : Manaksans
(Common to all Cffic
Ceniral Laboratory : Telepho
Plot No. 20/9, Site IV, Sahibabad Industrial Area, Sahibabad 201010 8-77 00
Regional Offices:
Central : Manak Bhavan, 9 Bahadur Shah Zafar Marg, NEW DELHI 110002 323 76
*Eastern : l/14 CIT Scheme VII M, V.I.P. Road, Maniktola, CALCUTTA 700054 337 86 t
Northern : SC0 335-336, Sector 34-A, CHANDIGARH 160022 60 38 4:
Southern : C.I.T. Campus, IV Cross Road, CHENNAI 600113 235 23 .
tWestem : Manakalaya, E9, Behind Marol Telephone Exchange, Andheri (East), 832 92 S
MUMBAI 400093
Branch Offices::
‘Pushpak’, Nurmohamed Shaikh Marg, Khanpur, AHMEDABAD 380001 550 13 1
SPeenya Industrial Area, 1 st Stage, Bangalore-Tumkur Road, 839 49 f
BANGALORE 560058
Gangotri Complex, 5th Floor, Bhadbhada Road, T.T. Nagar, BHOPAL 462063 55 40 2’
Plot No. 62-63, Unit VI, Ganga Nagar, BHUBANEiHWAR 751001 40 36 2i
Kalaikathir Buildings, 670 Avinashi Road, COIMBATORE 641037 21 01 41
Plot No. 43, Sector 16 A, Mathura Road, FARIDABAD 121001 8-28 88
Savitri Complex, 116 G.T. Road, GHAZIABAD 201001 8-71 19
53/5 Ward No.29, R.G. Barua Road, 5th By-lane, GUWAHATI 781003 54113;
5r8-56C, L.N. Gupta Marg, Nampatly Station Road, HYDERABAD 500001 20108:
E-52, Chitaranjan Marg, C- Scheme, JAIPUR 302001 37 29 2c
117/418 B, Sarvodaya Nagar, KANPUR 208005 21 68 7f
Seth Bhawan, 2nd Floor, Behind Leela Cinema, Naval ffishore Road, 2389 2:
LUCKNOW 226001
NIT Building, Second Floor, Gokulpat Market, NAGPUR 440010 52 51 71
Patfiputra Industrial Estate, PATNA 800013 26 23 Of
Institution of Engineers (India) Building 1332 Shivaji Nagar, PUNE 411005 32 36 3f
T.C. No. 14/1421, University P. 0. Palayem, THIRUVANANTHAPLJRAM 695034 621 17
*Sales Office is at 5 Chowringhee Approach, P.O. Princep Street, 27108?
CALCUll-A 700072
tSales Off& is at Novelty Chambers, Grant Road, MUMBAI 400007 309652
$Sales Office is at ‘F’ Block, Unity Building, Narashimaraja Square, 222 39 i
BANGALORE 560002
Reprography Unit, BIS, New Delhi, In’AMENDMENT NO. 1 FEBRUARY 1983
TO
IS:2386(Part II)-1963 METtlODSO F TEST FOR
AGGREGATLS FOR WNCRETE
PART II ESTIMATION OF DELETERIOUS MATERIALS
. AND ORGANIC IMPURITIES
Alteration
----s
(Pq/e 24, ctauss 6.1) - Substitutet he following
i.fort he existingc lrruse:
“6.1 eject 7 This method of test covers in approxi-
mate method of estimatingw hether organic compounds
are preirenti n natural sand in sufficient quantities
to be harmfU, and hence is intendedt o show whether
firther teats are necessaryo r desirable.
NOTE 1 - ThC test for determination of effect of
organic impurities on mortar strength is covered by
IS:2386(Part VI)-1963 'Method of test for aggregates
for concrete:Part VI Measuring mortar makir.gp ro-
perties of fine aggregates'.
NOTE 2 - Harmless organic materfals may cause
colouration and certain naturally occurringo rganic
compoundsd o not c&me colouration.
ReprographyU nit, BIS, New Delhi, India
|
12966_1.pdf
|
‘.
.,, IS 12966 ( Part 1 ) : 1992
CODEOFPRACTICBFORGALLERIBSAND
OTHEROPENINGSINDAMS
PART 1 GENERAL REQUIREMENTS
UDC 627’824’7
0 BIS 1992
BUREAU OF INDIAN STANDARDS
MANAK BHAVAN, 9 BAHADUR SHAH ZAFAR MARG
NEW DELHI 110002
April 1992 Price Groog’ 2Dams ( Overflow and Non-overflow ) Sectional Co&&tee, RVD 9
FOREWORD
This standard ( Part 1 > was adopted by the Bureau of Indian Standards, after the draft finalized
by Dams ( Overflow and Non-overflow > Sectional Committee had been approved by the River
Valley Division Council.
A large number of galleries and other openings are provided in all gravity dams for different
purposes.
Other openings include all types of sluices, penstock openings, shafts, adits and chambers, stair/lift
wells, drainage holes, air vents, conduits, formed drains, porous concrete drains, etc.
The structural design of such galleries and other opening provided in gravity dams is covered in
IS 12S66 ( Part 2 ) : 1990 ‘Code of practice for galleries and other openings in dams : Part 2
Structural design’.
For the purpose of deciding whether a particular requirement of this standard is complied with, the
final value, observed or calculated, expressing the result of a test or analysis, shall be rounded off
in accordance with IS 2 : 1960 ‘Rules for rounding off numerical values ( revised)‘. The number
of significant places retained in the rounded off value should be the same as that of the specified
value in this standard.‘*
4..
4
IS 12966( Part 1 ) : 1992
Indian Standard
CODEOFPRACTICEFORGALLERIESAND
OTHEROPENINGSINDAMS
PAR1T
GENERAL REQUIREMENTS
1 SCOPE 3.5 Drainage Gallery
This is a supplementary gallery sometimes
1.1 This standard (Part 1 > covers the general
provided downstream at about 2/3rd the base
requirements for which galleries and other
width from the upstream face for the purpose of
openings are provided in gravity dams.
draining the downstream portion of the founda-
tion.
2 REFERENCES
2.1 Thefollowing Indian Standards are necessary 3.6 Gate Gallery
adjuncts to this standard:
Gallery, made in a dam to provide access to
IS No. Title and room for, the mechanical and eltctricaI
equipment required for the operation of gates in
10135 : 1985 Code of practice for drainage outlet conduits, penstocks, etc.
system for gravity dams,
their foundations and abut- 3.7 Inspection Gallery
ments (first revision )
Gallery made in a dam to provide access to the
11485 : 1985 Criteria for hydraulic design interior mass of the dam in order to inspect the
of sluices in concrete and structure and study the structural behaviour of
masonry dams the dam after completion. Foundation, drainage
gate and grouting galleries also serve as
3 TERMINOLOGY inspection galleries.
3.0 For the purpose of this standard the 4 PURPOSE
following definitions shall apply.
4.1 The need for galleries varies from dam to
dam. Some of the common purpose for which
3.1 Gallery
galleries are provided are as follows:
The gallery is an opening within dam which
a) To provide drainage way for water seeping
provides access into or through the dam.
through the upstream face of the dam and
from the foundations;
3.2 Adit
b) To provide space for drilling holes and
A horizontal gallery connecting the gallery grouting the foundation in order to
system in the dam with downstream face or provide a grout curtain;
features outside the dam such as power house or
4 To provide access to the interior of the
gate house. Also called ‘Access Gallery’ or
dam for observing its behaviour after
‘Entrance Gallery’.
completion;
4 To provide access to chambers like hoist
3.3 Chamber
chamber, pump chamber, pump weI&
When a gallery is enlarged to permit installation instrument niches, etc;
of equipment, it is called a chamber, e.g. hoist
4 Visitors gallery to provide access routes
chamber, gate chamber, etc.
for visitors.
3.4 Foundation Gallery 4.2 In addition to galleries other openings are
also provided in dams for different purposes.
It is a gallery which generally extends over the
length of the dam near the rock profile
5 LOCATION AND SIZE OF COMMON
conforming in elevation to the transverse profile
GALLERiES AND OPENINGS
of the canyon; in plan, it is near and parallel to
the axis of the dam. From this gallery, holes
5.1 Foundation Gallery
are drilled and grouted for the main grout
curtain and drainage holes are drilled for draining This gallery should be provided in the body of
water seeping through the foundation in order the dam where height of the dam above normal
to provide relief in uplift pressures. foundation level is more than IO m ( measured
1I!3 12966 ( Part 1) ; 1992
up to to crest level in case of overflow portion 5.3 Qte Galleries and Chambers
of the dam ). For lesser heads, its necessity
Their size should depend lupon the size of the
should be left to the discretion of the designer.
gates, etc. However IS 11485 ; 1985 may also
The purpose of this gallery is defined in 3.4,
b.e referred to for their sizing.
4.1( a ) & 4.1(b). The miqimum size of
gallery should be 1.5 m X 2’25 m, however a
5.4 Instrumentation Gallery
larger size of 2’0 m X 2’5 m can be provided to
acccmmcdate drilling equipment. The general The number and location of such galleries
details of this gallery are given in IS 10135 : 1985. should depend upon the extent of instrumen-
It should bz located at a distarce of 3’0 metres tation provided in a dam. These galleries should
or 5 percent of the reservoir head ( measured generally be aligned perpendicular to the dam
from ERL to the foundation level ) from the axis in plan. The size is generally 1’5Om X 2’25m
upstream face of the dam, whichever is greater ( rectanguIar )with minor modification necesstry
ard ccnsistent with any other requ,irement. for instruments like plumb-line, etc.
There should be minimum 1’5 metre concrete
cover between the flooi of the gallery and the 5.5 Sump Well
foundation grade. Scmetimes, depending upon They should be provided in the deepest location,
the fcundaticn grade profile aqd other considera- Their rumber and size should depend upon the
tions like the height of the dam from foundation quantity of water Seeping through the founda-
grac’e up to Ihe spillway crest in respect of over- tions acd body of the dam. The seepage wa!er
flow section, gallery dicpositicn in other blocks, collected in upstream inspection galleries
etc, a fcucdatjor gallery may have to be lccated provided at higher levels shculd, as far as
in a trench ( see Fig. 1 ). A minimum concrete possible be drained-off towards the downstream
cover of about 2’0 metros is generaliy prcvided side by gravity through adits/any other suitable
in the trench. arrangements. Sump well may also be located
outside the dam. In this case, sump pit provision
5.1.1 Cottnsrream Crcincge Gcllery and a cast iron pipe of 6C0 mm diameter will
have to be provided from sump pit to sump well.
In high dams ( greater than 100 m ), a supple-
A pump house may be housed above the sump
mentary dlainsge gallery is scmtimes provided
well. This is convenient to avoid flooding of
at about 2/3rd the base \n(idth from the upstream
water in the gallery in case pumps get failed due
face fcr drainirg the do\nnstream portion of the
to Fewer failure or some other cause.
foundation, if the tail water levels are high. The
size of this gallery should, usually be 2.0 m X
5.6 Pump Chamber
2’5 m.
Pumps of suitable capacity should be provided
5.2 Inspection Galleries at Higher Levels Above
to pump-off the water collected in the sump well.
Foundation Gallery
As far as possible, the pumps should be located
in a chamber adjacent to an inspection gallery
f-!n inaF:ction @alIely should be prcvidcd stove
above the foundation gallery so that in the con-
tie fcurdation gallery so as to be shout
tipgency of the foundation gallery getting flood-
7% Eetrrs telcw Ihe spillway crest ccnsistent
ed, the pump-chamber remains approachable
with structural ccnsidcration in ca:e of overflow
( see Fig. 2 ).
fccticns lavirg a height of about 25 metres or
nore n;czlurtd frcm the spiIlw;y crest to tke
5.7 Elevator Tower and Shaft
fcul c’aticn grz.de co as to facilitate cIe:nirg/
rcamil;g cf tke fcrmed/l:orcus ccucrete drains Elevator towers shculd generally be provided at
in ihe bcdy of the dzm ( fte Fig. 2 ). Generally the end of spillway Fortion in the NOF blocks
ictelmcdiate insyecticn gaI]erirs shculd be to provide access to the galleries from top of the
prcvidcd at evely 30 xetres intervals (ref dsm. Grnerally, only a lift well should be
Fig. 3). ?he size cf these pslltries chculd provided for which a size of 3 m X ? m should
gcnelally be 1’5 m X 2.25 m ( rcctzngular ). normally suffice. Sometimes, a Stan--well may
( 1500 X 2 250 min FOUNDATION GALLERY
r ACCEPTABLE FOUNDATION GRADE
FIG. 1 FOUNDATION GALLERY IN TRENCH
2TS 12966 ( Part 1 ) : 1992
SPILLWAY PIER
INSPECTION GALLE
(~S00X225Omm
FORMED DFWN
DELIVERY PIPE (EXIT ABOVE UPpER NAPPQ
OPENING FOR SUCTION PIPES
~ouN!JAnON GALLEA
(1WOX225Qmm I+)
FIG. 2 LOCATIONO F FOUNDATIONA ND INSPECTIONG ALLBRIESI N OVER FLOW SECTION
also be provided either separately or around the conditions, a gallery can be either horizontal or
lift well, if considered necessary. The size of on a slope. In the later case, steps with tread
elevator tower should accordingly be modified to 250 mm and riser 200 mm may be provided.
include a stair-case. Generally, 25 steps should be provided in one
flight. Hand railing along stairs should also be
5.8 Ventilation Shaft/Pipes provided. It should normally be ensured that the
steps do not cross the contraction joints between
Generally, 300 mm diameter ventilation pipes/
the two adjacent dam monoliths. Generally
holes should be provided in every alternate dam
minimum horizontallengthofabout 1’0-1’5 metres
blocks from the galleries for ventilation. How-
should be kept in the gallery adjacent to the
ever, where adits are not provided, ventilation
contraction joints before it is stepped.
shafts ( about 1 m diameter ) may be provided, +
one each near either end of the gallery to 6.2 All galleries should have gutters to carry
maintain a draft of air. However in case of away seepage water which gets collected into the
lengthy dams, intermediate ventilation shafts gallery. On horizontal runs, the depth of the
may also be provided. gutter may vary from 225 mm to 375 mm to
provide a drainage slope. A slope not flatter
5.9 Formed Drain than 1 in 1000 should be provided for drainage.
These drains should be located as per IS 10135 : 6.3 Ramps can also be provided up to 10” angles
1985. They are spaced at approximately 3 m with the horizontal. However, for slopes more
centres along the axis of the dam. The size of than 10” and up to 15” special non-slip surfaces
the drains is about 200 mm diameter. The lower should be necessary. Hand rails should also be
ends of the drains extend to the gallery, or are
provided on ramps.
connected to the downstream face near the fillet
through a horizontal drain pipe or header system 6.4 In case of very steep abutments where it is
if there are no galleries. The tops of the drains not possible to follow the canyon shape by the
(in OF section ) are located about 1 m below sloping galleries ( with steps ) vertical shafts of
the crest level. In NOF section, the tops are about 2’0-2’5 m diameter with spiral staircase
located at road level ( see Fig. 2 and 3 ). ( metallic ) may be provided to connect galleries
at two levels.
6 MISCELLANEOUS DETAILS ABOUT
GALLERIES 6.5 Adits to galleries should be provided for
approaching them from downstream side of the
6.1 General NOF dam at suitable elevation above the tail
Depending upon the rock profile and other water level.
3IS 12966 ( Part 1) : 1992
M. w. L
FRL
INSPECllON GALLERY
(15CQX2250mm)
FORMED DRAINS
Fra. 3 LOCATION OF INTERMEDIATEI NSPKTION GALLERY IN NON-OVERFLOW SECTION
6.6 Other requirements like shock proof, lighting wall of the galleries to be attended to.
throughout galleries and adit, grilled door near
adit entrance to prevent nuisance of birds like 6.7 Where separate instrumentation galleries are
bats, fool-proof surface drainage near adit not provided in the dams of low height, provision
entrance to prevent accidental rusting of rain may be made for accelograph inverted plump
water by landslide, chocking of catch water bobs, etc, by leaving suitable space ( say 5 m ) in
drains, etc, and marking R.D. figures on the the foundation gallery itself.
4Standard Mark
The use of the Standard Mark is governed by the provisions of the Bureau of Indian
Standards Act, 1986 and the Rules and Regulations made thereunder. The Standard Mark on
products covered by an Indian Standard conveys the assurance that they have been produced
to comply with the requirements of that standard under a well defined system of inspection,
testing and quality control which is devised and supervised by BIS and operated by the pro-
ducer. Standard marked products are also continuously checked by BIS for conformity to
that standard as a further safeguard. Details of conditions under which a licence for the use
of the Standard Mark may be granted to manufacturers or producers may be obtained from
the Bureau of Indian Standards.‘..,
Bureau of Indian Standards
BIS is a statutory institution established under the Bareau 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 copyrlght 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 lime. Users of Indian Standards should ascertain that they are in
possession of the latest amendments or edition. Comments on this Indian Standard may be sent
to BIS giving the following reference :
Dot : No. RVD 9 ( 4340 )
Amendments Issued Since Poblication
Amend No. Date of Issue Text Affected
BUREAU OF INDIAN STANDARDS
Headquarters :
Manak Bhavan, 9 Bahadur Shah Zafar Marg, New Delhi 110002
Telephones : 331 01 31, 331 13 75 Telegrams : Manaksanstha
( Common to all Offices )
Regional Offices : Telephone
Central : Manak Bhavan, 9 Bahadur Shah Zafar Marg 331 01 31
NEW DELHI 110002 331 13 75
Eastern : l/14 C1.T. Scheme VII M, V.I.P. Road, Maniktola
CALCUTTA 700054 37 86 62
Northern : SC0 445-446, Sector 35-C, CHANDIGARH 160036 53 38 43
Southern : C.I.T. Campus, IV Cross Road, MADRAS 600113 235 0216
Western : Manakalaya, E9 MIDC, Marol, Andheri ( East )
BOMBAY 400093 6 32 92 95
Branches : AHMADABAD. BANGALORE. BHOPAL. BHUBANESHWAR.
COIMBATORE. FARIDABAD. GHAZIABAD. GUWAHATI.
HYDERABAD. JAIPUR. KANPUR. LUCKNOW. PATNA.
THIRUVANANTHAPURAM.
Printed at Swataatra Bharat Press, Delhi, India
|
ISO 9606-1 WQT in steel for fusion welding.pdf
|
INTERNATIONAL ISO
STANDARD 9606-1
Second edition
2012-07-15
Qualification testing of welders — Fusion
welding —
Part 1:
Steels
Épreuve de qualification des soudeurs — Soudage par fusion
Partie 1: Aciers
Reference number
ISO 9606-1:2012(E)
© ISO 2012ISO 9606-1:2012(E)
Contents
Page
Foreword ............................................................................................................................................................ iv
Introduction ......................................................................................................................................................... v
1 Scope ...................................................................................................................................................... 1
2 Normative references ............................................................................................................................ 1
3 Terms and definitions ........................................................................................................................... 2
4 Reference numbers, symbols and abbreviated terms ....................................................................... 4
4.1 General ................................................................................................................................................... 4
4.2 Reference numbers of welding processes ......................................................................................... 4
4.3 Symbols and abbreviated terms .......................................................................................................... 4
5 Essential variables and range of qualification ................................................................................... 6
5.1 General ................................................................................................................................................... 6
5.2 Welding processes ................................................................................................................................ 7
5.3 Product type ........................................................................................................................................... 8
5.4 Type of weld ........................................................................................................................................... 9
5.5 Filler material grouping ......................................................................................................................... 9
5.6 Filler material type ............................................................................................................................... 10
5.7 Dimensions .......................................................................................................................................... 11
5.8 Welding positions ................................................................................................................................ 13
5.9 Weld details .......................................................................................................................................... 15
6 Examination and testing ..................................................................................................................... 15
6.1 Examination ......................................................................................................................................... 15
6.2 Test pieces ........................................................................................................................................... 16
6.3 Welding conditions ............................................................................................................................. 18
6.4 Test methods ....................................................................................................................................... 18
6.5 Test piece and test specimen ............................................................................................................ 19
6.6 Test report ............................................................................................................................................ 23
7 Acceptance requirements for test pieces ......................................................................................... 23
8 Re-tests................................................................................................................................................. 24
9 Period of validity .................................................................................................................................. 24
9.1 Initial qualification ............................................................................................................................... 24
9.2 Confirmation of the validity ................................................................................................................ 24
9.3 Revalidation of welder qualification .................................................................................................. 24
9.4 Revocation of qualification ................................................................................................................ 24
10 Welder's qualification test certificate ................................................................................................ 25
11 Designation .......................................................................................................................................... 25
Annex A (informative) Welder's qualification test certificate ....................................................................... 27
Annex B (informative) Job knowledge ............................................................................................................ 28
Annex C (informative) FW/BW test assembly option .................................................................................... 31
Bibliography ...................................................................................................................................................... 32
© ISO 2012 – All rights reserved iiiISO 9606-1:2012(E)
Foreword
ISO (the International Organization for Standardization) is a worldwide federation of national standards bodies
(ISO member bodies). The work of preparing International Standards is normally carried out through ISO
technical committees. Each member body interested in a subject for which a technical committee has been
established has the right to be represented on that committee. International organizations, governmental and
non-governmental, in liaison with ISO, also take part in the work. ISO collaborates closely with the
International Electrotechnical Commission (IEC) on all matters of electrotechnical standardization.
International Standards are drafted in accordance with the rules given in the ISO/IEC Directives, Part 2.
The main task of technical committees is to prepare International Standards. Draft International Standards
adopted by the technical committees are circulated to the member bodies for voting. Publication as an
International Standard requires approval by at least 75 % of the member bodies casting a vote.
Attention is drawn to the possibility that some of the elements of this document may be the subject of patent
rights. ISO shall not be held responsible for identifying any or all such patent rights.
ISO 9606-1 was prepared by Technical Committee ISO/TC 44, Welding and allied processes, Subcommittee
SC 11, Qualification requirements for welding and allied processes personnel.
This second edition cancels and replaces the first edition (ISO 9606-1:1994), which has been technically
revised. It also incorporates the Amendment ISO 9606-1:1994/Amd.1:1998.
ISO 9606 consists of the following parts, under the general title Qualification testing of welders — Fusion
welding:
Part 1: Steels
Part 2: Aluminium and aluminium alloys
Part 3: Copper and copper alloys
Part 4: Nickel and nickel alloys
Part 5: Titanium and titanium alloys, zirconium and zirconium alloys
Requests for official interpretations of any aspect of this part of ISO 9606 should be directed to the Secretariat
of ISO/TC 44/SC 11 via your national standards body. A complete listing of these bodies can be found
at www.iso.org.
iv © ISO 2012 – All rights reservedISO 9606-1:2012(E)
Introduction
The ability of a welder to follow verbal or written instructions and verification of a person's skills are important
factors in ensuring the quality of the welded product.
The testing of a welder's skill in accordance with this International Standard depends on the welding
techniques and conditions used, in which uniform rules are complied with and standard test pieces are used.
The principle of this International Standard is that a qualification test qualifies a welder not only for the
conditions used in the test, but also for all other conditions which are considered easier to weld in accordance
with this International Standard. It is presumed that the welder has received training and/or has industrial
practice within the range of qualification.
The qualification test can be used to qualify a welding procedure and a welder provided that all the relevant
requirements, e.g. test piece dimensions and testing requirements are satisfied (see ISO 15614-1[11]).
All new qualifications shall be in accordance with each part of this International Standard from its date of issue.
At the end of its period of validity, existing qualification tests of welders in accordance with the requirement of
a national standard may be revalidated according to this International Standard. This is providing that the
technical intent of this International Standard is satisfied. It is necessary for the new range of qualification to
be interpreted in accordance with the requirements of this International Standard.
© ISO 2012 – All rights reserved vINTERNATIONAL STANDARD ISO 9606-1:2012(E)
Qualification testing of welders — Fusion welding —
Part 1:
Steels
1 Scope
This part of ISO 9606 specifies the requirements for qualification testing of welders for fusion welding of steels.
It provides a set of technical rules for a systematic qualification test of the welder, and enables such
qualifications to be uniformly accepted independently of the type of product, location and examiner or
examining body.
When qualifying welders, the emphasis is placed on the welder's ability manually to manipulate the electrode,
welding torch or welding blowpipe, thereby producing a weld of acceptable quality.
The welding processes referred to in this part of ISO 9606 include those fusion-welding processes which are
designated as manual or partly mechanized welding. It does not cover fully mechanized and automated
welding processes.
NOTE For such processes, see ISO 14732[10].
2 Normative references
The following referenced documents are indispensable for the application of this document. For dated
references, only the edition cited applies. For undated references, the latest edition of the referenced
document (including any amendments) applies.
ISO 857-1, Welding and allied processes — Vocabulary — Part 1: Metal welding processes
ISO 3834-2, Quality requirements for fusion welding of metallic materials — Part 2: Comprehensive quality
requirements
ISO 3834-3, Quality requirements for fusion welding of metallic materials — Part 3: Standard quality
requirements
ISO 4063, Welding and allied processes — Nomenclature of processes and reference numbers
ISO 5173, Destructive tests on welds in metallic materials — Bend tests
ISO 5817, Welding — Fusion-welded joints in steel, nickel, titanium and their alloys (beam welding
excluded) — Quality levels for imperfections
ISO 6947, Welding and allied processes — Welding positions
ISO 9017, Destructive tests on welds in metallic materials — Fracture test
ISO/TR 15608, Welding — Guidelines for a metallic material grouping system
ISO 15609-1, Specification and qualification of welding procedures for metallic materials — Welding
procedure specification — Part 1: Arc welding
© ISO 2012 – All rights reserved 1ISO 9606-1:2012(E)
ISO 15609-2, Specification and qualification of welding procedures for metallic materials — Welding
procedure specification — Part 2: Gas welding
ISO 17636 (all parts), Non-destructive testing of welds — Radiographic testing
ISO 17637, Non-destructive testing of welds — Visual testing of fusion-welded joints
ISO/TR 25901:2007, Welding and related processes — Vocabulary
3 Terms and definitions
For the purposes of this part of ISO 9606, the following terms and definitions apply.
3.1
welder
person who holds and manipulates the electrode holder, welding torch or blowpipe by hand
[ISO/TR 25901:2007, 2.428]
3.2
manufacturer
person or organization responsible for the welding production
[ISO 15607:2003,[12] 3.23]
3.3
examiner
person appointed to verify compliance with the applicable standard
NOTE In certain cases, an external independent examiner can be required.
[ISO/TR 25901:2007, 2.119]
3.4
examining body
organization appointed to verify compliance with the applicable standard
NOTE In certain cases, an external independent examining body can be required.
[ISO/TR 25901:2007, 2.120]
3.5
material backing
backing using material for the purpose of supporting molten weld metal
3.6
gas backing
backing using gas primarily for the purpose of preventing oxidation
3.7
flux backing
backing using flux primarily for the purpose of preventing oxidation
NOTE In submerged arc welding, flux backing may also reduce the risk of a weld pool collapse.
3.8
consumable insert
filler material that is placed at the root of the joint before welding to be completely fused into the root
2 © ISO 2012 – All rights reservedISO 9606-1:2012(E)
3.9
layer
stratum of weld metal consisting of one or more runs
[ISO/TR 25901:2007, 2.209]
3.10
root run
root pass
multi-layer welding run(s) of the first layer deposited in the root
[ISO/TR 25901:2007, 2.310]
3.11
filling run
multi-layer welding run(s) deposited after the root run(s) and before the capping run(s)
[ISO/TR 25901:2007, 2.132]
3.12
capping run
multi-layer welding run(s) visible on the weld face(s) after completion of welding
[ISO/TR 25901:2007, 2.57]
3.13
deposited thickness
thickness of the weld metal excluding any reinforcement
3.14
leftward welding
gas welding technique in which the filler rod is moved ahead of the blowpipe in relation to the welding direction
[ISO/TR 25901:2007, 2.210]
3.15
rightward welding
gas welding technique in which the filler rod is moved behind the blowpipe in relation to the welding direction
[ISO/TR 25901:2007, 2.302]
3.16
branch joint
joint of one or more tubular parts to the main pipe or to a shell
3.17
fillet weld
triangular weld in a square preparation for making a T-joint, corner joint or lap joint
[ISO/TR 25901:2007, 2.131]
3.18
verification
confirmation, through the provision of objective evidence, that specified requirements have been fulfilled
[ISO 9000:2005,[5] 3.8.4]
© ISO 2012 – All rights reserved 3ISO 9606-1:2012(E)
4 Reference numbers, symbols and abbreviated terms
4.1 General
The following abbreviations and reference numbers shall be used when completing the welder's qualification
test certificate (see Annex A).
4.2 Reference numbers of welding processes
This part of ISO 9606 covers the following manual or partly mechanized welding processes (reference
numbers of welding processes for symbolic representations are listed in ISO 4063):
111 manual metal arc welding
114 self-shielded tubular cored arc welding
121 submerged arc welding with solid wire electrode (partly mechanized)
125 submerged arc welding with tubular cored electrode (partly mechanized)
131 MIG welding with solid wire electrode
135 MAG welding with solid wire electrode
136 MAG welding with flux cored electrode
138 MAG welding with metal cored electrode
141 TIG welding with solid filler material (wire/rod)
142 autogenous TIG welding
143 TIG welding with tubular cored filler material (wire/rod)
145 TIG welding using reducing gas and solid filler material (wire/rod)
15 plasma arc welding
311 oxyacetylene welding
See ISO/TR 25901 and ISO 857-1 for the definition of manual and partly mechanized welding.
NOTE The principles of this part of ISO 9606 can be applied to other fusion welding processes.
4.3 Symbols and abbreviated terms
4.3.1 For test pieces
a design throat thickness
BW butt weld
D outside pipe diameter
FW fillet weld
l length of test piece
1
l half-width of test piece
2
l examination length
f
P plate
s deposited thickness or fused metal thickness in butt welds
t material thickness of test piece (plate or wall thickness)
4 © ISO 2012 – All rights reservedISO 9606-1:2012(E)
s deposited thickness of test piece for welding process 1
1
s deposited thickness of test piece for welding process 2
2
T pipe1)
z leg length of fillet weld
4.3.2 For filler materials
nm no filler material
The symbol for type of covering or core is based on those given in various International Standards on filler
materials.
03 rutile basic covering
10 cellulosic covering
11 cellulosic covering
12 rutile covering
13 rutile covering
14 rutile + iron powder covering
15 basic covering
16 basic covering
18 basic + iron powder covering
19 limenite covering
20 iron oxide covering
24 rutile + iron powder covering
27 iron oxide + iron powder covering
28 basic + iron powder covering
45 basic covering
48 basic covering
A acid covering
B basic covering or electrode core — basic
C cellulosic covering
R rutile covering or electrode core — rutile, slow-freezing slag
RA rutile — acid covering
RB rutile — basic covering
RC rutile — cellulosic covering
RR rutile — thick covering
1) The word “pipe”, alone or in combination, is used to mean “pipe”, “tube” or “hollow section”.
© ISO 2012 – All rights reserved 5ISO 9606-1:2012(E)
M metal cored electrode or metal powder
P electrode core — rutile, fast-freezing slag
S solid wire electrode — solid rod
V electrode core — rutile or basic/fluoride
W electrode core — basic/fluoride, slow-freezing slag
Y electrode core — basic/fluoride, fast-freezing slag
Z electrode core — other types
4.3.3 For other weld details
fb flux backing
bs welding from both sides
ci consumable insert
lw leftward welding
mb material backing
gb gas backing
ml multi-layer
nb welding with no material backing
rw rightward welding
sl single layer
ss single side welding
4.3.4 For bend tests
A minimum tensile elongation after fracture required by the material specification
d diameter of the former or the inner roller
t thickness of the bend test specimen
s
4.3.5 Types of arc welding
MAG metal active gas
MIG metal inert gas
TIG tungsten inert gas
5 Essential variables and range of qualification
5.1 General
The qualification of welders is based on essential variables. For each essential variable, a range of
qualification is defined. If the welder has to weld outside the range of welder qualification, a new qualification
test is required. The essential variables are:
welding process(es);
product type (plate or pipe);
6 © ISO 2012 – All rights reservedISO 9606-1:2012(E)
type of weld (butt or fillet);
filler material group;
filler material type;
dimension (material thickness and outside pipe diameter);
welding position;
weld detail(s) (material backing, gas backing, flux backing, consumable insert, single side welding, both
side welding, single layer, multi-layer, leftward welding, rightward welding).
The parent material group(s) and subgroup(s), in accordance with ISO/TR 15608, that are used in the test
shall be recorded on the welder's qualification test certificate.
5.2 Welding processes
Welding processes are defined in ISO 857-1 and listed in 4.2.
Each test normally qualifies only one welding process. A change of welding process requires a new
qualification test.
Exceptions are as follows:
a change from solid wire electrode 135 to a metal cored electrode 138, or vice versa, does not require
requalification (see Table 5);
a change from solid wire electrode 121 to a tubular cored electrode 125, or vice versa, does not require
requalification (see Table 5);
welding with 141, 143 or 145 qualifies for 141, 142, 143 and 145, but 142 only qualifies for 142;
qualifying the welder for dip (short-circuit) transfer mode (131, 135 and 138) shall qualify him for other
transfer modes, but not vice versa.
However, it is permitted for a welder to be qualified for two or more welding processes by welding a single test
piece (multi-process joint) or by two or more separate qualification tests. The ranges of qualification
concerning the deposited thickness for each welding process used and for the multi-process joint for butt
welds are given in Tables 1 and 6.
© ISO 2012 – All rights reserved 7ISO 9606-1:2012(E)
Table 1 — Deposited thickness range of weld metal for single and multi-process joints for butt welds
Deposited thickness range qualified
according to Table 6
Welding process used for test piece
Single process joint Multi-process
joint
for welding process 1:
s = s
1
s = s
1
+ s
2
for welding process 2:
s = s
2
1 welding process 1 (ss nb)
2 welding process 2 (ss mb)
for welding process 1:
for s = s + s
1 2
s
1 welding process 1
for welding process 2: only for welding of
s the root area
2
1 welding process 1
2 welding process 2
3 welding with backing (ss mb)
4 welding without backing (ss nb)
NOTE See 4.3.1 for definitions of the variables.
5.3 Product type
The qualification test shall be carried out on plate, pipe or other suitable product form. The following criteria
are applicable:
a) test piece welds with outside pipe diameter D 25 mm cover welds in plates;
b) test piece welds in plates cover welds in fixed pipe of outside pipe diameter D 500 mm; in accordance
with Tables 9 and 10.
c) test piece welds in plates cover welds in rotating pipes of outside pipe diameter D 75 mm for welding
positions PA, PB, PC, and PD; in accordance with Tables 9 and 10.
8 © ISO 2012 – All rights reservedISO 9606-1:2012(E)
5.4 Type of weld
The qualification test shall be carried out as butt or fillet welding. The following criteria are applicable.
a) Butt welds cover butt welds in any type of joint except branch connections [see also c)].
b) Butt welds do not qualify fillet welds or vice versa. It is, however, permissible to qualify a fillet weld in
combination with a butt weld, e.g. single bevel joint preparation with permanent material backing (a
minimum test piece thickness of 10 mm shall be used). See Annex C.
For this combination test, all testing requirements specified in this part of ISO 9606 shall be fulfilled and
associated ranges of qualification shall be given based on the test conditions.
c) Butt welds in pipes qualify branch joints with an angle 60° and the same range of qualification as in
Tables 1 to 12. For a branch weld, the range of qualification is based on the outside diameter of the
branch.
d) For applications where the type of weld cannot be qualified by means of either a butt or fillet or for branch
connections of less than 60°, a specific test piece should be used to qualify the welder, when specified
(e.g. by the product standard).
e) Butt welds may qualify fillet welds if a supplementary fillet weld test piece (see Figure 3) is welded with
each process, filler material (FM) group and electrode covering/core, in accordance with Tables 3, 4,
and 5. The test piece shall be at least 10 mm thick, or the thickness of the butt weld test piece if the
thickness is less, and completed using a single layer in the PB position. For this supplementary test, the
welder shall be qualified for all fillet welds as given for the butt weld qualification variables related to the
range of qualification for fillet welds (e.g. Tables 7, 8, 9, 10 and 12). Fillet weld positions PA and PB are
qualified by this test.
5.5 Filler material grouping
5.5.1 General
The qualification test shall be carried out with filler material from one of the groups listed in Table 2. When
welding with filler materials outside the filler material grouping in Table 2, a separate test is required.
The parent material used in a qualification test should be from any suitable material from ISO/TR 15608,
material groups 1 to 11.
5.5.2 Range of qualification
Filler material groups are defined in Table 2.
Table 2 — Filler material grouping
Group Filler material for welding of Examples of applicable standards
FM1 Non-alloy and fine grain steels ISO 2560,[2] ISO 14341,[8] ISO 636,[1] ISO 14171,[6]
ISO 17632[14]
FM2 High-strength steels ISO 18275,[21] ISO 16834,[13] ISO 26304,[25] ISO 18276[22]
FM3 Creep-resisting steels Cr 3,75 % ISO 3580,[3] ISO 21952,[23] ISO 24598,[24] ISO 17634[16]
FM4 Creep-resisting steels 3,75 Cr 12 % ISO 3580,[3] ISO 21952,[23] ISO 24598,[24] ISO 17634[16]
FM5 Stainless and heat-resisting steels ISO 3581,[4] ISO 14343,[9] ISO 17633[15]
FM6 Nickel and nickel alloys ISO 14172,[7] ISO 18274[20]
© ISO 2012 – All rights reserved 9ISO 9606-1:2012(E)
Welding with a filler material in one group qualifies the welder for welding with all other filler materials within
the same group, as well as other groups, listed in Table 3, and welding on parent materials from groups 1
to 11.
Table 3 — Range of qualification for filler material
Range of qualification
Filler material
FM1 FM2 FM3 FM4 FM5 FM6
FM1 — — — —
FM2 — — — —
FM3 — — —
FM4 — —
FM5 — — — — —
FM6 — — — —
indicates those filler materials for which the welder is qualified.
— indicates those filler materials for which the welder is not qualified.
5.6 Filler material type
Welding with filler material qualifies for welding without filler material, but not vice versa.
NOTE For processes 142 and 311 (without filler material), the parent material group used in the test is the material
group that the welder is qualified for.
The ranges of qualification for filler material type are given in Tables 4 and 5.
Table 4 — Range of qualification for covered electrodesa
Range of qualification
Welding Type of covering
A, RA, RB, RC, RR, R B C
process used in the testb
03, 13, 14, 19, 20, 24, 27 15, 16, 18, 28, 45, 48 10, 11
A, RA, RB, RC, RR, R
— —
03, 13, 14, 19, 20, 24, 27
B
111 —
15, 16, 18, 28, 45, 48
C
— —
10, 11
indicates those filler material types for which the welder is qualified.
— indicates those filler material types for which the welder is not qualified.
a For abbreviations, see 4.3.2.
b The type of covering used in the qualification test of welders for root run welding without backing (ss nb) is the type of covering
qualified for root run welding in production with no backing (ss nb).
10 © ISO 2012 – All rights reservedISO 9606-1:2012(E)
a,b
Table 5 — Range of qualification for filler material types
Range of qualification
Filler material types used in test piece
S M B R, P, V, W, Y, Z
Solid wire electrode, rod (S) — —
Metal cored electrode, rod (M) — —
Flux cored electrode, rod (B) — —
Flux cored electrode, rod (R, P, V, W, Y, Z) — — —
indicates those filler material types for which the welder is qualified.
— indicates those filler material types for which the welder is not qualified.
a For abbreviations, see 4.3.2.
b The type of flux cored wire used in the qualification test of welders for root run welding without backing (ss, nb) is the type of flux
cored wire qualified for root run welding in production with no backing (ss, nb).
5.7 Dimensions
The welder qualification test of butt welds is based on the deposited thickness and outside pipe diameters.
The ranges of qualification are specified in Tables 6 and 7.
It is not intended that deposited thickness or outside pipe diameters should be measured precisely, but rather
the general philosophy behind the values given in Tables 6 and 7 should be applied.
For fillet welds, the range of qualification for material thicknesses is specified in Table 8.
For test pieces of different outside pipe diameters and deposited thicknesses, the welder is qualified for:
the thinnest through to the thickest deposited and/or parent metal thickness qualified; and
the smallest through to the largest diameter qualified (refer to Tables 6 and 7).
Table 6 — Range of qualification of deposited thickness for butt welds
Dimensions in millimetres
Deposited thickness of test piece Range of qualificationa,b
s
s to 3c
or
s 3 s to 2sc
whichever is greater
3 s < 12 3 to 2sd
s 12e,f 3f
a For single process and the same type of filler material, s, is equal to parent material t.
b For branch joints, the range of qualification for deposited thickness is:
— for set-on branch, see, for example, Figure 1 a), the deposited thickness of the branch;
— for set-through and set-in branches, see, for example, Figure1 b) and c), the deposited thickness of the main pipe or shell.
c For oxyacetylene welding (311): s to 1,5s
d For oxyacetylene welding (311): 3 to 1,5s
e The test piece has to be welded in at least 3 layers
f For multi-processes, s is the deposited thickness for each process.
© ISO 2012 – All rights reserved 11ISO 9606-1:2012(E)
a) Set-on b) Set-through
c) Set-in
Key
D outside pipe diameter
s deposited thickness or fused metal thickness in butt welds
t material thickness of test piece (plate or wall thickness)
1 branch
2 main pipe or shell
Figure 1 — Branch types
Table 7 — Range of qualification for outside pipe diameter
Dimensions in millimetres
Outside pipe diameter of test piecea
Range of qualification
D
D 25 D to 2D
D 25 0,5D (25 mm min.)
a For non-circular hollow sections, D is the dimension of the smaller side.
Table 8 — Range of qualification of material thickness for fillet welds
Dimensions in millimetres
Material thickness of test piece
Range of qualification
t
t 3 t to 2t, or 3, whichever is greater
t 3 3
12 © ISO 2012 – All rights reservedISO 9606-1:2012(E)
In the case of branch welding, the deposited thickness criteria to which Table 6 applies and the outside pipe
diameter criteria to which Table 7 applies are as follows:
set-on: the deposited thickness and outside pipe diameter of the branch [see Figure 1 a)];
set-in or set-through: the deposited thickness of the main pipe or shell and the outside pipe diameter of
the branch [see Figure 1 b) and c)].
5.8 Welding positions
The range of qualification for each welding position is given in Tables 9 and 10. The welding positions and
symbols refer to ISO 6947.
The test pieces shall be welded in accordance with the testing positions specified in ISO 6947.
Welding two pipes with the same outside pipe diameter, one in welding position PH and one in welding
position PC, also covers the range of qualification of a pipe welded in welding position H-L045 using upward
welding.
Welding two pipes with the same outside pipe diameter, one in welding position PJ and one in welding
position PC, also covers the range of qualification of a pipe welded in welding position J-L045 using downward
welding.
Outside pipe diameters D 150 mm can be welded in two welding positions (PH or PJ 2/3 of circumference,
PC 1/3 of circumference) using only one test piece. This test covers all positions for the direction of welding
used in the test.
NOTE For welding position symbols, refer to ISO 6947.
Figure 2 — Outside pipe diameter D 150 mm, positions
© ISO 2012 – All rights reserved 13ISO 9606-1:2012(E)
Table 9 — Range of qualification for welding positions for butt welds
Range of qualification
Testing position
PA PC PE PF PG
Flat Horizontal Overhead Vertical up Vertical down
PA — — — —
PC — — —
PE (plate) — —
PF (plate) — — —
PH (pipe) — —
PG (plate) — — — —
PJ (pipe) — —
H-L045 —
J-L045 —
NOTE See also 5.3.
indicates those welding positions for which the welder is qualified.
— indicates those welding positions for which the welder is not qualified.
Table 10 — Range of qualification for welding positions for fillet welds
Range of qualification
Testing position
PA PB PC PD PE PF PG
Flat Horizontal Horizontal Overhead Overhead Vertical up Vertical down
PA — — — — — —
PB — — — — —
PC — — — —
PD — —
PE (plate) — —
PF (plate) — — — —
PH (pipe) —
PG (plate) — — — — — —
PJ (pipe) — —
NOTE See also 5.3.
indicates those welding positions for which the welder is qualified.
— indicates those welding positions for which the welder is not qualified.
14 © ISO 2012 – All rights reservedISO 9606-1:2012(E)
5.9 Weld details
Depending on the weld details, the ranges of qualification are shown in Tables 11 and 12.
When welding with process 311, a change from rightward welding to leftward welding, and vice versa,
requires a new qualification test.
Table 11 — Range of qualification for backings and consumable inserts
Range for qualification for backing and consumable inserts
Test condition No Material Welding from Gas Consumable Flux
backing backing both sides backing insert backing
(ss,nb) (ss,mb) (bs) (ss,gb) (ci) (ss,fb)
No backing (ss,nb) —
Material backing (ss,mb) — — — —
Welding from both sides (bs) — — — —
Gas backing (ss,gb) — — —
Consumable insert (ci) — — —
Flux backing (ss,fb) — — —
indicates those conditions for which the welder is qualified.
— indicates those conditions for which the welder is not qualified.
Table 12 — Range of qualification of layer technique for fillet welds
Range of qualificationb
Test piece
Single layer Multi-layer
(sl) (ml)
Single layer (sl) —
Multi-layer (ml)a
indicates the layer technique for which the welder is qualified.
— indicates the layer technique for which the welder is not qualified.
a During the welding of the test piece, the examiner shall perform visual examination of the first layer in accordance with Clause 7.
b When a welder has been qualified using a multi-layer butt weld and he or she makes the supplementary fillet weld test described in
5.4 e), he or she is qualified for both multi- and single layer fillet welds.
6 Examination and testing
6.1 Examination
The welding of test pieces shall be witnessed by the examiner or examining body. The testing shall be verified
by the examiner or examining body.
The test pieces shall be marked with the identification of the examiner and the welder. Additionally, welding
positions for all test pieces shall be marked on the test piece and, for fixed pipe welds, the 12 o'clock welding
position shall also be marked.
© ISO 2012 – All rights reserved 15ISO 9606-1:2012(E)
The examiner or examining body may stop the test if the welding conditions are not correct or if it appears that
the welder does not have the skill to fulfil the requirements, e.g. where there are excessive and/or systematic
repairs.
6.2 Test pieces
The shape and dimension of test pieces required are shown in Figures 3 to 6.
A minimum test piece length for plates of 200 mm is required; the examination length is 150 mm. For pipe
circumferences of less than 150 mm, additional test pieces will be required with a maximum of three test
pieces.
Dimensions in millimetres
Key
t material thickness of test piece
Figure 3 — Dimensions of test piece for a butt weld in plate
16 © ISO 2012 – All rights reservedISO 9606-1:2012(E)
Dimensions in millimetres
Key
t material thickness of test piece
NOTE The parent material can be of dissimilar thickness.
Figure 4 — Dimensions of test piece for a fillet weld on plate
Dimensions in millimetres
Key
D outside pipe diameter
t material thickness of test piece (wall thickness)
Figure 5 — Dimensions of test piece for a butt weld in pipe
© ISO 2012 – All rights reserved 17ISO 9606-1:2012(E)
Dimensions in millimetres
Key
D outside pipe diameter
l length of test piece
1
t material thickness of test piece (plate or wall thickness)
NOTE The parent material can be of dissimilar thickness for the pipe and plate.
Figure 6 — Dimensions of test piece for a fillet weld on pipe
6.3 Welding conditions
The qualification test of welders shall follow a pWPS or WPS prepared in accordance with ISO 15609-1 or
ISO 15609-2. The required throat thickness of the fillet weld test piece shall be defined in the pWPS or WPS
used for the test.
The following welding conditions shall apply.
The test piece shall have at least one stop and restart in the root run and in the capping run. When more
than one process is used, then at least one stop and restart shall be carried out for each process, this
includes the root run and final run. The stop and restart areas shall be marked.
The welder shall be allowed to remove minor imperfections by grinding, except for the capping run for
which only the stop and restart may be ground. The permission of the examiner or examining body shall
be obtained.
Any post-weld heat treatment required in the pWPS or WPS may be omitted at the discretion of the
manufacturer.
6.4 Test methods
After welding the test piece shall be tested in accordance with Table 13.
If the weld is accepted by visual testing, the remaining test(s) according to Table 13 shall be carried out.
When material backing is used in the qualification test, it shall be removed prior to destructive testing (except
for macroscopic examination) and need not be removed before non-destructive testing (NDT).
The test specimen for macroscopic examination shall be prepared and etched on one side to clearly reveal
the weld. Polishing is not required.
18 © ISO 2012 – All rights reservedISO 9606-1:2012(E)
Table 13 — Test methods
Butt weld
Test method Fillet weld and branch joint
(in plate or pipe)
Visual testing according to ISO 17637 mandatory mandatory
Radiographic testing according to ISO 17636 mandatorya,b,c not mandatory
Bend test according to ISO 5173 mandatorya,b,d not applicable
Fracture test according to ISO 9017 mandatorya,b,d mandatorye,f
a Either radiographic testing or bend or fracture tests shall be used.
b When radiographic testing is used, then additional bend or fracture tests are mandatory for welding processes 131, 135, 138
and 311.
c The radiographic testing may be replaced by ultrasonic testing according to ISO 17640[19] for thicknesses 8 mm on ferritic steels
only. In this case, the additional tests mentioned in footnote b are not required.
d For outside pipe diameters D 25 mm, the bend or fracture tests may be replaced by a notched tensile test of the complete test
piece (an example is given in Figure 9).
e The fracture tests may be replaced by a macroscopic examination, performed according to ISO 17639[18], of at least two
sections,at least one of which shall be taken from the stop/start location.
f The fracture tests on pipes may be replaced by radiographic testing.
6.5 Test piece and test specimen
6.5.1 General
In 6.5.2 and 6.5.3, details of the type, dimensions, and preparation of the test pieces and test specimens are
given. In addition, the requirements for destructive tests are indicated. For root, face or side bend, or fracture
tests, one specimen shall be taken from the start and stop area in the examination length. For pipe butt welds
in the PH, PJ, H-L045 and J-L045 positions, test specimens shall be taken from the PE and PF/PG positions;
see Figure 8.
6.5.2 Butt weld in plate and pipe
6.5.2.1 General
When radiographic testing is used, the examination length of the weld (see Figures 7 and 8) in the test piece
shall be radiographed.
When fracture testing is used, test specimens may be longitudinally notched in the centre of the weld of the
side in tension in order to achieve a fracture in the weld. All notch preparations according to ISO 9017 are
permitted.
All test specimens shall be tested in such a manner that fracture is reached and the specimen examined after
fracture.
6.5.2.2 Fracture testing only
For butt welds in plate, the test piece examination length (Figure 7) shall be cut into four test specimens of
equal width in accordance with the dimensions given in Table 14.
For butt welds in pipe, the test piece examination length (Figure 8) shall be cut into four test specimens of
equal width in accordance with the dimensions given in Table 14.
© ISO 2012 – All rights reserved 19ISO 9606-1:2012(E)
Dimensions in millimetres
Key
l length of test piece
1
l half-width of test piece
2
l examination length
f
Figure 7 — Examination length for fracture test specimens for a butt weld in plate
Key
l examination length
f
1 one root fracture or one root transverse bend or one side-bend test specimen
2 one face fracture or one face transverse bend or one side-bend test specimen
3 one root fracture or one root transverse bend or one side-bend test specimen
4 one face fracture or one face transverse bend or one side-bend test specimen
Figure 8 — Examination length and locations for fracture
or bend test specimens for a butt weld in pipe
20 © ISO 2012 – All rights reservedISO 9606-1:2012(E)
Table 14 — Width of fracture test specimens
Dimensions in millimetres
Product type
Width of fracture test specimens
Plates (P) Outside diameter, D, of pipes (T)a
100 35
— 50 D 100 20
— 25 D 50 10
a For pipes with outside diameter D 25 mm, the notch tensile test piece according to Figure 9 is recommended.
Dimensions in millimetres
Key
d diameter of the former or the inner roller
Holes are not allowed in start and stop areas.
For t 1,8 mm: d 4,5 mm
For t 1,8 mm: d 3,5 mm
NOTE Notch profiles s and q are also permitted in circumferential direction according to ISO 9017.
Figure 9 — Example for notch tensile test for pipe test piece outside diameter 25 mm
6.5.2.3 Bend testing only
Bend tests shall be performed in accordance with ISO 5173.
When only bend testing is carried out, the following conditions shall apply.
For thicknesses t 12 mm, a minimum of two root and two face bend test specimens shall be used, and the
complete examination length shall be tested.
For thicknesses t 12 mm, four side-bend test specimens shall be used approximately equally spaced along
the examination length.
For pipe butt welds, the four specimens shall be equally spaced in accordance with Figure 8.
In all cases, at least one specimen shall be taken from a stop/start location. For this purpose, it is possible that
a side-bend specimen can be substituted by a root-bend specimen.
© ISO 2012 – All rights reserved 21ISO 9606-1:2012(E)
When transverse bend testing or side-bend testing is used, the diameter of the former or the inner roller shall
be 4t and the bending angle 180° for parent metal with elongation A 20 %. For parent metal with elongation
A 20 %, the following equation shall apply:
100t
d s t
s
A
where
d is the diameter of the former or the inner roller, in millimetres;
t is the thickness of the bend-test specimen, in millimetres;
s
A is the minimum percentage elongation required by the material standard.
6.5.2.4 Additional bend or fracture test
When additional bend or fracture tests are required (see Table 13, footnote b), in all cases, at least one
specimen shall be taken from a stop/start location. For this purpose, it is possible that a side-bend specimen
can be substituted by a root-bend specimen.
For all plate butt welds, one root and one face test specimen shall be tested or two side-bend test
specimens if applicable.
For butt welds in pipe in PA or PC positions, one root and one face test specimen shall be tested or two
side-bend test specimens, if applicable.
For butt welds in pipe welded in all other welding positions, one root-test specimen shall be taken from
the PE (overhead) welding position and one face test specimen shall be taken from the PF (vertical up)
position or the PG (vertical down) position, or two side-bend test specimens if applicable.
6.5.3 Fillet weld on plate and pipe
For fillet welds on plate, the test piece examination length (Figure 10) shall be fractured as one complete
specimen. If necessary, the test piece can be cut into several test specimens of equal width.
For fillet welds on pipe, the test piece shall be cut into four or more test specimens and fractured.
Fillet weld fracture tests on plate and pipe may be replaced by macroscopic examination. When macroscopic
examination is used, at least two specimens shall be taken. One macroscopic specimen shall be taken at the
stop/start location.
Fillet weld test specimens shall be positioned for breaking in accordance with ISO 9017.
22 © ISO 2012 – All rights reservedISO 9606-1:2012(E)
Dimensions in millimetres
Key
l examination length
f
Figure 10 — Examination length for fracture testing for a fillet weld in plate
6.6 Test report
The results of all testing shall be documented in accordance with the relevant test standard.
7 Acceptance requirements for test pieces
Test pieces shall be evaluated according to the acceptance requirements specified for relevant types of
imperfections.
Prior to any testing, the following shall be checked:
all slag and spatters are removed;
no grinding on the root and the face side of the weld (according to 6.3);
stop and restart in the root run and in the capping run are identified (according to 6.3);
profile and dimensions.
The acceptance requirements for imperfections found by test methods performed according to this part of
ISO 9606 shall, unless otherwise specified, be assessed in accordance with ISO 5817. A welder is qualified if
the imperfections are within ISO 5817, quality level B, except for the following imperfection types for which
level C shall apply: excess weld metal (502); excessive convexity (503); excessive throat thickness (5214);
excessive penetration (504); and undercut (501).
Bend-test specimens shall not reveal any discrete discontinuity 3 mm in any direction. Discontinuities
appearing at the edges of a test specimen during testing shall be ignored in the evaluation unless there is
evidence that cracking is due to incomplete penetration, slag or other discontinuity. The sum of the greatest
discontinuities exceeding 1 mm but less than 3 mm in any one bend specimen shall not exceed 10 mm.
If the imperfections in the welder's test piece exceed the permitted maximum specified, then the welder fails
the test.
Reference should also be made to the corresponding acceptance criteria for non-destructive testing. Specified
procedures shall be used for all destructive and non-destructive testing.
© ISO 2012 – All rights reserved 23ISO 9606-1:2012(E)
8 Re-tests
If any test fails to comply with the requirements of this part of ISO 9606, the welder may be given the
opportunity to repeat the qualification test once without further training.
9 Period of validity
9.1 Initial qualification
The welder's qualification begins from the date of welding of the test piece(s), provided that the required
testing has been carried out and the test results obtained were acceptable. The certificate needs to be
confirmed every 6 months otherwise the certificate(s) become(s) invalid.
The validity of the certificate may be extended as specified in 9.3. The chosen method of the extension of
qualification in accordance with 9.3, a) or b) or c), shall be stated on the certificate at the time of issue.
9.2 Confirmation of the validity
The qualifications of a welder for a process shall be confirmed every 6 months by the person responsible for
welding activities or examiner/examining body. This is confirming that the welder has worked within the range
of qualification and extends the validity of the qualification for a further 6 month period.
This subclause is applicable to all options of revalidation specified in 9.3.
9.3 Revalidation of welder qualification
Revalidation shall be carried out by an examiner/examining body.
The skill of the welder shall be periodically verified by one of the following methods.
a) The welder shall be retested every 3 years.
b) Every 2 years, two welds made during the last 6 months of the validity period shall be tested by
radiographic or ultrasonic testing or destructive testing and shall be recorded. The acceptance levels for
imperfections shall be as specified in Clause 7. The weld tested shall reproduce the original test
conditions except for thickness and outside diameter. These tests revalidate the welder's qualifications for
an additional 2 years.
c) A welder's qualifications for any certificate shall be valid as long as it is confirmed according to 9.2 and
provided all the following conditions are fulfilled:
the welder is working for the same manufacturer for whom he or she qualified, and who is
responsible for the manufacture of the product;
the manufacturer's quality programme has been verified in accordance with ISO 3834-2 or
ISO 3834-3;
the manufacturer has documented that the welder has produced welds of acceptable quality based
on application standards; the welds examined shall confirm the following conditions: welding
position(s), weld type (FW, BW), material backing (mb) or no material backing (nb).
9.4 Revocation of qualification
When there is a specific reason to question a welder's ability to make welds that meet the product standard
quality requirements, the qualifications that support the welding he or she is doing shall be revoked. All other
qualifications not questioned remain valid.
24 © ISO 2012 – All rights reservedISO 9606-1:2012(E)
10 Welder's qualification test certificate
It shall be verified that the welder has successfully passed the qualification test. All essential variables shall be
recorded on the certificate. If the test piece(s) fail(s) any of the required tests, no certificate shall be issued.
The certificate shall be issued under the sole responsibility of the examiner or examining body. A
recommended format is detailed in Annex A. If any other form of welder's qualification test certificate is used,
it shall contain the information required in Annex A. The examiner or examining body is responsible for
verifying that all essential variables are addressed in this certificate.
The following non-essential variables shall be recorded on the certificate:
type of current and polarity;
parent material group/subgroup;
shielding gas.
In general, for each test piece, a separate welder's qualification test certificate shall be issued.
If more than one test piece is welded, a single welder's qualification test certificate can be issued that
combines the ranges of qualification of the individual test pieces. All essential variables for all tests shall be
recorded on the combined certificate. In this case, only one of the following essential variables is permitted to
differ, except those given in 5.7.
type of weld,
welding position,
deposited thickness.
It is not permissible to change other essential variables.
It is recommended that the welder's qualification test certificates be issued in the local language plus at least
one of the following languages: English, French or German.
The examination of job knowledge (see Annex B) shall be designated by “Accepted” or “Not tested”.
In accordance with 5.4 e) the supplementary fillet weld test shall be recorded on the certificate for the
associated butt weld qualification.
11 Designation
The designation of a welder qualification shall comprise the following items in the order given (the system is
arranged so that it can be used for computerization):
a) the number of this part of ISO 9606 (ISO 9606-1);
b) the essential variables:
1) welding processes: refer to 4.2, 5.2, and ISO 4063,
2) product type: plate (P), pipe (T), refer to 4.3.1 and 5.3,
3) type of weld: butt weld (BW), fillet weld (FW), refer to 5.4,
4) filler material group or parent material group (autogenous welding): refer to 5.5,
© ISO 2012 – All rights reserved 25ISO 9606-1:2012(E)
5) filler material types: refer to 5.6,
6) dimensions of test piece: deposited thickness, s, or material thickness, t, and outside pipe diameter,
D, refer to 5.7,
7) welding positions: refer to 5.8 and ISO 6947,
8) weld details: refer to 5.9.
The type of shielding and backing gas shall not be incorporated in the designation, but shall be included in the
welder's qualification test certificate (see Annex A).
26 © ISO 2012 – All rights reservedISO 9606-1:2012(E)
Annex A
(informative)
Welder's qualification test certificate
Designation(s): ................................................................................................................
................................................................................................................
WPS – Reference: Examiner or examining body – Reference No.:
Welder's name:
Identification:
Method of identification: Photograph
Date and place of birth: (if required)
Employer:
Code/testing standard:
Job knowledge: Acceptable/Not tested (delete as necessary)
Test piece Range of qualification
Welding process(es);
Transfer mode
Product type (plate or pipe)
Type of weld
Parent material group(s)/subgroups
Filler material group(s)
Filler material (Designation)
Shielding gas
Auxiliaries ------------------------
Type of current and polarity ------------------------
Material thickness (mm)
Deposited thickness (mm)
Outside pipe diameter (mm)
Welding position
Weld details
Multi-layer/single layer
Supplementary fillet weld test (completed in conjunction with a butt weld qualification): acceptable/not acceptable
Type of test Performed and accepted Not tested Name of examiner or
examining body:
Visual testing
Place, date and signature
Radiographic testing
of examiner or examining
Fracture test
body:
Bend test
Date of issue: 2007-01-20
Notch tensile test
Macroscopic examination
Revalidation Valid until Revalidation Valid until Revalidation Valid until
9.3 a) 2010-01-20 9.3 b) 2009-01-20 9.3 c) 2007-07-20
Revalidation for qualification by examiner or examining body for the following 2 years [refer to 9.3 b)]
Date Signature Position or title
Confirmation of the validity by employer/welding coordinator/examiner or examining body for the following 6 months [refer to
9.2)]
Date Signature Position or title
© ISO 2012 – All rights reserved 27ISO 9606-1:2012(E)
Annex B
(informative)
Job knowledge
B.1 General
The test of job knowledge is recommended, but it is not mandatory.
However, some countries may require that the welder undergo a test of job knowledge. If the job knowledge
test is carried out, it should be recorded on the welder's qualification test certificate.
This annex outlines the job knowledge that a welder should have in order to ensure that procedures are
followed and common practices are complied with. The job knowledge indicated in this annex is only pitched
at the most basic level.
Owing to different training programmes in various countries, it is only proposed to standardize general
objectives or categories of job knowledge. The actual question used should be drawn up in the individual
country concerned, but should include questions on areas covered in B.2, relevant to the qualification test of
welders.
The actual tests of a welder's job knowledge may be given by any of the following methods or combinations of
these methods:
a) written objective tests (multiple choice);
b) oral questioning following a set of written questions;
c) computer testing;
d) demonstration/observation testing following a written set of criteria.
The test of job knowledge is limited to the matters related to the welding process used in the test.
B.2 Requirements
B.2.1 Welding equipment
B.2.1.1 Oxyacetylene welding
a) Identification of gas cylinders.
b) Identification and assembly of essential components.
c) Selection of correct nozzles and welding blowpipes.
B.2.1.2 Arc welding
a) Construction and maintenance of welding equipment and typical parameters.
b) Type of welding current.
c) Correct connection of the welding return cable.
28 © ISO 2012 – All rights reservedISO 9606-1:2012(E)
B.2.2 Welding process2)
B.2.2.1 Oxyacetylene welding (311)
a) Gas pressure.
b) Selection of nozzle type.
c) Type of gas flame.
d) Effect of overheating.
B.2.2.2 Manual metal-arc welding with covered electrode (111)
a) Classification of electrodes.
B.2.2.3 Gas and self-shielded metal-arc welding (114, 13, 14, 15)
a) Type and size of electrodes.
b) Identification of shielding gas and flow rate (without 114).
c) Type, size and maintenance of nozzles/contact tip.
d) Selection and limitations of transfer mode.
e) Protection of the welding arc from draughts.
B.2.2.4 Submerged arc welding (121, 125)
a) Drying, feeding and correct recovery of flux.
b) Correct alignment and travel of welding head.
B.2.3 Parent metals
a) Identification of material.
b) Methods and control of pre-heating.
c) Control of interpass temperature.
B.2.4 Filler metal types
a) Identification of filler metal types.
b) Storage, handling and conditions of filler metal types.
c) Selection of correct size.
d) Cleanliness of electrodes and filler wires.
e) Control of wire spooling.
f) Control and monitoring of gas flow rates.
2) The numbers refer to ISO 4063.
© ISO 2012 – All rights reserved 29ISO 9606-1:2012(E)
B.2.5 Safety precautions
B.2.5.1 General
a) Safe assembly, set-up and turn-off procedures.
b) Safe control of welding fumes and gases.
c) Personal protection.
d) Fire hazards.
e) Welding in confined spaces.
f) Awareness of welding environment.
B.2.5.2 Oxyacetylene welding
a) Safe storage, handling and use of compressed gases.
b) Leak detection on gas hoses and fittings.
c) Procedure to be taken in the event of a flashback.
B.2.5.3 All arc welding processes
a) Environment of increased hazard electric shock.
b) Radiation from the arc.
c) Effects of stray arcing.
B.2.5.4 Gas-shielded metal-arc welding
a) Safe storage, handling and use of compressed gases.
b) Leak detection on gas hoses and fittings.
B.2.6 Welding sequences/procedures
Appreciation of welding procedure requirements and the influence of welding parameters.
B.2.7 Joint preparation and weld representation
a) Conformity of joint preparation to the welding procedure specification (WPS).
b) Cleanliness of fusion faces.
B.2.8 Weld imperfections
a) Identification of imperfections.
b) Causes.
c) Prevention and remedial action.
B.2.9 Welder qualification
The welder shall be aware of the range of the qualification.
30 © ISO 2012 – All rights reservedISO 9606-1:2012(E)
Annex C
(informative)
FW/BW test assembly option
See Figure C.1.
Dimensions in millimetres
a Gap.
Figure C.1 — Combined FW/BW test piece
© ISO 2012 – All rights reserved 31ISO 9606-1:2012(E)
Bibliography
[1] ISO 636, Welding consumables — Rods, wires and deposits for tungsten inert gas welding of non-
alloy and fine-grain steels — Classification
[2] ISO 2560, Welding consumables — Covered electrodes for manual metal arc welding of non-alloy and
fine grain steels — Classification
[3] ISO 3580, Welding consumables — Covered electrodes for manual metal arc welding of creep-
resisting steels — Classification
[4] ISO 3581, Welding consumables — Covered electrodes for manual metal arc welding of stainless and
heat-resisting steels — Classification
[5] ISO 9000:2005, Quality management systems — Fundamentals and vocabulary
[6] ISO 14171, Welding consumables — Solid wire electrodes, tubular cored electrodes and electrode/flux
combinations for submerged arc welding of non alloy and fire grain steels — Classification
[7] ISO 14172, Welding consumables — Covered electrodes for manual metal arc welding of nickel and
nickel alloys — Classification
[8] ISO 14341, Welding consumables — Wire electrodes and weld deposits for gas shielded metal arc
welding of non alloy and fine grain steels — Classification
[9] ISO 14343, Welding consumables — Wire electrodes, strip electrodes, wires and rods for arc welding
of stainless and heat resisting steels — Classification
[10] ISO 14732, Welding personnel — Qualification testing of welding operators for fully mechanized
welding and weld setters for fully mechanized welding and automatic welding of metallic materials
[11] ISO 15614-1, Specification and qualification of welding procedures for metallic materials — Welding
procedure test — Part 1: Arc and gas welding of steels and arc welding of nickel and nickel alloys
[12] ISO 15607, Specification and qualification of welding procedures for metallic materials — General
rules
[13] ISO 16834, Welding consumables — Wire electrodes, wires, rods and deposits for gas-shielded arc
welding of high strength steels — Classification
[14] ISO 17632, Welding consumables — Tubular cored electrodes for gas shielded and non-gas shielded
metal arc welding of non-alloy and fine grain steels — Classification
[15] ISO 17633, Welding consumables — Tubular cored electrodes and rods for gas shielded and non-gas
shielded metal arc welding of stainless and heat-resisting steels — Classification
[16] ISO 17634, Welding consumables — Tubular cored electrodes for gas shielded metal arc welding of
creep-resisting steels — Classification
[17] ISO 17635, Non-destructive testing of welds — General rules for metallic materials
[18] ISO 17639, Destructive tests on welds in metallic materials — Macroscopic and microscopic
examination of welds
[19] ISO 17640, Non-destructive testing of welds — Ultrasonic testing — Techniques, testing levels, and
assessment
32 © ISO 2012 – All rights reservedISO 9606-1:2012(E)
[20] ISO 18274, Welding consumables — Solid wire electrodes, solid strip electrodes, solid wires and solid
rods for fusion welding of nickel and nickel alloys — Classification
[21] ISO 18275, Welding consumables — Covered electrodes for manual metal arc welding of high-
strength steels — Classification
[22] ISO 18276, Welding consumables — Tubular cored electrodes for gas-shielded and non-gas-shielded
metal arc welding of high-strength steels — Classification
[23] ISO 21952, Welding consumables — Wire electrodes, wires, rods and deposits for gas shielded arc
welding of creep-resisting steels — Classification
[24] ISO 24598, Welding consumables — Solid wire electrodes, tubular cored electrodes and electrode-flux
combinations for submerged arc welding of creep-resisting steels — Classification
[25] ISO 26304, Welding consumables — Solid wire electrodes, tubular cored electrodes and electrode-flux
combinations for submerged arc welding of high strength steels — Classification
© ISO 2012 – All rights reserved 33
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13739.pdf
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Indian Standard
GUIDELINESFORESTIMATIONOF
FLOODDAMAGES
UDC 627’51’004’65
@ BIS 1993
BUREAU OF INDIAN STANDARDS
MANAK BHAVAN, 9 BAHADUR SHAH ZAFAR MARG
NEW DELHI 110002
April 1993 Price Group 2River Valley Projects : Planning, Irrigation Management and Evaluation Sectional Committee-,.
RVD 6
FOREWORD
This Indian Standard was adopted by the Bureau of Indian Standards, after the draft finalized by
the River Valley Projects : Planning, Irrigation Management and Evaluation Sectional Committee.
had been approved by the River Valley Division Council.
Occurrences of flood damages is a natural phenomenon and man had to cope with flood situations
from the very begining. Floods have ravaged portions of India from time immemorial even before
the population of Jndia grew up and economic activities developed, Earlier, the flood waters spread
over the flood plains, flowed back to the streams/rivers and emptied into the sea in course of time
without causing much of problems. However, as human settlements started growing close to the
river banks and with increased population pressure and greater economic development, more and
more of the flood plains got occupied leading to adverse flood effect being felt in an acute manner
by people. Flood hazard is thus a dynamic quantity as it changes in response both to the magnitude
of the flood event and to the nature and scale of the development on the flood plain.IS 13739 : 199?
Indian Standard
GUIDELINES FOR ESTIMATION OF
FLOOD DAMAGES
-1 SCOPE influencing factors, the impact of flood is not
uniform over the entire crop area affected by a
This standard lays down a detailed scientific flood.
procedure for collection of flood damages (other
than loss of human life ) data under various 4.2 Methodology of Data Collection
categories and also methods of translating them
to monetary terms. It also recommends methods The standard methods of data collection are
by which indirect flood losses could be estimated either through the complete enumeration or
in monetary terms. through sample surveys. The methodology based
on sample surveys, is however normally adopted
2 CONCEPT OF FLOOD DAMAGES and followed. This involves an elaborate proce-
dure under which the states are divided into
Flood damages may be defined as all adverse zones on the basis of their exposure to flood
effects caused by rising stage and spilling of risk and subsequent selection of sample villages
water over the banks of rivers in an area, such large enough to provide fairly accurate estimate
events occurring at times and in magnitudes of crop damages. The field work involves pre-
that cannot be predicted accurately, and as a flood, past flood, inter-flood and post-flood
consequence of which the serviceability of enquiry. The damage data of the selected village
properties is impaired or lost and by which is then to be used to make an estimate of crop
productive or service activities and processes are damages for the district or part of the district
delayed or interrupted. These damages may be concerned. Such sampling techniques be applied
caused by rivers, canal breaches and rainstorms, only under expert statistical guidance.
inundating the adjacent areas. The nature and
quantum of the damage depends upon the season, 4.3 Field Investigation
frequency, duration and intensity of the flood.
The actual field work to be carried out may be
3 CLASSIFICATlONS OF FLOOD DAMAGES categorized into four distinct parts:
4 Primary Investigation into the nature of
Damages caused by the flood can be broadly
plots;
,categorized into the following:
b) Pre-flood enquiry;
a) Agricultural crops;
d Field work during floods; and
b) Private and public properties;
d) Assessment of damages.
c) Business and other secondary activities;
d) Spread of epidemics, ill health and loss of 4.3.1 Primary Investigation Info the Nature of
livestock; and PI0 ts
e) Fear, anxiety and distress. The initial work should be started prior to floods
with the identification of plots, their nature and
4 DAMAGE TO AGRICULTURAL CROPS the respective respondents with the help of the
cadestral maps of the village and the field
4.1 General register. The respondant is the person who
takes the responsibility for carrying out the
In India, agricultural crop damages constitute operations in the field and who would give as
the major portion of the total flood damage. accurate information as possible; he might be an
Since such damages would obviously be the basis owner-cultivator or a tenant cultivator. The
for the benefit cost analysis of flood protection main classes according to the nature of plots are
measures, it is important that data on crop listed below:
damage is collected on scientific basis. To devise
a scientific method of data collection and evalu- a) Cultivable;
ation, it is necessary to identify the influencing
b) Cultivable waste;
factors and understand the process by which
damages are caused. c) Orchards;
Crop damages due to floods are influenced by d) Residential;
area, location and crops affected; the timing,
e) Ponds or tanks;
,duration, depth and other physical characteristics
~of flood. Because of variations in some of these f) Bushes and pastures;
1IS 13739: 1993
g) Public institutions and parks; 4.3.2.2 Whether transplanted or broadcast
h) Rivers, drains and embaukments; Usually the yield rate of transplanted crop is.
higher than that of the crop by broadcast, by
j) Religfous institutions;
nearly 16 to 20 percent. Hence with equal area
k) Roads and railway lines; and grown under transplanted paddy and broadcast
paddy, the damage is more in the case of the
m) Others. former and as such this information should be,
collected.
A plot might fall under more than one class or
more than one respondent may ahare a sample 4.3.2.3 Crop season
plot. In such cases the sub-plots are duly num-
bered serially. There is a season for every crop according to
the time of the sowing and harvest; for some
4.3.2 Pre-Flood Enquiry crops, there are two seasons. Sometimes the crop
~season permits re-sowing or re-planting of the
Pre-flood enquiry is made to have a typical same crop ~damaged by floods, of course, not
picture of the cropping pattern and the dates of 1a ter than a certain specific time. The crop
sowing of the crops. Apart from the indentifica- season does have some effect on the possibility
tion particulars such as the area of the plot, the of the recovery of the crop depending on the
proportion of the area under different crops, time of the occurrence of floods. Aiso the time.
information regarding the aspects listed below of the occurrence of floods has a great effect on
should alto be collected. the magnitude of the damage caused. An early
flood may allow for a period for regrowing and
4.3.2.1 Date of sowing of crops save the agriculturist from some loss whereas a
late flood when the crops are nearby mature may
This information is necessary because of the cause complete loss.
distinction between damages to crops and losses
( in respect of crops only ) to the cultivators. 4.3.2.4 Normal yield
Damage to crop consitutes the complete non-
recoverable loss, which would have otherwise This is the crop yield of the plot under normal
been produced had there been no floods. How- situation when there are no floods and when
ever, as the crop has been damaged by floods, agricultural operations are not hampered by
it is not required on the part of the cultivator to adverse weather. Normal yield forvarious crops
spend anything more on the land on operatiors is usually estimated by the agicultural univer-
like harvesting, threshing, etc. Thus the actual sity of the region and notified by the revenue
loss to the cultivator is the value of the crop authorities of the district for the various areas
( now damaged ) minus the cost he is not obliged falling within their jurisdiction. The normal
to incur, on further operations in the field. The yield figure is usually revised once in 10 years so
loss is thus always less than the value of the as per procedure laid down in the manuals of the
damaged crop. Given the age of the crop at a respective state administrations.
point of time it is possible to determine roughly
the various operations so far undertaken by the 4.3.2.5 Miscellaneous
respondent as well as those yet to be carried out.
Deducting the approximate cost of operations Pre-flood enquiry also seeks to investigate the
which would have been undertaken in the expenses for the various inputs incurred by the
absence of floods from the total value of the respondent on his plot. This involves repeat
crops damaged, the loss to the cultivator can be visits to the cultivators’ homes. The main object
worked out. Such is the case when the plot is not is to ensure that at the time of the onset of the
resowable with the same or some other crop in flood, the answers to the questionnaire are up-
the same season. If it is resowable, the cultivator to-date; enumerating all operations thus far
obtains the yield due to him for the season and undertaken in the field and presenting the
the loss to him is the cost he has incurred in amount spent onthem, operationwise, right from
growing the previous crop up to the stage of its the stage of preparation of the soil. The human
damage. In either situation, Dnly this actual loss labour, both self and hired, and animal labour
should form the basis for any compensation, by are to be separately evaluated, if necessary, by
the Government. A person who has just started estimation. The expenses incurred on seeds,
growing his crops cannot be equated for pur- seedlings, manures, fertilizers, pesticides, etc,
poses of compensation with another whose plots are also to be obtained in separate columns
bear pre-harvest ripe crop, if both had their designated for the purpose.
crops damaged in floods. Hence the age of the
crop is a vital information to be collected. The 4.3.3 Field Work During Floods
age of the crop is reckoned from the time of the
germination of the seeds. For transplanted crop, The main field work during floods consists of
however, the age is to be considered from the the drawing of flood lines on maps; the measure-
date when the seedlings sprouted on the seed ment of the depth of floods and recording the
bed. duration of flood water in the fields.
2IS 13739 : 1993
Recurring floods increase the gross flooded areas 4 .S Flood Damages and Hydrological Factors
and introduce complications in the assessment
of damages. Till the flood season is off, the F ‘load damages can be attributed to two sets of
possibility of reflooding ~of fields cannot be iin dependent factors:
ruled out. Some plots where there is cent
a) Natural factors like topography of the
percent damage in the first flood may be re-sown
plot its proximity to the river, the water
but again be exposed to the risk of subsequent
level in the river discharge, the velocity of
floods. However, one can anticipate very few
the movement of water on the plot, the
such cases if the interval (which of course,
rainfall and a number of other climatic
cannot be foretold) between successive floods is
factors.
too small to permit growing of any new crop.
The necessity of covering the possibility of b) Facto:s attributed to the crops like capa-
subsequent flood risks points to the need for city of the plot to withstand water ( to
extension of pre-flood enquiry to such plots, certain depth and duration )~, the height
where there can be likely changes of crops after of the crop at the time of occurrence of
the attack of the first flood. In short throughout flood, and its hold on the soil etc. It is
the flood season, it is required to be watchful evident that if the depth of flooding is
and be ready to note down any change in the more than the height of a plant for a
crop position of plots. certain duration, then the plant does not
survive the depths of floodirg and the
4.3.4 Assessment of Bamages
duration of stagnation fairly well represent
the combined effect of the variables like
Assessment of damages is possible only after the
recession of water from the fields. Many plots topography of the plot, water flow, rain-
fall, water level in the river etc.
which appear to have sustained damage at the
time of floods may later be found to have their
The following variables have a bearing upon the
crops reviving.
extent of damage:
The normal yield, should be published as by
a) Maximum depth of flood water in plot;
states as assessed. In the case of partial damage,
the physical loss is the difference between the b) Duration of flood water; and
normal yield and the realised yield. Partial
damage in a plot can occur in two situations c) Age of the crop in days.
when (i) only a portion of the plot is completely
damaged, the other remaining more or less Duration of flooding is reckoned to be the period
intact, and (ii) the damage is spread uniformly between the date of onset of the flood and date
throughout the plot not easily discernible but is of complete recession from the plot. Depth and
later discovered by a sharp decrease in the actual duration of flood water are generally indicative
yield of the plot. The former is more often the of the plot being low lying or at a higher level.
case with plots on the banks of the river; during Greater depth and longer duration of flooding
floods, crops in some portion of such plots are in a plot imply that the plot is at low level.
swept away.
4.6 Determination of Standard Damages for the
4.4 Losses Incurred by Cultivators Villages as a Whole
4.4.1 When the crop grown is completely If any village is regularly flooded due to over-
damaged and the plot is not capable of being re- flowing of river water and not due to the
sown, the loss to the cultivator is equal to the occurence of any kind of breach, then it may be
value of the crops damaged minus the expenses possible to anticipate some relationship between
he has not incurred on Some agricultural opera- the highest flood level or maximum water dis-
tions like harvesting, threshing, etc. If the revival charge and the damages occurring in the village.
of the same crop or sowing some other crop in But to establish any such relatiocship, time
the same season is possible on the same plot, series data over a number of years on water
the loss to the cultivator is simply the cost he level readings (nor discharge ) and damages in
has so far (up to the time of flood event) incurred the village evaluated at constant prices, is
on all inputs and operations. required.
Continuous stagnation of water may sometimes 4.7 Monetary Evaluation of Crop Damages
result in late sowing of crops of the current or
the next season. This means that the survey has From the assessed crop damages of the sample
to be carried through to the next season also to village, districtwise and zonal estimates of
estimate the reduction in yield on account of damages of every crop can be prepared. For
late sowing. Some plots are permanently monentary evaluation, the farm price in the
damaged on account of river erosion or due to next harvest season is taken into account. But
sand deposits. Cultivation of such plots is harvest price is not available at the time of the
possible only after effective reclamation. This initial assessment of damages. Hence is sugges-
loss can be evaluated on the basis of factual ted that the price prevailing at the time of field
data of the cost of reclamation. enquiry be deflated on past year’s experience for
3IS 13739 : 1993
arriving at the (farm) harvest price. This deflated control works suffer comparatively significant
price of crop may be used for the evaluation of losses. The industries and business spread in
crop damage. For monetary evaluation of the the area also suffer losses due to the damage to
physical damage to the crop either at the property.
district or zonal level, the simple average of
prices (whether deflated or prevailing during 5.2.2 These damages can be assessed by actual
harvests) of the crop in the selected villages may estimates prepared for the repairs and restora-
be used. Neither the wholesale price nor the tion. The loss is the same as the amount spent
retail price but only the price prevailing at the on repairs or restoration. But, it should be
farm is to be used for evaluation purposes. ensured by exercise of proper checks that the
estimates are not exaggerated. The damage to
5 DAMAGES TO PRIVATE AND PUBLIC the industrial properties, can be seen by the same
PROPERTIES local official collecting the data for the agricul-
tural losses and assessed by local enquiries.
5.1 Damages to Private Properties Such losses will be insignificant compared to the
total loss.
5.1.1 Assessment of damages to house and
buildings in physical terms>nd their conversion
6 LOSSES OF BUSINESS AND OTHER
to monetary terms for the buildings owned by
SECONDARY ACTIVITIES
government, or local authorities presents no
difficulty. Before any repair or restorations are
Besides the direct losses mentioned supra, the
done, estimates for these works are prepared.
railways, the communication system, the road
These estimates fairly represent the amount of
transport system, civil aviation, the power sys-
damage caused.
tem and irrieation works are also affected indi-
rectly, beca&e of suspension or diversion of
5.1.2 To have a survey of the magnitude of the services. The industries and business also suffer
expenses incurred by the private households on indirectly due to the partial closure or suspen-
some of the items like cleaning after floods, sion of works because of the interruption to
reconstruction of damaged structures etc, a small normal work caused by floods and due to non-
survey be conducted in some sample villages availability of raw materials. Such type of
surrounded by flood waters for varying lengths indirect losses should also be assessed.
of time. The householders of these villages be
contacted and interrogated about the expenses
7 SPREAD OF EPIDEMICS, ILL HEALTH
they had to incurs due to floods on various items
AND LOSS OF LIVESTOCK
as mentioned above.
Due to floods, diseases are spread resulting in
5.2 Damages to Public Utilities
ill health besides loss of livestock. The loss of
livestock can be enumerated and evalua~ted at
5.2.1 Damages to public utilities though in abso-
the prevailing prices. This can be done by the
lute terms are quite substantial, relatively form
village official carrying out the survey for
the least proportion of the total flood losses.
assessing the damages to the agricultural
Such damages are to the communication system
produce in 1he prescribed proforma.
-the highways and the roads, telegraph and
telephone lines and to navigation. There may
also be damages to other public utilities, that is, 8 FEAR, ANXIETY AND DISTRESS
irrigation and flood control works, water supply,
drainage, electricity and road transport services Floods also cause considerable human suffering
both for passengers and goods. Out of these, in the form of fear, anxiety and distress which
the railways, roadways, and irrigation and flood are not emanable to precise assessment.Standard Mark
The use of the Standard Mark is governed by the provisions of the Bureau of Indian
Standards Act, 2986 and the Rules and Regulations made thereunder. The Standard Mark on
products covered by an Indian Standard conveys the assurance that they have been produced
to comply with the requirements of that standard under a well defined system of inspection,
testing and quality control which is devised and supervised by BIS and operated by the pro-
ducer . Standard marked products are also continuously checked by BIS for conformity to
that standard as a further safeguard. Details of conditions under which a licence for the use
of the Standard Mark may be granted to manufacturers or producers may be obtained-from
the Bureau of Indian Standards.Bureau of Indian Standards
BIS is a statutory institution established under the Bureau of Indian Standards Act, 2986 to promote
harmonious development of the activities of standardization, marking and quality certification of
goods and attending to connected matters in the country.
Copyright
BIS has the copyright of all its publications. No part of these publications may be reproduced in
any form without the prior permission in writing of BIS. This does not preclude the free use, in
the course of implementing the standard, of necessary details, such as symbols and sizes, types 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 re-
vision. 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 Handbook’ and ‘Standards Monthly
Additions’. Comments on this Indian Standard may be sent to BIS giving the following reference :
Dot : No. RVD 6 ( 13 )
Amendments Issued Since Publication
Amend No. Date of Issue Text Affecte%
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 33~10 1 31
NEW DELHI 110002 331 13 75
Eastern : l/l4 C. I. T. Scheme VII M, V. I. P. Road, Maniktola 37 84 99, 37 85 61
CALCUTTA 700054 37 86 26, 37 86 62
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53 23 84
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t 235 15 19, 235 23 15
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BOMBAY 400093 632 78 91, 632 78 92
Branches : AHMADABAD. BANGALORE. BHOPAL. BHUBANESHWAR. COIMBATORE.
FARIDABAD: GHAZIABAD. GUW-AHATI. HYDERABAD. JAIPUR. KANPUR.
LUCKNOW. PATNA. THIRUVANANTHAPURAM.
P_dParagonEntcrprises.a
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10646.pdf
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IS 10646 : 1991
(Superseding IS 3860 and IS 4969)
(Reaffirmed1999)
Edition2.2
(2000-09)
Indian Standard
CANAL LININGS — CEMENT CONCRETE
TILES — SPECIFICATION
( First Revision )
(Incorporating Amendment Nos. 1 & 2)
UDC 626.823.914 : 666.972 - 431
© 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 1Irrigation 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.
Lining of canals is considered as an important feature of irrigation projects as it not only
minimises the loss of water due to seepage, but also results in achieving considerable economy in
the use of cultivable land which would otherwise be prone to water-logging due to rise in water
table. Further, the water thus saved can be usefully employed for the extension and improvement
of irrigation facility. Lining of water courses in the area irrigated by tubewells assumed special
significance as the pumped water supplied is relatively more costly.
Further, lining of canals permits the adoption of high velocities resulting in proportionate savings
of the cross-sectional areas of the canal and land width required with corresponding saving in the
cost of excavation and masonry works which in certain cases may offset completely the extra cost
of lining. Also, the lining improves stability of channel sections thereby reducing the
maintenance/cost. The benefits that accrue from lining of canals generally justify the initial capital
cost and because of this, there is now better appreciation of the need for lining of canals.
Judicious selection of serviceable and economical lining at the first instance and subsequently
proper execution of the work while in laying the canal lining contributes considerably in achieving
overall economy in the project. Guidance with regard to the selection of canal lining for any
particular canal is given in a separate standard IS 10430 : 1982 ‘Criteria for Design of lined canals
and guidance for selection of type of lining’. One of the methods of cement concrete lining is by
using precast cement concrete tiles.
This standard has been formulated to cover specification of precast cement concrete tile which are
compressed mechanically at the time of manufacture so as to achieve higher strength stipulated in
this standard. This standard was issued in 1983. The revision covers additional sizes besides
incorporating strength requirements and method of test thus covering requirement of
IS3860:1960 ‘Specification for precast cement concrete slabs for canal lining’ and IS 4969 : 1968
‘Method of test for determining flexural strength of precast cement concrete slabs for canal lining’
(except of non-provision of bevelled sides type, with tongue and groove arrangement which are not
used due to breakage in handling).
This edition 2.2 incorporates Amendment No. 1 (June 1992) and Amendment No. 2
(September2000). Side bar indicates modification of the text as the result of incorporation of the
amendments.
For the purpose of deciding whether a particular requirement of this standard is complied with,
the final value, observed or calculated, expressing the result of a test or analysis, shall be rounded
off in accordance with IS 2 : 1960 ‘Rules for rounding off numerical values (revised)’. The number
of significant places retained in the rounded off value should be the same as that of the specified
value in this standard.IS 10646 : 1991
Indian Standard
CANAL LININGS — CEMENT CONCRETE
TILES — SPECIFICATION
( First Revision )
1 SCOPE aggregate. The potable water shall be used for
mixing concrete and curing. Concrete mix used
1.1This standard lays down requirements of
in title shall conform to M-15 grade specified in
precast cement concrete tiles for canal lining.
IS 456.
2 REFERENCES
4 DIMENSIONS
The Indian Standards listed below are
4.1The nominal dimension shall be as below:
necessary adjuncts to this standard:
500 mm × 500 mm, 500 mm × 250 mm, 400 mm
IS No. Title
× 400 mm, 300 mm × 300 mm and 250 mm ×
269 : 1989 Specification for 33 grade 250 mm.
ordinary portland cement
4.1.1Each of these shall be manufactured in
(fourth revision)
the thicknesses 60, 50 and 40 mm.
383 : 1970 Specification for coarse and fine NOTE — However other size than those given in 4.1
aggregates from natural sources may also be manufactured if specifically required by the
for concrete (second revision) user.
455 : 1989 Specification for portland slag 5 TOLERANCE
cement (fourth revision) Tolerance in length and breadth shall be ± 3
456 : 1978 Code of practice for plain and mm and thickness +2.0 mm.
reinforced concrete (third
6 SHAPE
revision)
The tile shall have its all sides at right angles
1344 : 1981 Specification for calcined to the faces.
pozzolana (second revision)
7 FLEXURAL STRENGTH OF
3812 : 1981 Specification for fly ash for use
MANUFACTURED TILES
as pozzolana and admixture
(first revision) Samples for flexural shall be cured for 24 hours
in shade and 21 days in water prior to testing.
1489 (Parts 1 Specification for portland
When tested according to the method given at
and 2) : 1991 pozzolana cement: Part 1 Fly
Annex A, minimum breaking load per cm
ash based and Part 2 Calcined
weight of the tile shall not be less than 41 kg for
clay based (third revision)
60 mm, 29 kg for 50 mm and 18 kg for 40 mm
tiles thickness.
3 MANUFACTURE
8 MARKING
The cement used in the manufacture of tiles
shall conform to IS 269 : 1976, IS 455 : 1976 or 8.1 Each tile shall be suitably marked as under:
IS 1489 : 1976. Fine aggregates and coarse
a) Source of manufacture, and
aggregates shall conform to IS 383 : 1970. The
b) Size with thickness.
size of the coarse aggregate shall be not more
than 20 mm. Pozzolana conforming to IS 1344 : 8.2The tiles may also be marked with the
1981 or IS 3812 : 1981 may also be used as Standard Mark.
1IS 10646 : 1991
ANNEX A
(Clause 7.1)
TEST FOR FLEXURAL STRENGTH OF MANUFACTURED TILE
A-1 SAMPLE A-2.2The specimen shall be placed horizon-
tally on roller bearers 150 mm apart with their
A-1.1For ascertaining the conformity to the length parallel to bearers. The load shall be
requirements for flexural strength test, one tile applied at mid-stand by means of steel bar
from each lot of 500 shall be selected at random parallel to the bearers. The length of the
and tested. bearers and that of the loading bar shall be
longer than the length of the specimen and
A-1.2Lot shall be considered conforming to the
their contact shall be rounded to a diameter of
requirements of the flexural strength test if the
25 mm. A plywood packing 3 mm thick and
sample passes the requirements of the test. In
25mm wide shall be placed between the
case it fails to satisfy the requirements of the
specimen and the bearers and between the
test, two more tiles shall be selected at random
specimen and the loading bar. The loading bar
from the same lot and tested for the
and the bearers shall be self-aligning (see
requirements of flexural strength. If any of
Fig.1).
these two tested fails to satisfy the strength
requirements the lot shall be rejected. A-2.3Starting from zero, the load shall be
increased steadily and uniformly at a rate not
A-2 TEST exceeding 2 kg/cm length (measured along with
the bearers) per minute up to the load specified
A-2.1The specimen shall be immersed in in 7, which shall be maintained for at least 1
potable water for 24 hours and then taken out minute. There shall not be any visual crack in
and wiped dry. the tile.
FIG. 1 METHOD OF TEST FOR FLEXURAL STRENGTH OF TILE
2Standard Mark
The use of the Standard Mark is governed by the provisions of the Bureau of Indian
Standards Act, 1986 and the Rules and Regulations made thereunder. The Standard Mark on
products covered by an Indian Standard conveys the assurance that they have been produced
to comply with the requirements of that standard under a well defined system of inspection,
testing and quality control which is devised and supervised by BIS and operated by the
producer. Standard marked products are also continuously checked by BIS for conformity to
that standard as a further safeguard. Details of conditions under which a licence for the use of
the Standard Mark may be granted to manufacturers or producers may be obtained from the
Bureau of Indian Standards.Bureau of Indian Standards
BIS is a statutory institution established under the Bureau of Indian Standards Act, 1986 to promote
harmonious development of the activities of standardization, marking and quality certification of goods and
attending to connected matters in the country.
Copyright
BIS has the copyright of all its publications. No part of these publications may be reproduced in any form
without the prior permission in writing of BIS. This does not preclude the free use, in the course of
implementing the standard, of necessary details, such as symbols and sizes, type or grade designations.
Enquiries relating to copyright be addressed to the Director (Publications), BIS.
Review of Indian Standards
Amendments are issued to standards as the need arises on the basis of comments. Standards are also
reviewed periodically; a standard along with amendments is reaffirmed when such review indicates that no
changes are needed; if the review indicates that changes are needed, it is taken up for revision. Users of
Indian Standards should ascertain that they are in possession of the latest amendments or edition by
referring to the latest issue of ‘BIS Catalogue’ and ‘Standards:Monthly Additions’.
This Indian Standard has been developed from Doc:No. RVD 13 (71).
Amendments Issued Since Publication
Amend No. Date of Issue
Amd. No. 1 June 1992
Amd. No. 2 September 2000
BUREAU OF INDIAN STANDARDS
Headquarters:
Manak Bhavan, 9 Bahadur Shah Zafar Marg, New Delhi 110002. Telegrams:Manaksanstha
Telephones:323 01 31, 323 33 75, 323 94 02 (Common to all offices)
Regional Offices: Telephone
Central :Manak Bhavan, 9 Bahadur Shah Zafar Marg 323 76 17
NEW DELHI 110002 323 38 41
Eastern : 1/14 C. I. T. Scheme VII M, V. I. P. Road, Kankurgachi 3378499, 33785 61
KOLKATA700054 3378626, 3379120
Northern : SCO 335-336, Sector 34-A, CHANDIGARH 160022 603843
602025
Southern : C. I. T. Campus, IV Cross Road, CHENNAI 600113 2350216, 2350442
2351519, 2352315
Western :Manakalaya, E9 MIDC, Marol, Andheri (East) 8329295, 8327858
MUMBAI 400093 8327891, 8327892
Branches : AHMEDABAD. BANGALORE. BHOPAL. BHUBANESHWAR. COIMBATORE.
FARIDABAD. GHAZIABAD. GUWAHATI. HYDERABAD. JAIPUR. KANPUR.
LUCKNOW. NAGPUR. NALAGARH. PATNA. PUNE. RAJKOT. THIRUVANANTHAPURAM.
VISHAKHAPATNAM.
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2645.pdf
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IS : 2645 - 1975
( Reaflbmed 1987 )
Indian Standard
SPECIFICATION FOR
INTEGRAL CEMENT WATERPROOFING
COMPOUNDS
( First Revision )
UDC 666.972.162
@ Copyfigllf 1975
dUREAU OF INDIAN STANDARDS
MANAK BHAVAN, 9 BAHADUR SHAH ZAFAR MARG
NEW DELHI 110002
.
Gr4 July 1975 ‘IIS : 2645- 1975
( ReaftInucd 1987 )
Indian Stizndard
SPECIFICATION FOR
INTEGRAL CEMENT WATERPROOFING
COMPOUNDS
( First Revision )
Cement arid Concrete Sectional Committee, BDC 2
Chairman Represmting
DR H. C. VISVESVARAYA Cement Reiearch Institute of India, New Delhi
Members
DR A. S. BWADURI National Test House, Calcutta
SHRI E. K. KAYACHANDRAN ( Alkrnotc)
DEPUTY CHIEF ENQINEER ( BUILD- Public Works Department, Government of
IN09 ) Tamil Nadu
DEPUTY CHIEF ENGINEER
RRIOATION & DESIGNS ) ( Alterncle )
D**soT$Ilt Centrai,hpd Research Institute ( C&R), New
DR R. K. GHOSH ( Alternate )
DIRECTOR ( CSMRS ) Central Water & Power C&mmission
DEPUTY DIRECTOR ( CSMRS )
( Alternate )
ENGINEER-IN-CHIEF Central Public Works Department
SUPERINTENDINO ENOINEBR,
END CIRCLE ( Alternate )
SHRI K. H. GANGWAY Hyderabad Asbestos Cement Products Ltd,
Hyderabad
SHRI K. C. GHOSAL Alokudyog Services Ltd, New Delhi
DR R. K. GHOSH Indian Roads Congress, New Delhi
BRIM HARISH CHANDRA Engineer-in-Chief’s Branch, Army Headquarters
SHRI G. R. MIROHANDANI ( Alternate )
DR R. R. HATTIANGADI Associated Cement Companies Ltd, Bombay
SHRI P. J. JA& ( Alternate)
DR IQBAL ALI Engineering Research Laboratories, Hyderabad
J o I N T DIRECTOR, STANDARDS Rese;;hGo3esigns & Standards Organization,
(B&S) u
DEPUTY DIRECTOR, STANDARDS
(B & S) (Alternate)
( Continwd on pups 2 )
@ copyrilhl 1975
BUREAU OF INDIAN STANDARDS
This publication is rotected under the In&n Co~ytig~l Act ( XIV of 1957) and
reproduction in who Pe 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 t 2645- 1975
( Continrtdfrpoamg e1 )
Members
SHRI S. B. JOSHI S. B. Joshi & Co Ltd, Bombay
SHRI M. T. KAN~E Directorate General of Supplies & Disposals
SHRXS . L. KATHURIA Roads \Ving ( Ministry of Shipping & Transport )
SHRI S. R. KULICARNI M. N. Dastur & Co ( Pvt ) Ltd, Calcutta
SHRIh f. A. MEHTA Concrete Association of India, Bombay
SHRI MOHAN RAX Central Building Research Institute (CSIR 1,
Roorkee
DR S. S. REHSI( Allcmda)
SHRI ERACHA . NADIRSHAH Institution of Engineers ( India ), Gilcutta
&ax K. K. NAbmAR In personal capacity ( ‘ Ramanalva ’ II First Cresccnl
Park Road, ~and~inagar, Aajar, Madras )
Paop G. S. RAMMWAHY Stru;~;ct~e.n.gineerlng Research Centre ( CSIR ),
DR N. S. BHAL( Altert~~la)
DR A. V. R. RAG National Buildings Organization, New Delhi
Snax K; S. SRINIVA~AN( Alkmak )
$&I G. S. M. RAO Geological Survey of India, Nagpur
SHRI T. N. S. RAO Gammon India Ltd, Bombay
SHRI S. R. PINHEIRO( Al&ma~r)
SECRETARY Central Board of Irrigation & Power, New Delhi
DEPUTY SRCRETARY(I ) ( Altrrnati )
SHRl R. P. SHARMA Irrigation & Power Research Institute, Amritsar
SHRIM oHImER SINOH( Aknalr )
SHRIG . B.,SlNoH Hindustan Housing Factory Ltd, New Delhi
&ax C. L. KASLIWAL( Alkra& )
SHRIJ . S. SINOHOTA Bear Designs Organization, Nangal Township
SHRIT . C. GARO ( Alfernafc )
SWRIR . K. SINHA Indian Bureau of Mines, Nagpur
SHat K. A. SIJBRANANIAM India Cements Ltd, Madras
SHRIP . S. RAMACHiNDRAN ( Altetna~e )
SHRIL . SWARoop Dalmia Cement ( Bharat ) Ltd, New Delhi
Snal A. V. RANAUA ( Alhzah)
SHRID . AJITHAS INHA,‘ Director General, IS1 ( Ex-ojicio Mcmbrr )
Director ( Civ Engg )
*em
SHR~Y . R. T~~.JA
Deputy Director (Civ Engg), IS1
Cement Subcommittee, BDC 2 : 1 _
Gmo8ner
DR R. R. HATTIANCUDI Associated Cement Companies Ltd, Bombay
Mnnbm
SHRIV . B. DESAI Hindustan Conrtruction Co Ltd, Bombay
DraEcroa ( C & MDD ) Central Water C Power Commission
DHP~TY DI*aECTOR
( C 8 MDD ) ( Al¬e )
DR R. K. Gxos~ Centghoad Research Institute ( CSIR ), New
Snax P. GON Hindustan Steel Ltd, Ranchi
SHRI P. J. JAOU~ Associated Cement Compania Ltd, Bombay
( Continuedo n,p ug6 13 )
2Indian Standard
SPECIFICATION FOR
INTEGRAL CEMENT WATERPROOFING
COMPOUNDS
( First Revision)
0. FO.REWORD
0.1 This Indian Standard ( First Revision ) was adopted by the Indian
St,andards Institution on 25 February 1975, after the draft finalized by the
Cement and Concrete Sectional Committee had been approved by, the
Civil Engineering Division Council.
0.2 A number of proprietary integral cement waterproofmg compounds
exist in the market which, according to the manufacturers’ recommenda-
tions, may be added to cement to render the mortar or concrete watcr-
proof. However, recommendations are normally not available to test
these products for their efficacy as waterproofers or their effects on otlwr
properties of cement. It was, therefore, considered necessary to publish
this specification for such compounds.
0.2.1 This standard was first published in 1’964. The provisions of the
standard have been under the review ‘of the Cement and Concrete
Sectional Committee from time to time and the first revision has been taken
up with a view to modifying the earlier rcquiremcnts in the li$t of
experience gained in working to this standard by both manufacturers and
users.
0.3 The usefulness of the integral waterproofing co£s is sought to bc
determined by measuring the permeability of standard mortar specimens
prepared with and without the addition of such compounds. The grading
of the sand to be used in preparing these specimens is diKcrcnt from that of
the standard sand ( s&e IS : 650-1966* ) used ordinarily in the testing of
Portland cement. While in cement testing, the requirement of the sand in
regard to size is that the sand obtained in three scparatc fractions, that is,
2 mm to 1 mm, 1 mm to 0.5 mm and below O-5 mm bc blcndcd togcthcr,
the sand specified for permeability test has a much closer control of part&
size and is the same as that used in RILEM CEMBUREAU tests. ‘This is
a graded sand with five point control and ensures increased uniformity ill
*Specification for standard sand for testing of cement (first reuisivr;r.
3b
__.-_.__--- -
IS t 2645- 1975
testing of waterproofing compound as compared to the standard sand
conforming to IS : 650-1966* which is of three point control.
0.3.1 A second variation from the normal:practice in cement testing is in
regard to the cement-sand ratio in the mortar. Instead of the usual
1 : 3 ratio, this standard specifies a ratio of 1 : 5 of cement and sand for the
permeability test. The object in this is to have a mortar less dense than
that used for cement testing ( as in compressive strength tests ) and having
some capillary voids so that the effect of the addition of the waterproofing
compounds may become more apparent.
0.3.2 Water-cement ratio for the test specimens for permeability tests is
also different from the water-cement ratio normally employed for cement
testing. While in the first specification ( IS : 2645-1964 ), .the water-cement
ratio was maintained constant at 0.54, in this revision a constant
workability has been specified in terms of flow of mortar. Instead of
specifying a fixed water-cement ratio, it is considered more rational to
mould specimens at a fixed workability. This change takes into considera-
tion fineness of cement and improved workability, if any, brought about by
the admixtures. A flow of 75 f 5 percent has therefore been specified
with the aim of producing mortar having sufficient plasticity to permit
easy moulding without need for compactioniby vibration or other means.
6.4 It is necessary that all constituent materials in concrete including
integral cement waterproofing compounds should, as far as possible, be free
from chlorides and sulphates. Sometimes, waterproofing compounds are
likely to contain water soluble chlorides and sulphates which may cause
corrosion pf steel reinforcement in reinforced cement concrete and also
produce other harmful effects in concrete. IS : 456-19647 prohibits the use
of chlorides containing admixtures, and the possibility of specifying a
maximum permissible limil of chlorides and sulphates in terms of total
weight of concrete is under consideration in the revision of IS : 456-lg64t.
Since chlorides and sulphates can enter concrete from various sources, it is
desirable that the chloride and sulphate content should be as low as
possible in concrete admixtures, such as integral cement waterproofing
compounds. Pending a decision for the maximum limit of chlorides and
sulphates in the integral cement waterproofing compounds, provisions have
been made in 2.4 requiring the manufacturer to declare chloride and
sulphate contents in the integral cement waterproofing compounds so that
different samples of waterproofing compounds can be compared and
engineer-in-charge is in knowledge of the amount of chlorides and
sulphates entering into concrete through waterproofing compound. ‘l’.
ensure unification in the method of determination of chlorides, IS : 6925_
19732 has been formulated.
*Specificationf or standards and for testingo f cement (Jirst r&ion ).
tCode of practice for plain and reinforcedc oncrete ( seconrd& ion).
IMethodso f test for determinationo f water soluble chlorides in concrete admixture..
4lsr2645-1979
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 he rounded off in accordance with
IS : 2-1960*. The number of significant places retained in the rounded off
vaIue should be the same as that of the specified value in this standard.
1. SCOPE
1.1 This standard covers the requirements for iutegral cement water-
proofing compounds which shall be assessed by:
a) the permeability to water of standard cylindrical specimens made
from cement-sand mortars with and without the addition of the
waterproofing compound under test, by measuring the percolation
of water thi-ough standard cylindrical specimens, and
b) the physical. tests of setting time and compressive strengths of
cement mixed with the recommended proportions of the water-
proofing compounds by comparing with similar tests on the same
cement without the addition of the compounds.
NOTE 1 -Integral cement waterproofing compounds shall be used in such
proportions a,s recommended by manufacturers but not exceeding 3 percent by
weight of cement.
NOTE 2 - For purposes of 1.1 and other requirements in this specification, cement
shall mean ordinary Portland cement conforming to IS : 269-1967t. By agreement
between the purchaser and the supplier, testing of waterproofing compound may be
done with Portland blastfurnace slag cement or Portland pozzolana cement conform-
ing to IS: 455-1967s and IS : 1489-1967s respectively.
2. REQUIREMENTS
2.1 Permeability to Water - The permeability to water of the standard
cylindrical specimens prepared with the recommended proportion of the
waterproofing compound shall be less than half the permeability of similar
specimens prepared without the addition of the compound, when tested in
the manner described in Appendix A.
2.2 Setting Time - The setting time of the cement mixed with the
recommended proportion of the waterproofing compound, when tested
*Rules for rounding off numerical values ( rcviscd).
tSpecification for ordinary, rapid-hardening and low heat Portland cement (second
rcgsioa ). ( Since revised ).
@pecification for Portland blastfumace slag cement ( second revision) .
gspecification for Portland-pozzolana cement (Jlrst r&ion ).
5e_._. ~~.___... ..--.- _-
IS : 2645 - 1975
according to IS : 4031-1968* ( except that the time of gauging is not less
than 5 min nor more than 6 min ), shall conform to the following
requirements:
Initial setting time, not less than 30 min
Final setting time, not more than 600 min
2.3 Compressive, ‘Strength - The average compressive strength of
3 mortar cubes, prepared, stored and tested in accordance with method of
test for compressive strength of hydraulic cement ( other than masonry
cement ) described in IS : 4031-1968*, using the recommended proportion
of integral waterproofing compounds ( see 1.1, Notes 1 and 2 ) as admixture
to the cement, shall be as follows:.
Compressive strength at Not less than 160 kg/cm*, nor less than
3 days ( 72 h ) 80 percent of the 3 days ( 72 h )
compressive strength of mortar cubes
prepared with cement and sand
only, according to IS : 4031-1968*
Compressive strength at Not less than 220 kg/cm2, nor less than
7 days (168 h) 80 percent of the 7 days ( 168 h)
compressive strength of mortar cubes
prepared with cement and sand
only, according to IS : 403 1-l 968*
NOTE - The requirement concerning 3 days compressive strength shall not apply
in case of Portland pozzolana cement conforming to IS: 1489-1961t (set 1.1,
Note 2 ).
2.4 Chloride Content -. The chloride content determined in accordance
with IS : 6925-1973: and the sulphate content in the product shall be declar-
ed by the manufacturer.
APPENDIX A
( CZause2 .1 )
TEST FOR DETERMINATION OF PERMEABILITY TO WATER
GF CEMENT MORTARS WITH AND WITHOUT ADDITION
GF INTEGRAL WATERPROOFING COMPOUND
A-l. GENERAL
A-1.1 This method of test covers the procedure for determining the
permeability to water of the cement-sand mortar specimens, prepared with
*Methods of physical tests for hydraulic cement.
tgpecification for Portland-pozzolana cement (first revision) .
*Methods of test for determination of water soluble chlorides in concrete admixtures,
6L.---_--..C---
__I._.__ . .
IS r 2645 - 1975
and without the additions of the waterproofing compound.and cured under
specified conditions, by measuring the percolation of water through
standard cylindrical specimens.
A-2. TESTING EQUIPMENT
A-2.1 Permeability Unit - The permeability unit shall consist of a
specimen container ring of 100 mm diameter and 50 mm height held
between a bottom plate and a water cell. The hydraulic head for testing
shall be obtained by connecting the unit to a compressor through a water
pressure vessel. A pressure regulator and a pressure gauge shall be
included between the compressor and water pressure vessel to ‘indicate the.
test pressure. Water percolating through the’ specimen shall be collected
in a container. Figures 1 and 2 give details of an individual unit.
A-2.1.1 The water-cell shall be a 100 mm diameter brass cylinder and the
top and bottom plates shall be either of brass or any other non-corroding
metal. The connecting pipe line from the water-cell to the water
pressure vessel shall also be .of non-corroding metal or of hard polythene.
This requirement is necessary since the tests last over a number of days in
which mild steel or allied materials will corrode and the rust formed will
coat the top of the specimen and affect the permeability. The connection
of the units to the compressor shall be done by means of armoured heavy-
duty rubber hose.
A-2.1.2 The water pressure vessel shall be made of galvanized steel and
capable of withstanding the applied pressure with an adequate margin of
safety.
A-2.2 Rammer - A standard rammer of the type shown in Fig. 3 shall
be used to compact the mortar. The rammer shall consist of a plunger
weighing 500 f 5 g which shall fall freely through a height of 150 f 1 mm
in a tubular guide. The base of the plunger shall have a diameter of
50 Et 1 mm.
A-3. SAND
A-3.1 The sand to be used in the preparation of the mortar shall be
natural, rounded siliceous sand with a maximum amount of quartz grains.
The sand should preferably be the same as standard sand conforming to
IS : 650-1966* but clean, separated and recombined to yield the following
gradation:
IS Sieve Designation Cumulative Retained, Percent
2.00 mm 0
1.70 mm 5&5
1.00 mm 33 * 5
500 micron 67 f 5
150 micron 88 f 5
75 micron 98 f 2
*Specification for standard sand for testing of cement (Jirst revision ),
7CONNECTIOTNO
AIR CYLINDER
WASHER
I v
-115 $ !---
I
.rR UBBER
WASHER &- k5
SPECIMEN CAST
IN THE CYLINDER
y
BOTTOM PLATE
OUTLET
SECTION ‘XX
All dimensions in millimetres.
Fro.2 DETAILSO F PERMEABILITUYN IT
9_A--
dizi
10
JA GUIDE 3B RAMMER (WEIGHT 500 A sg)
GUIDE LENGTH OF TRAVEL OF RAMMER I50 * I mm
All dimensions in millimetres.
FIG. 3 SPECIMENC OMPACTINOA PPARATUS( GUIDE AND RAMMER)
A-4. PREPARATION OF MORTAR
A-4.1 Clean appliances shall be used for mixing and the temperature of
the water and that of the test room at the time when the above operations
are being performed shall be 27 f 2°C.
A-4.2 The uantities of cement and standard sand required for each
specimen shaP 1 be as follows:
Cement 14og ,
Waterproofing compound As recommended by manufacturer
Standard sand 7oog
10IS : 2645 - 1975
A-1.2.1 The amount of water used for gauging shall be that required to
product a flow of 75f5 percent with 25 drops given in 15 seconds as deter-
mined in accordance with the procedure given in 9.5.3 of IS : 1727-1967*.
A-4.3 The mortar shall be mixed in the manner described in 8.4.3.2 of
IS : 4931-19ti87 for determination of the compressive strength of cement.
NOTE - Wherever possible, mixing with Hobart type mortar mixer is recommended.
In such cases. it is desirable to take a batch of 300 g cement and 1 500 g regraded sand
since in the Hobart mixer efficiency is better with a 1 800 g-2 000 g batch. The material
.used for the flow test can be collected back into the bowl, mixed again for 15 seconda
at medium speed and used for casting. In case where flow test is omitted after comple-
tion ofmixing, allow the mortar to stand for 90 seconds, remix for 15 seconds at medium
speed and later mould two test specimens.
A-5. PREPARATION OF SPECIMEN
A-5.1 The container ring shall be given a thin coating of neat cement
slurry and the mortar shall be placed in it in two layers. Each layer shall
be compacted with 10 blows of the standard rammer. During compaction
the guide of the rammer shall remain in contact with the wall of the
container ring. It shall be moved through a uniform distance after each
blow so as to cover the entire periphery of the container ring after 10 blows.
After compaction the top of the specimen shall be levelled off with a
12 mm diameter rod slowly and firmly moved over the surface. No
trowelling or other type of surface finish shall be allowed.
A-6. CURING AND STORAGE OF SPECIMEN
A-6.1 Keep the container ring with the specimen at a temperature of
27 & 2°C in an atmosphere of at least 90 percent relative humidity for
24 hours. At, the end of that period submerge the specimen in clean fresh
water and keep there for 20 days, and take it out just prior to testing. The
water in which the.specimens are submerged shall be changed every 7 days
and shall be maintained at a temperature of 27 & 2°C.
A-7. PROCEDURE OF TEST
A-7.1 The specimen shall be lightly wire-brushed on either faces to remove.
laitance, surface fines, etc, and washed. Later each of the specimen shall
be fitted into the permeability cell as shown in Fig. 2. An initial pressure
of about O-5 kgf/e ms shallbe applied to the water and from time to time
the collecting container shall be taken out and weighed to determine the
rate of percolation. The rate of percolation will be comparatively high in
the initial stages and will then become stabilized. At this stage the
pressure shall be increased again by 0.5 kgf/c m8 and this procedure repeated
until a final pressure of 2 kgf/cm* is reached. When a stable flow has been
*Methods of test for zzolanic materials ( first-ferrision ).
tMethods of physica p”te sts for hydraulic cement.
11IS : 2645- 1975
reached at this pressure, readings of the percolation shall be taken at fixed
intervals of time for 8 hours.
A-7.1.1 The test shall be carried out at a temperature of 27 f 2°C. For
each test three specimens shall be tested without the use of waterproof&,
and three with the use of the waterproofer in the recommended proportions.
If the average percolation ( measured in millilitres of water ) for the
specimens incorporating the waterproofing compound is less than 50 percent
of the average percolation in the case of the specimens without the water-
proofer, the integral waterproofer under test shall be considered
satisfactory.
A-8. FAULTY SPECIMENS AND RETESTS
A-6.1 Specimens that are manifestly faulty or that give percolations
( measured in millilitres of water ) differing by more than 20 percent from
the average shall not be considered. In such cases, the average of the
remaining two specimens can be considered provided the two values agree
within 10 percent of their average otherwise a retest shall be made.
12IS : 2645- 1975
.“4embers Reprevntin~
JOINT DIRECTOR, RESEARCII Research, Designs & Standards Organization,
(B&Sj Lucknow
ASSISTANTD IRECTOR. RESEARCIX
( B sr s ) ( Ahrnaie)
SHRI S. V. M.~IIHS~WARY Rohtas Industries Ltd, Dalmianagar
SICRIM . A. ME~ITA Concrete Association of India, Bombay
SnRr K. P. ~~~OHIDEEN Central Warehousing Corporation, New Delhi
LT-COL H. M. S. MURTHI Engineer-in-Chief’s Branch, Army Headquarters
MAJ A. C. GUPTA ( Alternate)
SIIRI K. IL NAMMAR In personal capacity ( ‘ Ramanalnya ’ II First Crescent
Park Road, Garrdhinagar, Adyar, Madras )
SHRI E. Ii. RA~IACHANDRAN National Test House, Calcutta
DR A. V. R. RAO National Buildings Organization, New Delhi
SIIRI G. T. BHIDE ( Alternate )
SHRI S. A. REDDY Gammon India Ltd, Bombay
SIIRI R. P. SriARMA Irrigation & Power Research Institute, Amritsar
SIIRI MOIIINDER SINGH ( Alternate I
SHRI K. K. SOMANI Shree Digvijay Cement Co Ltd, Bombay
SHRI R. K. GATTANI (Alternate)
SHRIK.A. SUURAMANIBM‘ Cement Manufacturers’ .Association, Bombay
SUPERINTENDING ENGINEER Public Works Department, Government of
( PLANNING& DESIGNS CIRCLE ) Tamil Nadu
EXECUTIVE ENOINEER,B UILDING
CENTRE DIVISION ( Alternate )
SHRI L.&VAROOP Dalmin Cement ( Bharat ) Ltd, New Delhi
SHRI A. V. RAMANA( Alternate )
DR C. A. TANEJA CentE:orkzilding Research Institute ( CSIR ),
DR R.‘K. DATTA (Alternate)
DRS.P. VARMA Directorate General of Technical Developmentz
New Delhi
SHRI N. G. BASAIC ( Alternate)
DR H. C. VISVE~VARAYA Cement Research Institute of India, New Delhi
DR S. K. CHOPRA ( Alternate)
13BUREAU OF INDIAN STANDARDS
Headquarters :
Manak Bhavan, 9 Bahadur Shah Zafar Marg. NEW DELHI 110002
Telephones : 331 01 31 Telegrams : Manaksansths
331 13 75 (Common to all Offices)
Regional Offices : Telephone
Central : Manak Bhavan, 9, Bahadur Shah Zafar Marg. 331 01 31
NEW DELHI 110002 j 33113 75
l Eastern : 1114 C.I.T. Scheme VII M. 37 86 62 ,
V.I.P. Road, Maniktola. CALCUTTA 700054
Northern : SC0 445-446, Sector 35-C, CHANDfGARH 160036 21843 j
Southern : C.I.T. Campus, IV Cross Road, MADRAS 600113 412916 1
t Western : Manakalaya, E9 MIDC. Marol. Andheri (East), 6329295
BOMBAY 400093
Brench Offices :
‘Pushpak’, Nurmohamed Shaikh Marg, Khanpur, AHMADABAD 380001 26348
t Peenya Industrial Area, 1st Stage, Bangalore-Tumkur Road. 394955
BANGALORE 560058
Gangotri Complex, 5th Floor, Bhadbhada Road, T.T. Nagar, 554021
BHOPAL 462003
Plot No. 82/83, Lewis Road, BHUBANESHWAR 751002 53627
Kalai Kathir Building, 6/48-A Avanasi Road, COIMBATORE 641037 267 05
Quality Marking Centre, N.H. IV, N,I.T., FARIDABAD 121001 -
Savitri Complex, 116 G. T. Road, GHAZIABAD 201001 8-71 19 96
5315 Ward No. 29, R.G. Barua Road, 5th By-lane, 331 77
GUWAHATI 781003
5-8-56C L. N. Gupta Marg, ( Nampally Station Road ) 231083
HYDERABAD 500001
R14 Yudhister Marg, C Scheme, JAIPUR 302005 63471
117/418 B Sarvodaya Nagar, KANPUR 208005 21 6876
Plot No. A-9, House No. 561/63. Sindhu Nagar, Kanpur Roaa. 5 5507
LUCKNOW 226005 .
Patliputra Industrial Estate, PATNA 800013 62305
District Industries Centre Complex, Bagh-e-Ali Maidan. -
SRI NAGAR 190011
T. C. No. 14/1421, University P. O., Palayam, 6 21 04
THIRUVANANTHAPURAM 695034
fnspection Offices (With Sale Point) :
Pushpanjali. First Floor, 205-A West High Court Road. 52 51 71
Shankar Nagar Square, NAGPUR 446010
Institution of Engineers (India) Building, 1332 Shivaji Nagar. 52435
PUNE 411005
-
‘Sales Office Calcutta is at 5 Chowringhee Approach, 27 6800
P. 0. Princep Street, CALCUTTA
t Sales Office iS at Novelty Chambers, Grant Road, BOMBAY 896528
3 Sales Office is at Unity Building, Narasimharaja Square, 223971
BANGALORE
Reprography Unit, BIS, New Delhi, India,-<
c 1z
I
l AMENDMENT NO. 1 JULY 1984
l
TO
IS t 2645 - 1975 SPECIFICATION FOR INTEGRAL
CEMENT WATERPROOFING COMPOUNDS
(Fimt Revision)
( Page 4, clause 0.4 ) - Substitute the following for the existing
clause:
‘0.4 It is necessary that all constituent materials in concrete including
integral cement waterproofing compounds should, as far as possible, be
free from chlorides and sulphates. Sometimes, waterproofing compounds
are likely to contain water soluble chlorides and sulphates which may cause
corrosion of steel reinforcement in reinforced concrete and also produce
other harmful effects in concrete. IS : 456-1978t specifies the permissible
limit of chlorides and sulphates in the concrete in terms of percent by mass
of cement, The Cement and Concrete Sectional Committee, while
reviewing the standard felt that the dosage of sulphates in waterproofing
compounds was so small that contribution of these compounds to the total
soluble sulphates in concrete would be insignificant when compared to the
limit of sulphates specified in IS : 456-1978t and that the adverse effects of
chlorides in concrete and its control through limiting the chlorides from
the concrete materials and admixtures were more significant. The
committee, therefore, felt that the chloride content in the waterproofing
compound shall be declared by the manufacturer so that different samples
of waterproofing compounds can be compared and engineer-in-charge is
in knowledge of the amount of chlorides entering into concrete through
waterproofing compound. The method of determination of chlorides in
waterproofing compounds is covered in IS : 6925-1973x. ’
( Pa.ge 4, footnote with ‘ f ’ mark ) - Substitute the following for the
existing matter:
‘ Code of practice for plain and reinforced concrete ( f/&dr evision) ‘.
( Page 6, clause 2.4 ) - Substitute the following for the existing
clause:
‘ 2.4 Chloride Content - The chloride “content determined in accor-
dance with IS : 6925-1973$ in the product shall .be declared by the
manufacturer. ’
( Page 6, clause 2.4 ) - Add the following new clause after clause
2.4:
1‘ 3. DELIVERY
3.1 The integral cement waterproofing compound shall be packed in
sliitable containers and the following information shall be indelibly marked
on each container:
a) Name of the manufacturer and/or his registered trade rn$c; if any;
b) Net mass of the material;
c) Date, month and year of manufacture; and
d) Maximum chloride content ( see 2.4 ).
3.1.1 The containers may also be marked with the IS1 Certification
Mask.
NOTE- The use of the IN Certification Mark is .governedb y the provisionso f
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 wjth the
requirements of that standard under a well-defined system of inspection, testing and
quality cgnrrol which is devised and supervised by IS1 and operated by the produ-
cer. ISI ma; ked products are also continuously checked by ISI for conformity to
that standard as a further safeguard. Details of conditions under which a Iicence for
the use of the IS1 Certification Mark may be granted to manufacturers or processors,
may be obtained from the Indian Standards Institution.
[BDCP)
2
ReProduced by Reprography Unit. ISI New Delhi
|
ISO 9712 NDT personal qualification and certification.pdf
|
AS ISO 9712:2014
ISO 9712:2012
(Incorporating Amendment No. 1)
Non-destructive testing—Qualification
and certification of NDT personnel
AS
ISO
9712:2014This Australian Standard® was prepared by Committee MT-007, Non-Destructive Testing of
Metals and Materials. It was approved on behalf of the Council of Standards Australia on
20 October 2014.
This Standard was published on 6 November 2014.
The following are represented on Committee MT-007:
• Australian Aerospace Non-Destructive Testing Committee
• Australian Industry Group
• Australian Institute for Non-Destructive Testing
• Australian Nuclear Science and Technology Organisation
• Australian Pipeline Industry Association
• Austroads
• Bureau of Steel Manufacturers of Australia
• Department of Defence (Australia)
• Engineers Australia
• National Association of Testing Authorities Australia
• New Zealand Non-Destructive Testing Association
• TestSafe Australia
• Welding Technology Institute of Australia
• WorkSafe Victoria
This Standard was issued in draft form for comment as DR AS ISO 9712:2014.
Standards Australia wishes to acknowledge the participation of the expert individuals that
contributed to the development of this Standard through their representation on the
Committee and through the public comment period.
Keeping Standards up-to-date
Australian Standards® are living documents that reflect progress in science, technology and
systems. To maintain their currency, all Standards are periodically reviewed, and new editions
are published. Between editions, amendments may be issued.
Standards may also be withdrawn. It is important that readers assure themselves they are
using a current Standard, which should include any amendments that may have been
published since the Standard was published.
Detailed information about Australian Standards, drafts, amendments and new projects can
be found by visiting www.standards.org.au
Standards Australia welcomes suggestions for improvements, and encourages readers to
notify us immediately of any apparent inaccuracies or ambiguities. Contact us via email at
mail@standards.org.au, or write to Standards Australia, GPO Box 476, Sydney, NSW 2001.AS ISO 9712:2014
(Incorporating Amendment No. 1)
Australian Standard®
Non-destructive testing—Qualification
and certification of NDT personnel
A1 Originated as AS 3998—1992.
Third edition 2006.
AS 3998—2006 revised and redesignated AS ISO 9712:2014.
Reissued incorporating Amendment No. 1 (February 2015).
COPYRIGHT
© Standards Australia Limited
All rights are reserved. No part of this work may be reproduced or copied in any form or by
any means, electronic or mechanical, including photocopying, without the written
permission of the publisher, unless otherwise permitted under the Copyright Act 1968.
Published by SAI Global Limited under licence from Standards Australia Limited, GPO Box
476, Sydney, NSW 2001, Australia
ISBN 978 1 74342 869 6AS ISO 9712:2014 ii
PREFACE
A1 This Standard was prepared by the Standards Australia Committee MT-007, Non-Destructive Testing
of Metals and Materials, to supersede AS 3998—2006, Non-destructive testing—Qualification and
certification of personnel.
This Standard incorporates Amendment No. 1 (January 2015). The changes required by the
Amendment are indicated in the text by a marginal bar and amendment number against the clause,
note, table, figure or part thereof affected.
The objective of this Standard is to specify requirements for principles for the qualification and
certification of personnel who perform industrial non-destructive testing (NDT).
This Standard is identical with, and has been reproduced from ISO 9712:2012, Non-destructive
testing—Qualification and certification of NDT personnel.
As this Standard is reproduced from an International Standard, the following applies:
(a) In the source text ‘this International Standard’ should read ‘this Australian Standard’.
(b) A full point substitutes for a comma when referring to a decimal marker.
References to International Standards should be replaced by references to Australian or
Australian/New Zealand Standards, as follows:
Reference to International Standard Australian/New Zealand Standard
ISO/IEC AS/NZS ISO/IEC
17024 Conformity assessment—General 17024 Conformity assessment—General
requirements for bodies operating requirements for bodies operating
certification of persons certification of persons
The terms ‘normative’ and ‘informative’ have been used in this Standard to define the application of
the annex to which they apply. A ‘normative’ annex is an integral part of a Standard, whereas an
‘informative’ annex is only for information and guidance.ISO 9712:2012(E)
AS ISO 9712:2014 iii
Contents Page
CONTENTS
Foreword .............................................................................................................................................................................v
Introduction .......................................................................................................................................................................vi
1 Scope ......................................................................................................................................................................1
2 Normative references .........................................................................................................................................1
3 Terms and definitions .........................................................................................................................................2
4 Methods and abbreviated terms ......................................................................................................................5
5 Responsibilities ...................................................................................................................................................5
5.1 General ...................................................................................................................................................................5
5.2 Certification body ................................................................................................................................................5
5.3 Authorized qualification body ..........................................................................................................................6
5.4 Examination centre .............................................................................................................................................6
5.5 Employer ................................................................................................................................................................7
5.6 Candidate ...............................................................................................................................................................8
5.7 Certificate holders ...............................................................................................................................................8
6 Levels of qualification ........................................................................................................................................8
6.1 Level 1 ....................................................................................................................................................................8
6.2 Level 2 ....................................................................................................................................................................8
6.3 Level 3 ....................................................................................................................................................................9
7 Eligibility ................................................................................................................................................................9
7.1 General ...................................................................................................................................................................9
7.2 Training ..................................................................................................................................................................9
7.3 Industrial NDT experience ...............................................................................................................................11
7.4 Vision requirements — all levels ...................................................................................................................12
8 Qualification examination ...............................................................................................................................13
8.1 General .................................................................................................................................................................13
8.2 Examination content and grading for Level 1 and Level 2 .....................................................................13
8.3 Examination content and grading for Level 3 ...........................................................................................15
8.4 Conduct of examinations ................................................................................................................................17
8.5 Re-examination ..................................................................................................................................................17
8.6 Examination exemptions .................................................................................................................................18
9 Certification .........................................................................................................................................................18
9.1 Administration ....................................................................................................................................................18
9.2 Certificates and/or wallet cards .....................................................................................................................18
9.3 Digital certificates .............................................................................................................................................19
9.4 Validity ..................................................................................................................................................................19
10 Renewal ................................................................................................................................................................19
11 Recertification ....................................................................................................................................................20
11.1 General .................................................................................................................................................................20
11.2 Level 1 and 2 .......................................................................................................................................................20
11.3 Level 3 ..................................................................................................................................................................20
12 Files .......................................................................................................................................................................21
13 Transition period ...............................................................................................................................................21
14 Transition between EN 473:2008,[4] ISO 9712:2005 and this International Standard ......................22
Annex A (normative) Sectors ........................................................................................................................................23
Annex B (normative) Minimum number and type of specimens for the Level 1 and Level 2
practical examination .......................................................................................................................................24
Annex C (normative) Structured credit system for Level 3 recertification .......................................................25
© ISO 2012 – All rights reserved iiiAS ISO 9712:2014 iv
ISO 9712:2012(E)
Page
A nnex D (normative) Grading practical examination..............................................................................................27
Annex E (informative) Engineering of NDT ................................................................................................................30
Bibliography .....................................................................................................................................................................31
iv © ISO 2012 – All rights reservedAS ISO 9712:2014 v
ISO 9712:2012(E)
INTRODUCTION
Introduction
S ince the effectiveness of any application of non-destructive testing (NDT) depends upon the capabilities of
the persons who perform or are responsible for the test, a procedure has been developed to provide a means
of evaluating and documenting the competence of personnel whose duties require the appropriate theoretical
and practical knowledge of the non-destructive tests they perform, specify, supervise, monitor or evaluate. An
added incentive stems from the worldwide comparability of a wide range of industrial applications requiring
common non-destructive testing approaches.
When certification of NDT personnel is required in product standards, regulations, codes or specifications, it is
important to certify the personnel in accordance with this International Standard. When latitude is provided in
the criteria within this International Standard, the certification body has the final decision in determining specific
requirements.
When there is no requirement in legislation, in standard or in the order for certification of NDT personnel, it is
for employers of such personnel to decide how to assure themselves that they are competent to do the work
assignments. Thus, they may employ people who are already certified or they may apply their own expertise
so as to assure themselves that their employee has the necessary competence. In this last case, prudent
employers would no doubt use this International Standard as a reference document.
vi © ISO 2012 – All rights reservedAS ISO 9712:2014 vi
NOTESAS ISO 9712:2014 1
INTERNATIONAL STANDARD ISO 9712:2012(E)
AUSTRALIAN STANDARD
Non-destructive testing—Qualification and certification of NDT
Non-destructive testing — Qualification and certification of
personnel
NDT personnel
1 Scope
This International Standard specifies requirements for principles for the qualification and certification of
personnel who perform industrial non-destructive testing (NDT).
NOTE 1 The term “industrial” implies the exclusion of applications in the field of medicine.
The system specified in this International Standard can also apply to other NDT methods or to new techniques
within an established NDT method, provided a comprehensive scheme of certification exists and the method
or technique is covered by International, regional or national standards or the new NDT method or technique
has been demonstrated to be effective to the satisfaction of the certification body.
NOTE 2 CEN/TR 14748[5] can be used as guidance.
The certification covers proficiency in one or more of the following methods:
a) acoustic emission testing;
b) eddy current testing;
c) infrared thermographic testing;
d) leak testing (hydraulic pressure tests excluded);
e) magnetic testing;
f) penetrant testing;
g) radiographic testing;
h) strain gauge testing;
i) ultrasonic testing;
j) visual testing (direct unaided visual tests and visual tests carried out during the application of another NDT
method are excluded).
NOTE 3 This International Standard specifies requirements for what are, in effect, third party conformity assessment
schemes. These requirements do not directly apply to conformity assessment by second or first parties, but relevant parts
of this International Standard can be referred to in such arrangements.
NOTE 4 Wherever gender specific words such as “his”, “her”, “he” or “she” appear in this International Standard, the
other gender is also applicable.
2 Normative references
The following referenced documents are indispensable for the application of this document. For dated
references, only the edition cited applies. For undated references, the latest edition of the referenced document
(including any amendments) applies.
ISO/IEC 17024, Conformity assessment — General requirements for bodies operating certification of persons
www.standards.org.au © Standards Australia
© ISO 2012 – All rights reserved 1ISO 9712:2012(E)
AS ISO 9712:2014 2
3 Terms and definitions
For the purposes of this document, the following terms and definitions apply.
3.1
authorized qualification body
body, independent of the employer, authorized by the certification body to prepare and administer
qualification examinations
3.2
basic examination
written examination, at Level 3, which demonstrates the candidate’s knowledge of the materials science and
process technology and types of discontinuities, the specific qualification and certification system, and the
basic principles of NDT methods as required for Level 2
NOTE 1 For an explanation of the three levels of qualification, see Clause 6.
NOTE 2 The qualification and certification system is specified in this International Standard.
3.3
candidate
individual seeking qualification and certification who gains experience under the supervision of personnel
having a qualification acceptable to the certification body
3.4
certificate
document issued by the certification body under specified provisions, indicating that the named person has
demonstrated the competence(s) defined on the certificate
NOTE The provisions are specified in this International Standard.
3.5
certification
procedure used by the certification body to confirm that the qualification requirements for a method, level and
sector have been fulfilled, leading to the issuing of a certificate
3.6
certification body
body that administers procedures for certification according to specified requirements
NOTE The requirements are specified in this International Standard.
3.7
employer
organization for which the candidate works on a regular basis
NOTE An employer can also be a candidate at the same time.
3.8
examination centre
centre approved by the certification body where qualification examinations are carried out
3.9
examiner
person certified to Level 3 in the method and product or industrial sector for which he is authorized by the
certification body to conduct, supervise and grade the qualification examination
3.10
general examination
written examination, at Level 1 or Level 2, concerned with the principles of an NDT method
2 www.standards.org.au © ISO 2012 – ©Al lS ritgahntds arerdsesr vAeudstraliaISO 9712:2012(E)
AS ISO 9712:2014 3
3.11
industrial experience
experience, acceptable to the certification body, gained under qualified supervision, in the application of the
NDT method in the sector concerned, needed to acquire the skill and knowledge to fulfil the provisions of
qualification
3.12
invigilator
person authorized by the certification body to supervise examinations
3.13
job-specific training
training, provided by the employer (or his agent) to the certificate holder in those aspects of non-destructive
testing specific to the employer’s products, NDT equipment, NDT procedures, and applicable codes, standards,
specifications and procedures, leading to the award of operating authorizations
3.14
main-method examination
written examination, at Level 3, which demonstrates the candidate’s general and specific knowledge, and the
ability to write NDT procedures for the NDT method as applied in the industrial or product sector(s) for which
certification is sought
3.15
multiple choice examination question
wording of a question giving rise to four potential replies, only one of which is correct, the remaining three being
incorrect or incomplete
3.16
NDT instruction
written description of the precise steps to be followed in testing to an established standard, code, specification
or NDT procedure
3.17
NDT method
discipline applying a physical principle in non-destructive testing
EXAMPLE Ultrasonic testing.
3.18
NDT procedure
written description of all essential parameters and precautions to be applied when non-destructively testing
products in accordance with standard(s), code(s) or specification(s)
3.19
NDT technique
specific way of utilizing an NDT method
EXAMPLE Immersion ultrasonic testing.
3.20
NDT training
process of instruction in theory and practice in the NDT method in which certification is sought, which takes the
form of training courses to a syllabus approved by the certification body
3.21
operating authorization
written statement issued by the employer, based upon the scope of certification, authorizing the individual to
carry out defined tasks
NOTE Such authorization can be dependent on the provision of job-specific training.
www.s©t aISnOda 2r0d1s2.o –r gA.lal ruights reserved © Standards Australia 3ISO 9712:2012(E)
AS ISO 9712:2014 4
3.22
practical examination
assessment of practical skills, in which the candidate demonstrates familiarity with, and the ability to perform, the test
3.23
qualification
demonstration of physical attributes, knowledge, skill, training and experience required to properly perform
NDT tasks
3.24
qualification examination
examination, administered by the certification body or the authorized qualification body, which assesses the
general, specific and practical knowledge and the skill of the candidate
3.25
qualified supervision
supervision of candidates gaining experience by NDT personnel certified in the same method under supervision
or by non-certified personnel who, in the opinion of the certification body, possess the knowledge, skill, training,
and experience required to properly perform such supervision
3.26
sector
particular section of industry or technology where specialized NDT practices are used, requiring specific
product-related knowledge, skill, equipment or training
NOTE A sector can be interpreted to mean a product (welded products, castings) or an industry (aerospace, in-
service testing). See Annex A.
3.27
significant interruption
absence or change of activity which prevents the certified individual from practising the duties corresponding
to the level in the method and the sector(s) within the certified scope, for either a continuous period in excess
of one year or two or more periods for a total time exceeding two years
NOTE Legal holidays or periods of sickness or courses of less than 30 days are not taken into account when
calculating the interruption.
3.28
specific examination
written examination, at Level 1 or Level 2, concerned with testing techniques applied in a particular sector(s),
including knowledge of the product(s) tested and of codes, standards, specifications, procedures and
acceptance criteria
3.29
specification
document stating requirements
3.30
specimen
sample used in practical examinations, possibly including radiographs and data sets, which is representative
of products typically tested in the applicable sector
NOTE A specimen can include more than one area or volume to be tested.
3.31
specimen master report
model answer, indicating the optimum result for a practical examination given a defined set of conditions
(equipment type, settings, technique, specimen, etc.) against which the candidate’s test report is graded
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3.32
supervision
act of directing the application of NDT performed by other NDT personnel, which includes the control of actions
involved in the preparation of the test, performance of the test and reporting of the results
3.33
validation
act of demonstrating that a verified procedure works in practice and fulfils its intended function, normally
achieved by actual witnessing, demonstration, field or laboratory tests or selected trials
3.34
renewal
procedure for revalidation of a certificate without examination at any time up to five years after success in an
initial, supplementary or recertification examination
3.35
recertification
procedure for revalidation of a certificate by examination or by otherwise satisfying the certification body that
the published criteria for recertification are satisfied
4 Methods and abbreviated terms
For the purposes of this International Standard, the abbreviated terms listed in Table 1 are used to identify NDT
methods.
Table 1 — Methods and abbreviated terms
NDT method Abbreviated terms
Acoustic emission testing AT
Eddy current testing ET
Infrared thermographic testing TT
Leak testing LT
Magnetic testing MT
Penetrant testing PT
Radiographic testing RT
Strain gauge testing ST
Ultrasonic testing UT
Visual testing VT
5 Responsibilities
5.1 General
The certification system, which shall be controlled and administered by a certification body (with the assistance,
where necessary, of authorized qualification bodies), includes all procedures necessary to demonstrate the
qualification of an individual to carry out tasks in a specific NDT method and product or industrial sector,
leading to certification of competence.
5.2 Certification body
5.2.1 The certification body shall fulfil the requirements of ISO/IEC 17024.
5.2.2 The certification body:
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a) shall initiate, promote, maintain and administer the certification scheme according to ISO/IEC 17024 and
this International Standard;
b) shall publish specifications for training courses that include the syllabi which embody the content of
recognized documents, e.g. ISO/TR 25107[2] or equivalent;
c) may delegate, under its direct responsibility, the detailed administration of qualification to authorized
qualification bodies, to which it shall issue specifications and/or procedures covering facilities, personnel,
calibration and control of NDT equipment, examination materials, specimens, conduct of examinations,
examination grading, records, etc.;
d) shall conduct an initial audit and subsequent periodic surveillance audits of the authorized qualification
body(ies) to ensure their conformity to the specifications;
e) shall monitor, in accordance with a documented procedure, all delegated functions;
f) shall approve properly staffed and equipped examination centres which it shall monitor on a periodic basis;
g) shall establish an appropriate system for the maintenance of records, which shall be retained for at least
one certification cycle (10 years);
h) shall be responsible for the issue of all certificates;
i) shall be responsible for the definition of sectors (see Annex A);
j) shall be responsible for ensuring the security of all examination materials (specimens, master reports, question
banks, examination papers, etc.) and shall ensure that specimens are not in use for training purposes;
k) shall require all candidates and certificate holders to give a signed or stamped undertaking to abide by a
code of ethics which it shall develop for the purpose and publish.
5.3 Authorized qualification body
5.3.1 Where established, the authorized qualification body shall:
a) work under the control of and apply the specifications issued by the certification body;
b) be independent of any single predominant interest;
c) ensure that it is impartial with respect to each candidate seeking qualification, bringing to the attention of
the certification body any actual or potential threat to its impartiality;
d) apply a documented quality management system approved by the certification body;
e) have the resources and expertise necessary to establish, monitor and control examinations centres,
including examinations and the calibration and control of the equipment;
f) prepare, supervise and administer examinations under the responsibility of an examiner authorized by the
certification body;
g) maintain appropriate qualification and examination records according to the requirements of the
certification body.
5.3.2 If there are no authorized qualification bodies, the certification body shall fulfil the requirements of the
qualification body.
5.4 Examination centre
5.4.1 The examination centre shall:
a) work under the control of the certification body or authorized qualification body;
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b) apply a documented quality procedure approved by the certification body;
c) have the resources needed to administer examinations, including the calibration and control of equipment;
d) have adequate qualified staff, premises and equipment to ensure satisfactory qualification examinations
for the levels, methods, and sectors concerned;
e) prepare and conduct examinations under the responsibility of an examiner authorized by the certification
body, using only those examination questionnaires and specimens established or approved by the
certification body for that purpose;
f) use only specimens prepared or approved by the certification body or qualification body for the practical
examinations conducted at that centre (when more than one examination centre exists, each shall have
examination specimens of comparable test difficulty containing similar discontinuities) — under no
circumstances shall specimens be used for training purposes;
g) maintain appropriate qualification and examination records according to the requirements of the
certification body.
5.4.2 An examination centre can be situated at an employer’s premises. In this case, the certification body
shall require additional controls to preserve impartiality and the examinations shall be conducted only in the
presence of, and under the control of, an authorized representative of the certification body.
5.5 Employer
5.5.1 The employer shall introduce the candidate to the certification body or the authorized qualification body
and document the validity of the personal information provided. This information shall include the declaration
of education, training and experience and visual acuity needed to determine the eligibility of the candidate. If
the candidate is unemployed or self-employed, the declaration of education, training and experience shall be
attested to by at least one independent party acceptable to the certification body.
5.5.2 Neither the employer nor his staff shall be directly involved in the qualification examination.
5.5.3 In respect of certified personnel under their control the employer shall be responsible for:
a) all that concerns the authorization to operate, i.e. providing job-specific training (if necessary);
b) issuing the written authorization to operate;
c) the results of NDT operations;
d) ensuring that the annual visual acuity requirements of 7.4 a) are met;
e) verifying continuity in the application of the NDT method without significant interruption;
f) ensuring that personnel hold valid certification relevant to their tasks within the organization;
g) maintaining appropriate records.
It is recommended that these responsibilities be described in a documented procedure.
5.5.4 A self-employed individual shall assume all responsibilities ascribed to the employer.
5.5.5 Certification to this International Standard provides an attestation of general competence of the NDT
operator. It does not represent an authorization to operate, since this remains the responsibility of the employer,
and the certified employee may require additional specialized knowledge of parameters such as equipment,
NDT procedures, materials and products specific for the employer.
Where required by regulatory requirements and codes, the authorization to operate shall be given in writing by
the employer in accordance with a quality procedure that defines any employer-required job-specific training
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and examinations designed to verify the certificate holder’s knowledge of relevant industry code(s), standard(s),
NDT procedures, equipment, and acceptance criteria for the tested products.
5.6 Candidate
Candidates, whether employed, self-employed or unemployed shall:
a) provide documentary evidence of satisfactory completion of a course of training;
b) provide verifiable documentary evidence that the required experience has been gained under qualified
supervision;
c) provide documentary evidence of vision satisfying the requirements of 7.4;
d) abide by a code of ethics published by the certification body.
5.7 Certificate holders
Certificate holders shall:
a) abide by a code of ethics published by the certification body;
b) undergo an annual test of visual acuity in accordance with 7.4 a), and submit the results of tests to the employer;
c) notify the certification body and the employer in the event that the conditions for validity of certification are
not fulfilled.
6 Levels of qualification
6.1 Level 1
6.1.1 An individual certified to Level 1 has demonstrated competence to carry out NDT according to written
instructions and under the supervision of Level 2 or Level 3 personnel. Within the scope of the competence
defined on the certificate, Level 1 personnel may be authorized by the employer to perform the following in
accordance with NDT instructions:
a) set up NDT equipment;
b) perform the tests;
c) record and classify the results of the tests according to written criteria;
d) report the results.
6.1.2 Level 1 certified personnel shall neither be responsible for the choice of test method or technique to be
used, nor for the interpretation of test results.
6.2 Level 2
An individual certified to Level 2 has demonstrated competence to perform NDT according to NDT
procedures. Within the scope of the competence defined on the certificate, Level 2 personnel may be
authorized by the employer to:
a) select the NDT technique for the testing method to be used;
b) define the limitations of application of the testing method;
c) translate NDT codes, standards, specifications, and procedures into NDT instructions adapted to the
actual working conditions;
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d) set up and verify equipment settings;
e) perform and supervise tests;
f) interpret and evaluate results according to applicable standards, codes, specifications or procedures;
g) carry out and supervise all tasks at or below Level 2;
h) provide guidance for personnel at or below Level 2;
i) report the results of NDT.
6.3 Level 3
6.3.1 An individual certified to Level 3 has demonstrated competence to perform and direct NDT operations
for which he is certified. Level 3 personnel have demonstrated:
a) the competence to evaluate and interpret results in terms of existing standards, codes, and specifications;
b) sufficient practical knowledge of applicable materials, fabrication, process, and product technology to
select NDT methods, establish NDT techniques, and assist in establishing acceptance criteria where none
are otherwise available;
c) a general familiarity with other NDT methods.
6.3.2 Within the scope of the competence defined on the certificate, Level 3 personnel may be authorized to:
a) assume full responsibility for a test facility or examination centre and staff;
b) establish, review for editorial and technical correctness, and validate NDT instructions and procedures;
c) interpret standards, codes, specifications, and procedures;
d) designate the particular test methods, procedures, and NDT instructions to be used;
e) carry out and supervise all tasks at all levels;
f) provide guidance for NDT personnel at all levels.
7 Eligibility
7.1 General
The candidate shall fulfil the minimum requirements of vision and training prior to the qualification examination
and shall fulfil the minimum requirements for industrial experience prior to certification.
7.2 Training
7.2.1 The candidate shall provide documentary evidence, acceptable to the certification body, that he has
satisfactorily completed training in the method and level for which the certification is sought.
7.2.2 For all levels, the candidate shall satisfactorily complete a course of theoretical and practical training
recognized by the certification body.
For Level 3, in addition to the minimum training given in Table 2, the preparation for qualification can be completed
in different ways dependent on the scientific and technical background of the candidate, including attendance
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at other training courses, conferences or seminars, studying books, periodicals and other specialized printed
or electronic materials.
NOTE Guidelines for NDT personnel training organizations are given in ISO/TR 25108.[3]
7.2.3 The minimum duration of training undertaken by the candidate for certification shall be as defined in
7.2.4 and Table 2 for the applicable NDT method, with the possible reductions defined in 7.2.5.
This duration is based upon candidates possessing adequate mathematical skills and prior knowledge of
materials and processes. If it is not the case, additional training may be required by the certification body.
Training hours include both practical and theoretical courses.
When creating industrial sectors as defined in Annex A, the certification body should consider whether the
minimum training requirements in Table 2 are sufficient or should be increased.
7.2.4 Direct access to Level 2 requires the total hours shown in Table 2 for Levels 1 and 2.
Direct access to Level 3 requires the total hours shown in Table 2 for Levels 1, 2, and 3. When considering the
responsibilities of a certified Level 3 (see 6.3) and the content of Part C of the basic examination for Level 3
(see Table 6), additional training about the other NDT methods may be necessary.
Table 2 — Minimum training requirements
Level 1 Level 2 Level 3
NDT method
h h h
AT 40 64 48
ET 40 48 48
B — Pressure method 24 32 32
LT
C — Tracer gas method 24 40 40
MT 16 24 32
PT 16 24 24
ST 16 24 20
TT 40 80 40
RT 40 80 40
UT 40 80 40
VT 16 24 24
NOTE For RT, training hours do not include radiation safety training.
7.2.5 The possible reductions in training duration are as described hereafter, provided that, when several
reductions are applicable, the total reduction does not exceed 50 % of the training duration. Any reduction
requires acceptance by the certification body.
a) For all levels:
— for candidates seeking certification in more than one method (e.g. MT, PT), or for those already
certified and seeking certification in another method, when the training syllabus concerned duplicates
certain aspects (e.g. product technology), the total number of training hours for these methods (e.g.
PT, MT, VT) may be reduced in line with the training syllabus;
— for candidates who have graduated in a relevant subject from technical college or university, or have
completed at least two years of relevant engineering or science study at college or university, the total
required number of training hours may be reduced by up to 50 %.
NOTE It is appropriate for the subject to be relevant to the NDT method (chemistry, mathematics or physics)
and/or to the product or industry sector (chemistry, metallurgy, engineering, etc.).
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b) For Levels 1 and 2, when the certification sought is limited:
— in application (e.g. automated ET, UT of bar, tube, and rod or normal beam ultrasonic thickness and
lamination testing of rolled steel plate);
— in technique (e.g. RT using only radioscopy);
the training duration may be reduced by up to 50 %.
c) For direct access to Level 2 RT when certification is restricted to the film interpretation and to only one
product sector, a minimum training requirement of 56 h applies.
7.3 Industrial NDT experience
7.3.1 General
The minimum duration of experience to be gained in the sector where the candidate is seeking certification shall
be as given in Table 3, with the possible reductions given in 7.3.3. When the candidate is seeking certification
in more than one method, the total time of experience shall be the sum of the experience in each method.
For Level 2 certification, the intent of this International Standard is that work experience consists of time as a
Level 1. If the individual is being qualified directly to Level 2, with no time at Level 1, the experience shall consist
of the sum of the times required for Level 1 and Level 2. No reduction in the period of experience shall be allowed.
For all levels, a minimum period of experience prior to examination shall be defined by certification body
(a fraction or percentage of the total requirement in Table 3, as appropriate). In the event that a part of the
experience is sought following successful examination, the results of the examination shall remain valid for two
years or for the total experience time required for the methods concerned, whichever is the greater.
Documentary evidence of experience shall be confirmed by the employer and submitted to the certification body.
Table 3 — Minimum industrial experience
Experience
NDT method
monthsa
Level 1 Level 2 Level 3
AT, ET, LT, RT, UT, TT 3 9 18
MT, PT, ST, VT 1 3 12
a Work experience is based on a nominal 40 h/week or the legal week of work. When an individual
works in excess of 40 h/week, he may be credited with experience based on the total hours, but he
shall be required to produce evidence of this experience.
7.3.2 Level 3
Level 3 responsibilities require knowledge beyond the technical scope of any specific NDT method. This broad
knowledge may be acquired through a variety of combinations of education, training and experience. Table 3
details minimum experience for candidates who have successfully completed a technical school or at least two
years of engineering or science study at an accredited college or university. If this is not the case, the duration
has to be multiplied by a factor of 2.
For Level 3 certification, the intent of this International Standard is that work experience consists of time as a
Level 2. If the individual is being qualified directly from Level 1 to Level 3, with no time at Level 2, the experience
shall consist of the sum of the times required for Level 2 and Level 3. No reduction in the period of experience
shall be allowed.
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7.3.3 Possible reductions
7.3.3.1 The possible reductions in duration of experience are as described hereafter, provided that, when
several reductions are applicable, the total reduction does not exceed 50 % of the experience duration. Any
reduction does require acceptance by the certification body.
When considering possible reduction in the duration of experience, the certification body should take into
consideration the following elements.
— The quality of experience can be variable, and skills may be assimilated more quickly in an environment
where the experience is concentrated and has a high degree of relevance to the certification sought.
— When gaining experience simultaneously in two or more surface NDT methods, i.e. MT, PT and VT, the
experience gained in the application of one NDT method may be complementary to the experience gained
in one or more other surface methods.
— Experience in one sector of an NDT method for which certification is already held may be complementary
to the experience in a different sector of the same NDT method.
— The level and quality of education possessed by the candidate should also be considered. This is
particularly the case for the Level 3 candidate but it can also be applicable for other levels.
7.3.3.2 Credit for work experience may be gained simultaneously in two or more of the NDT methods covered
by this International Standard, with the reduction of total required experience as follows:
— two testing methods: reduction of total required time by 25 %;
— three testing methods: reduction of total required time by 33 %;
— four or more testing methods: reduction of total required time by 50 %.
In all cases, the candidate shall be required to show that for each of the testing methods for which he seeks
certification, he has a minimum of 50% of the time required in Table 3.
7.3.3.3 In all cases, the candidate shall be required to show that for each of the NDT method and sector
combinations for which he seeks certification, he has at least half of the experience required, and this shall
never be less than one month in duration.
7.3.3.4 When the certification sought is limited in application (e.g. thickness measurement or automated
testing), experience duration may be reduced by up to 50 % but shall not be less than one month.
7.3.3.5 Up to 50 % of the practical experience time may be achieved by an appropriate practical course, the
duration of which may be weighted by a maximum factor of 5. This procedure shall not be used in conjunction
with that specified in 7.3.3.4. The course shall concentrate on practical solutions of frequently occurring testing
problems and should involve a significant element of testing known defective specimens. The programme shall
be approved by the certification body.
7.4 Vision requirements — all levels
The candidate shall provide documentary evidence of satisfactory vision in accordance with the following
requirements:
a) near vision acuity shall permit reading a minimum of Jaeger number 1 or Times Roman N 4.5 or equivalent
letters (having a height of 1,6 mm) at not less than 30 cm with one or both eyes, either corrected or uncorrected;
b) colour vision shall be sufficient that the candidate can distinguish and differentiate contrast between the
colours or shades of grey used in the NDT method concerned, as specified by the employer.
The certification body may consider replacing the requirements in a) by compliance with an appropriate alternative.
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Subsequent to certification, the tests of near visual acuity shall be carried out annually and verified by the employer.
8 Qualification examination
8.1 General
The qualification examination shall cover a given NDT method as applied in one industrial sector or one or
more product sectors. The certification body shall define and publish the maximum amount of time allowed
for the candidate to complete each examination, which shall be based upon the number and difficulty of the
questions. The average time allowed for questions requiring narrative answers shall be determined by the
certification body.
8.2 Examination content and grading for Level 1 and Level 2
8.2.1 General examination
The general examination shall include only questions selected in an unpredictable way from the certification
body’s or authorized qualification body’s collection of general examination questions valid at the date of
examination. The candidate shall be required, as a minimum, to give answers to the number of multiple choice
questions shown in Table 4.
Where not otherwise addressed by national regulations, there shall be an additional examination on radiation
safety for the radiographic test method.
Examinations on the radiographic test method may include either X- or gamma-radiation or both, depending
upon the procedure of the certification body.
Table 4 — Required minimum number of questions — General examinations
NDT method Number of questions
AT, ET, TT, RT, UT 40
LT, MT, PT, ST, VT 30
8.2.2 Specific examination
The specific examination shall include only questions selected from the certification body’s or authorized
qualification body’s current collection of specific questions related to the sector(s) concerned.
During the specific examination, the candidate shall be required to give answers to at least 20 multiple choice
questions, including questions involving calculations, NDT procedures and questions on codes, standards and
specifications.
If the specific examination covers two or more sectors, the minimum number of questions shall be at least 30,
evenly spread between the industrial or product sectors concerned (see Annex A).
8.2.3 Practical examination
8.2.3.1 The practical examination shall involve applying the test to prescribed specimens, recording (and, for
Level 2 candidates, interpreting) the resulting information to the degree required, and reporting the results in the
required format. Specimens used for training purposes shall not be used for examination.
8.2.3.2 Each specimen shall be uniquely identified and have a master report which includes all of the
equipment settings used to detect specified discontinuities contained within the specimen, which shall be
uniquely identified by an appropriate permanent marking to ensure that it is completely traceable. Such marking
shall not interfere with the practical testing or inspection of the specimen and shall, wherever practicable, be
concealed from the candidate while the specimen is being used for examination. The master report shall be
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compiled based upon at least two independent tests, and shall be validated by a Level 3 certificate holder for
use in grading examinations. The independent test reports from which the master report is compiled shall be
retained as records.
8.2.3.3 Specimens shall be sector specific, simulating field geometries and shall contain discontinuities
representative of those likely to occur during manufacturing or in service. They may be natural, artificial or
implanted. For Level 2 evaluation tasks, data sets or films can be used instead of real specimens.
Specimens used for calibration or for measurement tasks (e.g. thickness or coating measurement) do not need
to contain discontinuities. For RT, the specimen need not contain discontinuities since these are exhibited in
the radiographs for interpretation. Similarly, for AT, TT, and ST the specimen(s) need not contain discontinuities
since these are exhibited in the data sets for Level 2 interpretation.
NOTE Guidelines on discontinuity types in examination specimens can be found in CEN/TS 15053[6] or ISO/TS 22809.[1]
8.2.3.4 The certification body shall ensure that the number of areas or volumes to be tested is adequate to the
level, NDT method and sector concerned, and that those areas or volumes contain reportable discontinuities.
The requirements for the number of specimens and number of areas or volumes to be tested in the Level 1 and
Level 2 practical examinations are given in Annex B.
8.2.3.5 The Level 1 candidate shall follow the NDT instruction(s) provided by the examiner.
8.2.3.6 The Level 2 candidate shall select the applicable NDT technique and determine the operating
conditions related to a given code, standard or specification.
8.2.3.7 For those examinations where discontinuities are normally replaced by artificial sources or data, the
Level 1 candidate shall demonstrate the ability to set up and calibrate the equipment, verify its sensitivity and
record the test data; the Level 2 candidate shall also demonstrate the ability to interpret and evaluate previously
recorded test data.
8.2.3.8 The time allowed for the examination depends on the number of specimens and on their complexity.
The average time allowed shall be defined by the certification body. The recommended maximum time allowed
for each area or volume tested is:
a) for Level 1: 2 h;
b) for Level 2: 3 h.
8.2.3.9 Level 2 candidates shall draft at least one NDT Instruction suitable for Level 1 personnel, for a
specimen selected by the examiner.
The recommended maximum time allowed for this part of the examination is 2 h.
8.2.4 Grading of the Level 1 and Level 2 qualification examination
8.2.4.1 The general, specific and practical examinations shall be graded separately. When conventional
pre-prepared paper-based examinations are used, an examiner shall be responsible for the grading of the
examinations by comparison with model answers. At the option of the certification body, e-assessment systems
that automatically score candidate responses against stored data and grade the completed written examination
according to prepared algorithms may be used.
8.2.4.2 The grading of the practical examination shall be based on items 1 to 4 in Table 5, with the recommended
weighting factors in relation to the level and method as applicable.
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Table 5 — Subjects and weighting factors for grading — Practical examination
Weighting factor
Itema Subject Level 1 Level 2
% %
Knowledge of the NDT apparatus, including the function and verification of
1 20 10
the setting of the apparatus.
The application of NDT to the specimen. This consists of the following parts:
for Level 2, selection of the techniques and determination of the operating
conditions;
2 the preparation (surface condition) and visual examination of the specimen; 35 20
the setting up of the apparatus;
the performance of the test;
the operations after the test.
The detection and reporting of the discontinuities and, for Level 2, their
3 45 55
characterization (position, orientation, dimensions and type) and evaluation.
4 For Level 2, drafting the written instruction for Level 1. — 15
a Table D.1 gives guidance on additional details on each item, which should be taken into account, as applicable by the examiner.
8.2.4.3 To be eligible for certification, the candidate shall obtain a minimum grade of 70 % in each part of the
examination (general, specific, and practical). In addition, for the practical examination, a minimum grade of
70 % shall be obtained for each specimen tested, and for the NDT instruction, as applicable.
8.2.4.4 The general and specific parts of the examination are graded by comparing the replies given by the
candidate against answer keys approved by the certification body. Each correct reply scores 1 point and the
mark attributed to the tests is the sum of the points obtained. For the final calculation, the mark of each test is
expressed as a percentage.
8.2.4.5 For the Level 2 candidates, the specimen for which the instruction is produced shall be graded with
an overall grade of 100 in accordance with Table D.1. The other specimens (without instruction) shall be graded
with an overall grade of 85 in accordance with Table D.1 (see 8.2.4.2), and the final grade shall be calculated by
multiplying by 100/85. The instruction shall be graded with an overall grade of 15 in accordance with Table D.1
(see 8.2.4.2), and, for comparing with the 70 % required in 8.2.4.3, this value shall be multiplied by 100/15.
For AT, the required test instruction may relate to a specimen which is not tested during the practical examination.
8.3 Examination content and grading for Level 3
8.3.1 General
All candidates for Level 3 certification in any NDT method shall have successfully completed (with a grade of
≥70 %) the practical examination for Level 2 in the relevant sector and method, except for the drafting of NDT
instructions for Level 1 (see 8.2.3.9). A candidate who is Level 2 in the same NDT method and product sector
or who has successfully passed a Level 2 practical examination for the NDT method in an industrial sector, as
defined in Annex A is exempt from passing again the Level 2 practical examination. This exemption is only valid
for the product sectors covered by the industrial sector concerned and, in any other circumstances, the relevant
sector is the sector in which the candidate seeks Level 3 certification.
8.3.2 Basic examination
8.3.2.1 This written examination shall assess the candidate’s knowledge of the basic subjects using at least the
number of multiple choice questions shown in Table 6. Examination questions shall be selected in an unpredictable
way from the current collection of questions approved by the certification body at the time of the examination.
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Table 6 — Minimum required number of basic examination questions
Number of
Part Subject
questions
A Technical knowledge in materials science and process technology. 25
Knowledge of the certification body’s qualification and certification system based
B 10
on this International Standard. This may be an open book examination.
General knowledge of at least four methods as required for Level 2 and chosen 15
C by the candidate from the methods given in Clause 1. These four methods shall for each test method
include at least one volumetric method (UT or RT). (total 60)
8.3.2.2 It is recommended that the basic examination be passed first and remain valid, provided that the first
main method examination is passed within five years after passing the basic examination. A candidate holding
a valid Level 3 certificate is exempt from the need to retake the basic examination.
8.3.3 Main method examination
This written examination shall assess the candidate’s knowledge of the main method subjects using the
minimum required number of multiple choice questions shown in Table 7. Examination questions shall be
selected in an unpredictable way from the current collection of questions approved by the certification body at
the time of the examination.
Table 7 — Minimum required number of main method examination questions
Number of
Part Subject
questions
D Level 3 knowledge relating to the test method applied. 30
Application of the NDT method in the sector concerned, including the applicable
E codes, standards, specifications and procedures. This may be an open book 20
examination in relation to codes, standards, specifications and procedures.
Drafting of one or more NDT procedures in the relevant sector. The applicable
codes, standards, specifications and other procedures shall be available to the
candidate.
F For a candidate who has already drafted a NDT procedure in a successfully —
passed Level 3 examination, the certification body may replace the drafting of a
procedure with the critical analysis of an existing NDT procedure covering the
relevant method and sector, and containing errors and/or omissions.
8.3.4 Grading of Level 3 qualification examinations
8.3.4.1 General
The grading of the basic and main method examinations shall be done separately. To be eligible for certification,
a candidate shall pass both the basic and main method examinations.
For the three parts A, B, and C of the basic examination and parts D and E of the main method, the following
requirements apply.
When conventional pre-prepared paper-based examinations are used, an examiner shall be responsible for the
grading of the examinations by comparing the replies given by the candidate against answer keys approved by
the certification body. Each correct reply scores 1 point and the mark attributed to the tests is the sum of the
points obtained. For the final calculation, the mark of each test is expressed as a percentage.
At the option of the certification body, e-assessment systems that automatically score candidate responses
against stored data and grade the completed written examination according to prepared algorithms may be used.
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8.3.4.2 Basic examination
In order to pass the basic examination, the candidate shall obtain a minimum grade of 70 % in each of
parts A, B, and C.
8.3.4.3 Main method examination
In order to pass the main method examination, the candidate shall obtain a minimum grade of 70 % in each of
parts D, E, and F.
See Table D.2 for the recommended weighting of the written examination procedure.
8.4 Conduct of examinations
8.4.1 All examinations shall be conducted in examination centres established, approved, and monitored by
the certification body, either directly or through an authorized qualification body.
8.4.2 At the examination, the candidate shall have in his possession valid proof of identification and an official
notification of the examination, which shall be shown to the examiner or invigilator upon demand.
8.4.3 Any candidate who, during the course of the examination, does not abide by the examination rules
or who perpetrates, or is an accessory to, fraudulent conduct shall be excluded from all further qualification
examinations for a period of at least one year.
8.4.4 Examination questions shall be validated by the certification body. When conventional pre-prepared
paper-based examinations are used, the examination papers shall be validated and approved by an examiner,
and the grading shall be done in accordance with procedures approved by the certification body (see 8.2.4 and
8.3.4). When e-assessment systems that select questions present the “written” examination to a candidate
on a computer and grade the examinations, are used, the certification body shall validate and approve the
e-assessment system.
8.4.5 Written (whether e-assessment or conventional) and practical qualification examinations shall be
invigilated by an examiner or by one or more trained invigilators placed under an examiner’s responsibility.
8.4.6 An examiner shall not be permitted to examine any candidate:
a) that he has trained for the examination for a period of two years from the date of the conclusion of the
training activities;
b) who is working (permanently or temporarily) in the same facility as the examiner.
8.4.7 With the approval of the certification body, a candidate for a practical examination may use his own equipment.
8.4.8 Candidates shall not be permitted to bring into the examination area personal items, unless specifically
authorized to do so by the examiner.
8.5 Re-examination
8.5.1 A candidate failing for reasons of unethical behaviour shall wait at least 12 months before reapplying
(see 8.4.3).
8.5.2 A candidate who fails to obtain the pass grade for any examination part, may be re-examined twice in
the failed part(s), provided that the re-examination takes place not sooner than one month, unless further training
acceptable to the certification body is satisfactorily completed, nor later than two years after the original examination.
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NOTE “Examination parts” in this context refers to: for Levels 1 and 2, the general, specific, and practical examinations;
for the Level 3 basic examination, Parts A, B, and C; for the Level 3 main-method examination, Parts D, E, and F.
8.5.3 A candidate failing all permitted re-examination shall apply for and take the examination in accordance
with the procedure established for new candidates.
8.6 Examination exemptions
8.6.1 A certified Level 1 or Level 2 individual changing sectors or adding another sector for the same NDT
method shall be required to take only the new sector specific and practical examinations for that method.
8.6.2 A certified Level 3 individual changing sectors or adding another sector for the same NDT method is
exempt from the need to retake the basic examination and the Level 3 part D of the main method examination
(see Table 7).
9 Certification
9.1 Administration
A candidate fulfilling all conditions shall be certified and evidence of this certification shall be made available by
the certification body. This can be achieved with the issue of hard copy certificate(s) and/or wallet card(s) (see
9.2), and/or by electronically uploading and displaying the relevant information on the certification body’s website.
9.2 Certificates and/or wallet cards
Certificates and/or corresponding wallet cards shall include at least:
a) the family name and forename of the certified individual;
b) the date of issue of the certification;
c) the date upon which certification expires;
d) a reference to this International Standard (ISO 9712:2012);
e) the level of certification;
f) the name of the certification body;
g) the NDT method(s);
h) the applicable sector(s);
i) if applicable, the scope of limitations to the certifications and/or the special applications;
j) a unique personal identification number;
k) the signature of the certified individual;
l) a photograph of the certified individual in the case of the wallet card;
m) a device to prevent falsification of the wallet card, e.g. use of a cold seal, welding into plastic;
n) the signature of a designated representative of the certification body.
There may be a special space on either or both the certificate and the wallet card for the signature and stamp of
the employer authorizing the holder of the certificate to operate (see 3.21). With this the employer demonstrates
taking responsibility for the test results.
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9.3 Digital certificates
9.3.1 Digital certification may be provided in lieu of or as well as physical (hard copy) certificate(s). In this
case, subject to compliance with national regulations, the following data are available without request (online, at
the website of the certification body) to interested parties:
— the legal name, contact information and, where applicable, accreditation status of the certification body;
— the family name and forename of the certified individual;
— a unique personal identification number for the certified individual;
— a photographic image of the certified individual (taken within the past 10 years);
— the dates of issue and expiry of the certification;
— the scope of certification, including the level, NDT method(s), and applicable sector(s);
— any limitations to the certification, if applicable.
9.3.2 Where the data listed in 9.3.1 can be printed directly from the certification body’s website, the printed
output shall include a date of print and a statement that the current certification status can be verified at the
relevant website.
9.4 Validity
9.4.1 General
The maximum period of validity of the certificate is five years. The period of validity shall commence (date of
issue of the certification) when all of the requirements for certification (training, experience, satisfactory vision
test, success in examination) are fulfilled.
Certification becomes invalid:
a) at the discretion of the certification body, e.g. after reviewing evidence of behaviour incompatible with the
certification procedures or failure to abide by a code of ethics;
b) if the individual becomes physically incapable of performing his duties based upon failure of the visual
acuity examination taken annually under the responsibility of his employer;
c) if a significant interruption (see 3.27) takes place in the method for which the individual is certified;
d) if the individual fails recertification, until such time as the individual meets the requirements for recertification
or initial certification.
9.4.2 Revalidation
The certification body shall define the conditions for revalidation in the case of 9.4.1, a) and b).
For revalidation of the certification after a significant interruption, the individual shall pass a recertification
examination. The certification is revalidated for a new period of validity of five years from the date of the
revalidation.
10 Renewal
10.1 Prior to the completion of the first period of validity and every 10 years thereafter, certification may be
renewed by the certification body for a new period of five years on production of:
a) documentary evidence of a satisfactory visual acuity examination taken within the preceding 12 months;
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b) verifiable documentary evidence of continued satisfactory work activity without significant interruption
(see 3.27) in the method and sector for which certificate renewal is sought.
If the criterion b) for renewal is not met, the individual shall follow the same rules as for recertification (see Clause 11).
10.2 It is the responsibility of the certificate holder to initiate the procedure required for renewal. The renewal
files shall be presented within six months before the date of expiration of the certification. As an exception, and
based upon decision of the certification body, files presented within 12 months after the date of expiration may
be considered. Over this period, no exception is admitted and the candidate shall be permitted to attempt a
recertification examination.
11 Recertification
11.1 General
Prior to the completion of each second period of validity (every 10 years), the certified individual may be
recertified by the certification body for a new period of five years or less, provided the individual meets the
criterion for renewal specified in 10.1 a) and meets the applicable conditions described in the following.
It is the responsibility of certificate holders to initiate the procedures required to obtain recertification. If the
recertification is applied for more than 12 months after expiry of the period of validity, a complete examination
(general, specific, and practical) for Level 1 and Level 2 and a main method examination for Level 3 shall again
be passed successfully.
11.2 Level 1 and 2
11.2.1 Levels 1 and 2 certificate holders seeking recertification shall meet the criterion for renewal specified in
10.1 b) and satisfy 11.2.2.
11.2.2 The individual shall successfully complete a practical examination which demonstrates continued
competence to carry out work within the scope defined on the certificate. This shall include testing specimens
(see Table B.1) appropriate to the scope of certification to be revalidated and in addition, for Level 2, the
production of a written instruction suitable for the use of Level 1 personnel (see 8.2.3.9). If the individual fails to
achieve a grade of at least 70 % for each specimen tested (weighted according to the guidance in Table 5), and,
for Level 2, for the instruction, two retests of the whole recertification examination shall be allowed after at least
7 days and within six months of the first attempt at the recertification examination.
In the event of failure in the two allowable retests, the certificate shall not be revalidated and, to regain
certification for that level, sector and method, the candidate shall apply for new certification. In this case, no
examination exemptions shall be awarded by virtue of any other valid certification held.
11.3 Level 3
11.3.1 Level 3 certificate holders seeking recertification shall provide evidence of continued qualification
confirmed by:
a) satisfying the Level 3 requirements of 11.3.2 for a written examination;
b) meeting the requirements for a structured credit system, as given in Annex C.
The individual may decide between the examination or credit system for recertification. If the credit system is
chosen and requires submission of employer’s documents or access to an employer’s premises, the individual
shall provide to the certification body a written statement of approval from the employer.
In both cases (written examination or credit system), the individual shall either provide appropriate documented
evidence, acceptable to the certification body, of his continued practical competence in the method or pass a
Level 2 practical examination, as specified in 11.2.2, except for the drafting of NDT instructions.
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11.3.2 The individual shall successfully complete an examination that includes a minimum of 20 questions on
the application of the test method in the sector(s) concerned which demonstrates an understanding of current
NDT techniques, standards, codes or specifications, and applied technology and, at the option of the certification
body, five additional questions on the requirements of the certification scheme.
11.3.3 If the individual fails to achieve a grade of at least 70 % in the recertification examination, a maximum
of two retests of the recertification examination shall be allowed. The time period within which all tests are to be
taken shall be 12 months, unless otherwise extended by the certification body.
In the event of failure in the two allowable retests, the certificate shall not be revalidated and, to regain
certification for that sector and method the candidate shall be required to achieve success in the appropriate
main method examination.
11.3.4 A candidate who applies for and does not meet the requirements of the credit system shall be recertified
in accordance with 11.3.2. In the event of failure at the first attempt at recertification by examination, only
one retest of the recertification examination shall be allowed within 12 months of the date of application for
recertification via the structured credit system.
12 Files
The certification body or its authorized qualification bodies shall maintain:
a) an actual list or database of all certified individuals classified according to level, NDT method and sector;
b) an individual file for each candidate who has not been certified, for at least five years from the date of application;
c) an individual file(s) for each certified individual and for each individual whose certification has lapsed containing:
1) photograph or digital image taken within the past 10 years,
2) application forms,
3) examination documents, such as questionnaires, answers, description of specimens, records, results
of test, NDT procedures, and grade sheets,
4) renewal and recertification documents, including evidence of visual acuity and continuous activity,
5) reason(s) for any withdrawal of certification.
Individual files shall be kept under suitable conditions of safety and confidentiality for as long as the certificate
remains valid and for at least one full certification cycle after the certification has lapsed.
13 Transition period
13.1 The aim of this clause is to permit the initiation of the system when a certification body applies the
certification scheme to an NDT method, which is not yet covered within its scheme or when a new sector is
created. The certification body may temporarily appoint, for a period not exceeding five years from the date of
implementation of the new method or sector, duly qualified personnel as examiners (see 3.9) for the purpose of
conducting, supervising and grading the qualification examinations. The five year implementation period is not
to be used by the certification body as a means to certify candidates who do not meet all the qualification and
certification requirements of this International Standard.
13.2 Duly qualified personnel means that such personnel:
a) have the knowledge of the principles of NDT and the specific knowledge in relation to the sector;
b) have industrial experience of the application of the NDT method;
c) have the ability to conduct qualification examinations;
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d) be able to interpret the questionnaire and results of qualification examinations.
13.3 Within two years of the date of appointment, these examiners shall have gained certification by satisfying
the requirements for recertification as described in 11.3.1.
14 Transition between EN 473:2008,[4] ISO 9712:2005 and this International Standard
Certification according to EN 473:2008[4] and/or ISO 9712:2005, awarded before publication of this International
Standard, remains valid until the next mandatory step in the certification process, i.e. renewal or recertification,
which shall be carried out according to this International Standard.
Certification according to this International Standard is considered as fulfilling the requirements of both
EN 473:2008 and ISO 9712:2005; consequently, any requirement for certification to either of these standards
is fulfilled by a certification according to this International Standard.
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Annex A
(normative)
Sectors
A.1 General
When creating a sector, the certification body may standardize according to the reference lists of sectors in A.2
and A.3. This does not preclude the development of additional sectors to satisfy national needs.
A.2 Product sectors
These include
a) castings (c) (ferrous and nonferrous materials);
b) forgings (f) (all types of forgings: ferrous and non-ferrous materials);
c) welds (w) (all types of welds, including soldering, for ferrous and non-ferrous materials);
d) tubes and pipes (t) (seamless, welded, ferrous and non-ferrous materials, including flat products for the
manufacturing of welded pipes);
e) wrought products (wp) except forgings (e.g. plates, bar, rods);
f) composite materials (p).
A.3 Industrial sectors
Sectors combining a number of product sectors including all or some products or defined materials (e.g. ferrous
and non-ferrous metals or non-metals like ceramics, plastics, and composites):
a) manufacturing;
b) pre- and in-service testing which includes manufacturing;
c) railway maintenance;
d) aerospace.
When creating an industrial sector, the certification body shall precisely define in its published documentation
the scope of the new sector concerned in terms of product, object or item.
An individual certified in an industrial sector shall be regarded also as holding certification in the individual
sectors from which the industrial sector is composed.
Sector certification may be available at all three levels of competence in all NDT methods or may be limited to
particular methods or levels. However arranged, the scope of certification shall be defined on the certificate.
For composite materials, the certification body shall define the requirements for qualification examination.
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Annex B
(normative)
Minimum number and type of specimens for the Level 1 and Level 2
practical examination
Table B.1 — Minimum number and type of specimens for the practical examination of Levels 1 and 2
Method and level
Product sectors
UT1 UT2 RT1 RT2 ET1 ET2 MT1 MT2 PT1 PT2 LT1 LT2 VT1 VT2 AT1 AT2
2 + 1 + 2
Castings 2 2 2 2 2 2 2 2 2 2 2 2 2 1
12 rs ds
2 + 1 + 2
Forgings 2 2 2 2 2 2 2 2 2 2 2 2 2 1
12 rs ds
2 + 1 + 2
Welds 2 2 2 2 2 2 2 2 2 2 2 2 2 1
12 rs ds
2 + 1 + 2
Tubes and pipes 2 2 2 2 2 2 2 2 2 2 2 2 2 1
12 rs ds
Wrought 2 + 1 + 2
2 2 2 2 2 2 2 2 2 2 2 2 2 1
products 12 rs ds
Industrial
sectors
(combining two UT1 UT2 RT1 RT2 ET1 ET2 MT1 MT2 PT1 PT2 LT1 LT2 VT1 VT2 AT1 AT2
or more product
sectors)
Metal 2 + 1 + 2
2 2 2 2 2 2 2 2 2 2 2 2 2 1
manufacturing 12 rs ds
1 + 2
3 3 2 2 3 3 3 3 3 3 3 3 1 ds
Pre- and in-
service testing c/f w c/f w c w 2c 4w r+ s t w t w c/f w c/f w c/f w c/f w 3 3 c/f w c/f w c w/f t c/f t
w
Railway
2 2 — — 2 2 2 2 2 2 — — 2 2 — —
maintenance
2 + 1 + 2
Aerospace 3 3 2 3 3 2 2 2 2 — — 2 2 1
12 rs ds
For ST, the minimum number of specimens is 1 for Level 1 and 2 for Level 2.
For TT, the minimum number of specimens is 1 + 2 ds per industrial application.
Where the practical examination requires the testing of more than one specimen, the second or any subsequent specimens shall be different in
character, e.g. in product form, material specification, shape, size, and discontinuity type, from those tested previously.
Where, after the number of specimens required, product sectors are indicated by appropriate letters, this means that specimens from these sectors
shall be included in the practical examination.
For radiographic examination, Level 1 and Level 2 candidates shall radiograph at least two volumes — except for Level 2 candidates having passed a
Level 1 qualification examination, where at least one volume is to be radiographed.
For leak-testing examination involving both pressure change and tracer gas, at least one specimen shall be tested for each.
Where a sector examination involves the testing of more than one product type, then the specimens tested shall be representative of all products or
shall be selected at random by the examiner from the product range or materials which make up the sector.
A set of radiographs (12 or 24) shall be considered as one specimen.
Key: c ≡ casting; f ≡ forging; w ≡ weld; t ≡ tube; c/f ≡ casting or forging; rs ≡ radiographs; ds ≡ datasets
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Annex C
(normative)
Structured credit system for Level 3 recertification
In this system, the Level 3 candidate gains credit for participation, during the five years prior to recertification,
in the various NDT activities shown in Table C.1. Limits are placed on the maximum number of points which can
be gained in each year, and in any activity over the five years, to ensure an even spread of activities.
To be eligible for recertification:
a) a minimum of 70 points shall be accrued during the five year validity of the certificate;
b) a maximum of 25 points per year are accepted.
In addition to the recertification application, the candidate shall submit evidence of satisfying the criteria of
Table C.1 as follows:
— agenda and list of attendees for the meetings under items 1 to 4;
— a brief description of research and development under item 5;
— references of technical or scientific publications authored under item 5;
— a summary of training delivered under item 6;
— for each certificate, evidence of work activity per year under item 7.
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Table C.1 — Structured credit system for Level 3 recertification
Points Maximum
Maximum
accorded for points per
Item Activity points per
each item 5 year period
year per item
(or function) per item
Membership of an NDT society, attendance at seminars,
1 symposia, conferences and/or courses covering NDT 1 3 8a
and related sciences and technologies
Attendance at international and national standardization
2.1 1 3 8a
committees
2.2 Convenorship of standardization committees 1 3 8ab
3.1 Attendance at sessions of other NDT committees 1 3 8a
3.2 Convenorship of sessions of other NDT committees 1 3 8ab
4.1 Attendance at sessions of NDT related working groups 1 5 15a
4.2 Convenorship of NDT related working groups 1 5 15ab
NDT related technical/scientific contributions or
5.1 3 6 20cd
publications
5.2 NDT related research work published 3 6 15cd
5.3 NDT research activity 3 6 15cd
NDT technical instructor (per 2 h) and/or NDT examiner
6 1 10 30d
(per examination)
7 Professional activity — — —
within a NDT facility, NDT training centre or NDT
7.1 examination facility or for Engineering of NDT 10 10 40d
(see Annex E) (for each full year)
7.2 Dealing with disputes referring to clients 1 5 15d
7.3 Development of NDT applications 1 5 15d
a Maximum points for items 1 to 4: 20.
b Points to be given for both convenorship and attendance.
c If there is more than one author, the lead author shall define points for the other authors.
d Maximum points for each of items 5 and 6: 30, and 7: 50.
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Annex D
(normative)
Grading practical examination
D.1 Grading of Level 1 and Level 2 practical examination — guidance on the per-
centile weighting
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Table D.1 — Guidance on the percentile weighting for practical examination of Levels 1 and 2
Subject Level 1 Level 2
Part 1 — Knowledge of the NDT apparatus:
a) system control and functional checks; 10 5
b) verification of settings. 10 5
Total 20 10
Part 2 — Application of the NDT method:
a) preparation of the specimen (e.g. surface condition), including visual
5 2
examination;
b) for Level 2, the selection of the NDT technique and determination of operating
n/a 7
conditions;
c) setting up of the NDT apparatus; 15 5
d) performance of the test; 10 5
e) post test procedures (e.g. demagnetization, cleaning, preservation). 5 1
Total 35 20
Part 3 — Detection of discontinuities and reporting:a
a) detection of mandatory reportable discontinuities; 20 15
b) characterization (type, position, orientation, apparent dimensions, etc.); 15 15
c) Level 2 evaluation against code, standard, specification or procedure criteria; n/a 15
d) production of the test report. 10 10
Total 45 55
Part 4 — NDT instruction writing (Level 2 candidates):b
a) foreword (scope, reference documents); — 1
b) personnel; — 1
c) apparatus to be used, including settings; — 3
d) product (description or drawing, including area of interest and purpose of the
— 2
test);
e) test conditions, including preparation for testing; — 2
f) detailed instructions for application of the test; — 3
g) recording and classifying the results of test; — 2
h) reporting the results. — 1
Total — 15
Overall grade for practical examination 100 % 100 %
To be successful, the candidate should achieve not less than 70 % in the NDT instruction writing part, i.e. 10,5 marks
out of the 15,0 marks allowed.
a The candidate failing to report a discontinuity specified on the specimen master report as “mandatory for candidates to report”
when performing the test under the conditions specified in the master report shall be awarded zero marks for part 3 of the practical
examination relating to the specimen tested. For RT, this condition applies to radiographic interpretation, i.e. failing one “mandatory to
report” discontinuity on one radiograph leads to zero marks for the set of radiographs in part 3.
b The Level 2 candidate is required to produce an NDT instruction, suitable for Level 1 personnel, for a specimen selected by the
examiner. When the Level 2 candidate is testing a specimen for which no NDT instruction is required, the grade is calculated as a
percentage of the 85 remaining marks.
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D.2 Weighting of Level 3 NDT procedure examination
Table D.2 — Guidance on the percentile weighting for the Level 3 NDT procedure examination
Subject % maximum
Part 1 — General:
a) scope (field of application, product); 2
b) document control; 2
c) normative references and complementary information. 4
Sub-total 8
Part 2 — NDT personnel 2
Part 3 — Materials and equipment:
a) main NDT equipment (including defining calibration status and pre-test serviceability checks); 10
b) ancillary equipment (reference and calibration blocks, consumables, measuring equipment,
10
viewing aids, etc.).
Sub-total 20
Part 4 — Test piece:
a) physical condition and surface preparation (temperature, access, removal of protective coatings,
1
roughness, etc.);
b) description of area or volume to be tested, including reference datum; 1
c) discontinuities sought. 3
Sub-total 5
Part 5 — Performance of the test:
a) NDT method(s) and technique(s) to be used; 10
b) setting up the apparatus; 10
c) conducting the test (including reference to NDT instructions); 10
d) characterization of discontinuities. 10
Sub-total 40
Part 6 — Acceptance criteria 7
Part 7 — Post test procedure:
a) disposition of non-conforming product (labelling, segregation); 2
b) restoration of protective coatings (where required). 1
Sub-total 3
Part 8 — Production of the test report 5
Part 9 — Overall presentation 10
Grand total 100
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Annex E
(informative)
Engineering of NDT
E.1 Definition
Engineering of NDT covers all the activities linked to NDT, from the design of the equipment to the responsibility
of preparation, implementation and verification of NDT (in manufacturing and in service) of the same equipment
belonging to industrial or technical installations.
E.2 Non-exhaustive list of activities covered
The activities covered include:
a) at design stage, definition of requirements to be taken into account and/or verification of inspectability
during manufacturing and, where applicable, in service, of equipment;
b) selection of NDT techniques to be implemented in manufacturing and/or in service;
c) comparison of specific prescriptions of different codes and standards;
d) establish or validates the NDT procedures;
e) technical evaluation of NDT suppliers;
f) evaluation of NDT techniques, notably in the frame of expertise;
g) treatment (technical evaluation) of non-conformity;
h) justification to the customers and where applicable, to the associated safety authorities, of practices implemented;
i) responsibility for a NDT facility;
j) co-ordination and supervision of NDT personnel activities;
k) qualification — validation of NDT techniques:
1) establishment of input information’s including the inspection objectives,
2) definition of the necessary mocks-up for open and, where necessary, blind tests,
3) implementation of practical tests,
4) preparation of technical justification including when necessary, modelling,
5) preparation or validation of NDT procedures,
6) preparation or validation of qualification dossiers;
l) establishment of in-service inspection programmes for industrial installations or definition of rules for the
establishment of such programmes.
30 w ww.standards.org.au © ISO 2012 – ©Al lS ritgahntds arerdsesr vAeudstraliaISO 9712:2012(E)
AS ISO 9712:2014 31
Bibliography
[1] ISO/TS 22809, Non-destructive testing — Discontinuities in specimens for use in qualification examinations
[2] ISO/TR 25107, Non-destructive testing — Guidelines for NDT training syllabuses
[3] ISO/TR 25108, Non-destructive testing — Guidelines for NDT personnel training organizations
[4] EN 473:2008, Non-destructive testing — Qualification and certification of NDT personnel —
General principles
[5] CEN/TR 14748, Non-destructive testing — Methodology for qualification of non-destructive tests
[6] CEN/TS 15053, Non-destructive testing — Recommendations for discontinuities-types in test
specimens for examination
www.s©t aISnOda 2r0d1s2.o –r gA.lal ruights reserved © Standards Australia31AS ISO 9712:2014 32
AMENDMENT CONTROL SHEET
AS ISO 9712:2014
Amendment No. 1 (2015)
CORRECTION
SUMMARY: This Amendment applies to the History block and Preface.
Published on 16 February 2015.AS ISO 9712:2014 33
NOTESAS ISO 9712:2014 34
NOTESStandards Australia
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|
3025_38.pdf
|
IS 3025 ( Part 38 ) : 1989
Indian Standard
WATER AND WASTEWATER - METHODS
OF SAMPLING AND TEST ( PHYSICAL
AND CHEMICAL )
PART 38 DISSOLVED OXYGEN
( First Revision )
First Reprint JULY 1993
UDC 628.1:543.37
@ BIS 1990
BUREAU OF INDIAN STANDARDS
MANAK BHAVAN, 9 BAHADUR SHAH ZAFAR MARG
NEW DELHI 110002
June 1990 Price Group 2Water Sectional Committee, CDC 26
FOREWORD
This Indian Standard was adopted by the Bureau of Indian Standards on 30 November 1989,
after the draft finalized by the Water Sectional Committee had been approved by the Chemical
Division Council.
The dissolved oxygen level in natural and wastewater depends on the physical, chemical and
biochemical activities in water. Analysis for dissolved oxygen is an important step in water
pollution control and wastewater treatment process control.
In the preparation of this standard, considerable assistance has been derived .from Standard
Methods for the Examination of Water and Wastewater, published by the American Public Health
Association, Washington, USA, 16th Edition, 1985.
This standard supersedes clause 11 of IS 2488 ( Part 1 ) : 1974 ‘Methods of sampling and test for
industrial effluents, Part l’, and clause 50 of IS-3025 : 1964 ‘Methods of sampling and test
( physical and chemical ) for water used in industry’.
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
vaJue in this standard.IS 3025 ( Part 38 ) : 1989
Indian Standard
WATER AND WASTEWATER - METHODS
OF SAMPLING AND TEST ( PHYSICAL
AND CHEMICAL )
PART 38 DISSOLVED OXYGEN
First Revision )
(
1 SCOPE 4.1.2 Znterferertce
Oxidizing agents give positive interference and
1.1 This standard prescribes titrimetric and
reducing agents give negative interference.
electrometric methods for determination of
dissolved oxygen.
4.1.3 Samphg arid Sample Preservation
/j
2 REFERENCES / Sampling and sample preservation shall be done
as prescribed in IS 3025 ( Part I ) : 1986.
2.1 The following Indian Standards are neces-
sary adjuncts to this standard:
NOTE - Analysis shall be carried out preferably
at the time of collection. If immediate analysis is
IS No. Title not possible dissolved oxygen shall be fixed.
IS 3025 Methods of sampling and test 4.1.4 Reagents
(Part 1 ) : 1986 ( physical and chemical ) for
water and wastewater: 4.1.4.1 Manganous &p/late soluNon
Part 1 Sampling ( first revi-
Dissolve manganese sulphate ( 480 g of MnSOa.
sion )
4Hn0 or 400 g of MnSOa. 2H,O or 364 g of
IS 7022 Glossary of terms relating to MnSOa.HnO ) in freshly boiled and cooled
( Part 1 ) : 1973 water, sewage and industrial water, filter and make up to 1 000 ml. The solu-
effluents, Part 1 tion should not give blue colour by addition of
acidified potassium iodide solution and starch.
IS 7022 Glossary of terms relating
( Part 2 ) : 1979 to water, sewage and indus- 4.3.4.2 Alkaline iodide solution
trial effluents, Part 2
Dissolve 500 g of sodium hydroxide ( or 700 g
of potassium hydroxide ) and 135 g of sodium
3 TERMINOLOGY
iodide ( or 150 g of potassium iodide ) in freshly
3.1 For the purpose of this standard, definitions boiled and cooled water and dilute to 1 litre.
given in IS 1022 ( Part 1 ) : 1973 and IS 7022 4.1.4.3 Sulphuric acid, concentrated.
( Part 2 ) : 1979 shall apply.
4.1.4.4 Starch indicator
4 TITRIME’TRIC METHOD
Dissolve 2 g of starch and 0’2 g of salicylic acid
4.1 Winkler Me&ad
as preservative, in 100 ml of hot distilled water.
4.1.1 Prtnciple 4.1.4.5 Sodium rhiosulphate stock solution
Divalent manganese salt in solution is precipitat- Dissolve approximately 25 g of sodium thiosul-
ed by strong alkali to divalent manganese hydro- phate ( Na&Oa.SHzO ) in boiled distilled water
xide. It is rapidly oxidized by dissolved oxygen and make up to 1 000 ml. Add 1 g of sodium
present in the sample to form trivalent or higher hydroxide to preserve it.
valency hydroxide. Iodide ions are added and
acidified, which reduce tetravalent hydroxides 4.1.4.6 Standard sodium thiosulphate solution
back to their stable divalent state thereby libera-
Dissolve 250 ml of stock solution ( 4.1.4.5 ) in
ting equivalent amount of iodine. This iodine
boiled distilled water and make up to 1 litre and
is,equivalent to dissolved oxygen present in the
standardize sodium thiosulphate against known
sample.
standard before use.
The sequence of reactions is as follows:
MnSO, + 2KOH + Mn ( OH )* + K&JO& 4.1.5 Procedure
To the sample collected in 300 ml bottle, add
2Mn(OH)~+0,+2MnO(OH)~
2 ml of manganese sulphate solution followed by
MnO ( OH )* + 2.KI f HtO + 2 ml of alkaline iodide solution. Use separate
Mn(OH)l + 4 + 2KOH pipettes of 2 ml capacity for each reagent and
Is + 2S10t -’ --t s*oe-’ + 21- take care that tip of the pipette in each case is
11s 3a25 ( Part 28 ) : 1989
dipped well below the liquid surfaces carefully. 4.2.2.3 Potassiun~ jIr/oride solution
Replace the stopper without the inclusion of any Dissolve 40 g of potassium fluoride ( KF.2HzO )
air bubble and thoroughly mix the content by in 100 ml of distilled water.
shaking the bottle several times; allow.the pre-
cipitate formed to settle. After 2-3 minutes of 4.2.2.4 Sulphuric acid, concentrated.
settling, carefully remove the stopper and rmme-
diately add 2 ml of concentrated sulphuric acid 4.2.3 Procedure
by running the acid dcwn the neck of the bottle
and mix thoroughly to dissolve the liberated To the sample collected in 300 ml bottle, add 2
iodine. Take 200 ml of the solution and titrate ml of manganous sulphate solution followed by
immediately against standard sodium thiosul- 2 ml of alkaline iodide sodium azide solution.
phate solution, adding 3-4 drops of starch indi- Replace the stopper without inclusion of any air
cator solution. The end point is pale blue to bubble and mix the contents thoroughly by
colourless. shaking the bottle several times; allow the pre-
cipitate formed to settle. After 2-3 minutes of
4.1.6 Calculation settling, carefully remove the stopper and j.mrne-
diately add 2 ml of concentrated sulphurrc acid
The dissolved oxygen in mg per litre is equal to by running the acid down the neck of the bottle;
the volume in ml of 0’025 N thiosulphate SO~U- restopper and mix thorough!y to dissolve the
tion used for titration. liberated iodine. Take 200 ml of the solution
and titrate immediately against standard sodium
4.2 Azide Modification thiosulphate solution adding 3-4 drops of starch
indicator solution. The end point is the pale
Azide modification effectively removes inter-
blue to colourless.
ference caused by nitrate which is the most
common interference in biologically treated efflu- 4.2.4 Calculation
ents and incubated BOD samples.
The dissolved oxygen in mg/litre is equal to the
4.2.1’ Principle volume in ml of the standard thiosulphate
solution used for titration.
This method is a modification of the Winkler
method for the determination of dissolved oxy-
4.3 Alum Flocculation Modification
gen, and the principle is the same. The method
depends on the formation of a precipitate of This method is suitable for effluent samples
manganous hydroxide. The oxygen dissolved in containing suspended solids.
the water is rapidly absorbed by manganous
hydroxide, forming a higher oxide, which may 4.3.1 Reagents
be in the following form:
All reagents listed under 4.2.2 are required
MnS04 + 2 KOH + Mn ( OH ), + KsSOa besides the following:
2Mn(OH)~+Oa+2MnO(OH), a) Ammonium hydroxide - Concentrated,
Mn ( OH )* floe acts as a ‘gathering’ agent and
for oxygen. b) Alum solution - Dissolve 10 g of alumi-
Upon acidification in the presence of iodide, nium potassium sulphate [ Al K ( SO4 )I.
iodine is released in a quantity equivalent to the 12Hz0 ] in distilled water and dilute to
dissolved oxygen present. 100 ml.
Hf
4.3.2 Procedure
MnO(OH),+2KI-l-HJO---
Collect the sample in a glass stoppered bottle of
Mn ( OH )a + 12 + 2KOH
500 ml capacity. Add 10 ml of alum solution
The liberated iodine is then titrated with followed by 2 ml of ammonium hydroxide, mix
standard sodium thiosulphate solution using the contents gently by inverting the bottle and
starch indicator allowing to settle for 15 minutes. Collect the
supernatant liquid into 300 ml dissolved oxygen
12 + 2&03-2 --- &OS_” + 2 1-1
bottle. Avoid aeration and keep the siphon
sufficiently submerged during transfer. Follow
4.2.2 Reagents
the remaining steps as given in 4.2.3.
4.2.2.1 Manganous sulphate solution
4.3.3 CaIculatiiPn
( see 4.1.4.1).
The dissolved oxygen in mgllitre is equal to the
volume in ml of the standard thiosulphate
4.2.2.2 Alkaline iodide sodium azide solution
solution used for titration.
Dissolve 10 g of sodium azide ( NaNs ) in 40 ml s
of distilled water and add this withconstant stir- 4.4 Permanganmte Modification
ring to the cool alkaline iodide solution prepared This method is useful for samples containing
as in 4.1.4.2. iron ( Fez+ ) ions. Interference due to Fea+ ions
2Is 3025 ( Part 38 ) : 1989
is immersed in water sample. The current is
can be suppressed by addition of 1 ml of potas-
linearly proportional to the concentration of
sium fluoride and azide solution and the titra-
tion is done immediately after acidification. molecular oxygen in the test sample. The sys-
This method is not useful when sulphites, tem is composed of solid metal electrodes elec-
thiosulphates and high BOD in wastewater are trically connected by a suitable electrolyte and
present. separated from the water sample by the mem-
brane which is permeable to molecular oxygen
but impermeable to impurities. The diffusion
44.1 Reagents
current is amplified and converted into a suitable
All the reagents listed under 4.2.2 are required concentration scale. The scale is calibrated at
besides the following: a given temperature using saturated solution of
Potassium permanganate solution - Dis- oxygen in water. The method is well establish-
solve 6’3 g of potassium permanganate in ed with accuracy of f 0’05 mg/l and the range
distilled water and dilute to 1 litre; and of 0’15 mgll. The method has the disadvanta-
ges like temperature dependency, effect of
b) Potassium oxalute solution - Dissolve 2 g salt concentration in the sample and changes in
of potassium oxalate ( &&Oa. Hz0 > jn electrode sensitivity due to corrosion, fouling
100 ml distilled water, 1 ml will be of membrane or changes in the thickness of
equivalent to 1’1 ml of permanganate
membrane. The plastic films used with mem-
solution.
brane electrode systems are permeable to cer-
tain gases like hydrogen sulphide, chlorine, etc.
4.4.2 Procedure Prolonged use of membrane electrodes in water
containing such gases tends to lower the cell
Collect the sample in 300 ml bottle, add 0’7 ml
sensitivity.
of concentrated sulphuric acid, 1 ml of potas-
sium permanganate solution and 1 ml of potas-
5.2 Apparatus
sium fluoride solution. Stopper the bottle and
mix by inverting. The sulphuric acid addition Dissolved oxygen sensitive membrane electrode
should’not be in excess. Add sufficient quantity with appropriate amplifier meter.
of potassium permanganate solution to get a
violet tinge that persists for 5 minutes. If the
5.3 Procedure
violet tinge disappears before 5 minutes, add
more permanganate solution but avoid large
excess. Remove the permanganate colour com- 5.3.1 Calibration
pletely by adding 0’5 to I'0m l of potassium Follow the manufacturer’s instructions exactly
oxalate solution. Avoid excess amount of potas- to get specified accuracy and precision. Gene-
sium oxalate so that it does not interfere in the rally, calibrate membrane electrodes by reading
results. Follow the procedure for azide modi- against distilled water sample of known dissolved
fication method ( 4.2.2 ) using 3 ml of alkaline oxygen concentration as well as with a sample
iodide solution instead of 2 ml. with zero dissolved oxygen ( add excess of
sodium sulphite and a trace of cobalt chloride
4.4.3 Calculation to a sampie of distilled water to bring dissolved
oxygen to zero concentration ).
The dissolved oxygen in mg/litre is equal to the
volume in ml of the standard thiosulphate solu-
tion used for titration. 5.3.2 Sample Measurement
S MEMBRANE ELECTRODE METHOD Follow the manufacturer’s instructions to get
good results. While changing membrane, take
52 Principle care to avoid any contamination of electrodes
and trapping of minute air bubbles under the
This method is based on the principle that a membrane. Provide sufficient stirring of sample
diffusion current is established when a solid elec- or flow of sample across the membrane, till
trode system, sensitive to oxygen concentration constant reading is obtained.
3I
Standard Mark
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Standurds, Act, 2986 and the Rules and Regulations made thereunder. The Standird.Mark on
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I
t
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BIS is a statutQry institution established under the Bureau of Indian Standards Act, 1996 to promote
harmonious development of the activities of standardization, marking and quality certification of
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BIS has the copyright of all its publications. No part of these publications may be reproduced in
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Revision of Indian Standards
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are issued from time 10 time. Users of Indian Standards should ascertain that they are in possessioiJ
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giving the following reference :
Dot : No. CDC 26 ( 9493 )
Amendments Issued Since Publication
Amend No. Date of Issue Text Affected
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Headquarters :
Manek Bhavan, 9 Bahadur Shah Zafar Marg, New Delhi 110002
Telephones : 331 01 31, 331 13 75 Telegrams $Manaksanstha
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Reprography Unit, BIS, New Delhi, India
|
1121_3.pdf
|
Is I 1121 (Part In) - 1974
Indian Standard
METHODS OF TEST FOR
DETERMINATION OF STRENGTH PROPERTIES
Ol? NATURAL BUILDING STONES
PART III TENSILE STRENGTH
First Revision)
(
Second Reprint JULY 1991
UDC 691.21:620.172
@ Copyright 1975
BUREAU OF INDIAN STANDARDS
MANAK BHAVAN. 9 BAHADUR SHAH ZAFAR MARG
NEW DELHI 1 lOW2
Gr 2 March 1975Is t 1121 (Part III)- 1974
Indian Standard
METHODS OF TEST FOR
DETERMINATION OF STRENGTH PROPERTIES
OF NATURAL BUILDING STONES
PART III TENSILE STRENGTH
First Revision)
(
,
Stones Sectional Committee, BDC 6
ChUirman
SHRI C. B. L. MATENJR Public’ Works Department, Government of Raja-
sthan, Jaipur
Members
SHR~K . K. AGRAWALA Builders’ Association of India, Bombay
SHRt K. K. MADHOK (Altmdc)
SHRI T. N. BHARGAVA Ministry of Shipping & Transport (Roads Wing)
CHIEF ARCHITECT Central Public Works Department, New Delhi
LALA G. C. DAS National Test House, Calcutta
SHRI P. R. DAS (Altermk)
DEPUTY DIRECTOR( RESEARCH) Public Works Department, Government of Uttar
Pradesh, Lucknow
DEPUI’Y DIRECTOR (RESEARCH), Public .Works Department, Government of Orissa,
CONTROLA NDR ESEARCHL -o- Bhubaneswar
RATORY
DR M. P. DHIR Cent~ralhpd Research Institute (CSIR), New
_ SHRI R. L. NANDA (Altmate)
UIRECTOR Engineering Research Institute, Baroda
DIRECTOR( CSMRS) . .C entra.l Water & Power Commission, New Delhi
DEPUTY DIRECTOR( CSMRS) (Alternate)
DIRECTOR,M ERI Building & Communication Department, Govern-
ment of Maharashtra, Bombay
RESEARCHO FFICER, MERI (Akrnute)
SHRI M. K. GUPTA Himalayan Tiles & Marble Pvt Ltd., Bombay
SHRI S. D. PA~HA~ ~Alternnte)
DR IQBAL ALI Engineering Research Laboratory, Government of
Andhra Pradesh, Hyderabad
SHRI A. B. LINOAM( Alternate)
SHRI D. G. KADKADE Hindugtan Construction Co Ltd, Bombay
SHRI V. B. DESAI (Altmate)
(Continuedo n page 2)
:
I
0 Copyright 1975
BUREAU OF INDIAN STANDARDS
This publication is protected under the Indian Copyright Act (XIV of 1957) and
reproduction in whole or in part by any means except with written permission of the
publisher shall be deemed to be an infringement of copyright under the said Act.IS : 1121( Part III) - 1974
M&S R@wanling
Srnn T. R. MRHANDRU Institution of Engineers (India), Calcutta
SHRI PRRN SWARUP Department of Geology & Mining, Government of
Uttar Pradesh, Lucknow
Sruu A. K. A~ARWAL (Alkrnah)
Da A. V. R. BAO National Buildings Organisation, New Delhi
DEPUTY DIRECTOR (MATERIALJJ) (Ahmh)
SHRI M. L. SETHI Department of Geology & Mining, Government
of Kajasthan, Jaipur
SRRI Y. N. DAVE (Altern&)
DR B. N. SINHA Geological Survey of India, Calcutta
SUPE~NDINO ENGINEER (DESION) Publ~~m&~~~tment, Government of Tamil
DEPUTY CHIEF ENOINEER( I & D) (Altcmatc~
SUPERINTENDINO E N o I N E E R Public Works Department, Government of Andhra
(DEUON AND PLANNING) Pradesh, Hyderabad
SUPER~NTENDWE~N OINEER( DESIONS)P ublic Works Department, Government of Mysore,
Bangalore
SUPERIN~ENDINOB NOINEER (PLAN- Public Works Department, Government of West
NINo CIRCLE) Bengal, Calcutta
SUPERINTENDINO SURVEYOR OF Public Works Department, Government of Hima-
WORR.9 chal Pradesh, Simfa
SHRI M. v. Yom Engineer-in-Chief% Branch (Ministry of Defence)
SHRIJ . K. (:HARAN (~h72U~)-
SHRI 17.A JITHA SIMHA, Director General, ISI (fi-@i& Member\
Director (Civ Engg)
SHRI K. M. MATHUR
Deputy Director (Civ Engg), ISI
2IS : 1121 (Part III) - 1974
Indian Standard
METHODS OF TEST FOR
DETERMINATION OF STRENGTH PROPERTIES
OF NATURAL BUILDING STONES
PART III TENSILE STRENGTH
( First Revision)
.
0. FOREWORD
0.1 This Indian Standard (Part III) (First Revision) was adopted by the
Indian Standards Institution on 1 October 1974, after the draft finalized by
the Stones Sectional Committee had been approved by the Civil Engineering
Division Council.
0.2 Building stones are available in large quantity in various parts of the
country and to choose and utilize them for their satisfactory performance,
it is necessary to know the various strength properties determined according
to standard procedure. Thisstandard had, therefore, been formulated to cover
the standard method for determining the strength properties of various
stones. This standard covering compressive, transverse and shear strength
properties was published in 1957 and is being revised based on the actual
use of it in the,past 17 years and the experience gained in testing of building
stones for these properties in the various research laboratories of this country.
In this revision, property of tensile strength has also been added, which is
also an important property for assessing the suitability of stone.
0.2.1 This standard is now being issued in four parts, each part covering
a specific property to facilitate the use of this standard. Part III covers the
determination of tensile strength of natural building stones.
0.3 In reporting the results of a test or analysis made in accordance with
this standard, if the final value, observed or calculated, is to be rounded off,
it shall be done in accordance with IS : 2-1960*.
1. SCOPE
1.1 This standard (Part III) lays down the procedure for determination of
split tensile strength of natural building stones used for constructional
purposes.
*Rules for rounding off numerical values (retied).
3lg : 1121 (Part III) - 1974
2. SELECTlON OF SAMPLE
2.1 The ample shall be selected to represent a true average of the type or
grade of si one 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 shah be of adequate size to
permit the preparation of the requisite number of test pieces.
2.2.1 -Stones from Ledges or Qwrries - The ledge or ‘quarry face of the
atone shall be inspected to determine any variation in different strata.
Differences in colour, texture and structure shall be observed. Separate
sam les of stone weighing at least 25 kg each of the unweathered specimens
shal P be obtained from all strata that appear to vary in colour, texture and
structure. Pieces that have *been damaged by blasting, driving wedges,
heating, etc, shall not be included in the sample.
2.2.2 Field Stone and Boulders - A detailed inspection shall be made, of
the stone and boulders over the area where the supply is to-be obtained.
The different kinds of stones and their conditions at various quarry sites
shall be recorded. Separate samples for each class of stone that would be
considered for use in construction as indicated by visual inspection shall be
selected.
2.3 When perceptible variations occur in the quality’ of rock? as many
samples as are necessary for determining the range in propertres shall be
selected.
3. TEST PIECES AND CONDITIONING
3.1. Test pieces shall be made from samples selected in accordance with 2
and shall be in the form of cylinders. They shall be drilled from the
samples. ,The diameter of the test piece shall be not less than 50 mm and
the ratio of diameter to height shall be 1 : 2.
3.2 Three test pieces shall be used for conducting the test in each of the
conditions mentioned in 3.2.1 and 3.2.2.
3.2.1 The test pieces shall be immersed in water maintained at 20 to
30°C for 72 h before testing and shall be tested in saturated condition.
3.2.2 The test pieces shall also be tested in dry condition and shall be
dried in an oven at 105 f 5°C. for 24 h and cooled in a desiccator to room
temperature (20 to 30°C).
4. APPARATUS
4.1 A testing machine of sufficient capacity for the tests and capable of
applying load at the specified rate shall be used. The machine shall be
equipped with two steel bearing plates not less than 10 mm thickness with
hardened faces. One of the plates preferably the one that normally bears
on the upper surface of the specimen shall be fitted with a ball seating in the
form ofa portion of a sphere, the centre of which coincides with the central
4IS : 1121 (Part III) - 1974
point of the fact of the plate. The other compression plate shall be a plain
rigid bearing block. Tl K Ix a-r’i ng faces of both plates shall he a plain rigid
bearing block. ‘l’he bearing faces of both plates shall be of width greater
than 25 mm and the length at ‘least equal to the length of the test piece.
The Ixaring surl& of the plates when new, shall not depart from a plane
I)y more than 0.012 5 mm at any point. The movable portion of spherically
scatctl cotnpression plate shall be held on the spherical seat, but the design
shall be such that it is possible to rotate the bearing face freely and tilt it
through small angles in any direction.
5. PROCEDURE
5.1 Each test piece to be tested is sandwiched in between two steel plates
of width 25 mm, thickness 10 mm and length equal to the length of test
piece (see l:ig. 1). The load shall be applied without shock and increased
continuously at a uniform rate until the specimen splits and no greater
load is su~taincd. The maximum load applied to the specimen shall be
recorded.
50 MI
All dimensions in millimetres.
FIG. 1 GENERAL ARRANGEMENTF OR TESTING TENSILE STRENGTH OF
BUILDING STONE
6. EVALUATION AND REPORT OF TEST RESULTS
6.1 The split tensile strength of the specimen shall be calculated as follows:
where
s = split tensile strength in kg/cm2,
w= applied load in kg at which specimen splits,
d = diameter of specimen in cm, and
L = length of specimen in cm.
5IS : 1121 (Part III) - 1974
6.2 The average of all the three results separately for each condition shall bc
taken as the split tensile strength of the sample.
6.3 In case any test piece gives a value of as much as 15 percent below the
average, it may be examined for defects and if the low value appears to IX
due to a flaw or faulty test piece, a fresh test shall be made and the average
of three tests taken.
6.4 The split tensile strength of the sample shall be expressed in kg/cm”.
6.5 Identification of the sample, date when sample was taken and type of
the stone shall be reported.
6.6 The size and shape of test piece used in the tests shall be indicated.
6.7 A description of the way in which the test pieces were prepared shall be
included.
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6403.pdf
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,
IS 6403:1981
(Reaffirmed1997)
Indian Standard
i
CODE OF PRACTICE FOR
DETERMINATION OF BREAKING CAPACITY
OF SHALLOW FOUNDATIONS
( First Revision)
SixthReprintFEBRUARY 1998
UK 624.151.5:624.131.52 :006.76
o C’O’oyr;ghf 1981
BUREAU OF INDIAN STANDARDS
MANAK BHAVAN, 9 BAHADUR SHAH ZAFAR MARG
NEW DELHI 110002
Gr 4
November 1981l
IS 6403:1981
Indian Standard
CODE OF PRACTICE FOR
DETERMINATION OF BREAKING CAPACITY
OF SHALLOW FOUNDATIONS
( First Revision)
$
Foundation Engineering Sectional Committee, BDC 43
Chairman Reprinting
PnoF DXNESHMOHAN Central Building Research Insti! ute (CSIR ),
Roorkee
Members
DE R. IL BHAND~RI Central Building Research Institute ( CSIR )
Roorkec
CEXXFENQXNEER CalcuttaPortTrust, Calcutta
Srim S. GUHA (.Mmrndt )
SHRI M. G. DLNDAVATE The Concrete Association of India, Bombay
SIiRI N. C. DUGQAL ( Alfematc )
DB R. K. DA8 GUPTA Simplex concrete Piles (India ) Pvt Ltd, Calcutta
ADDITIONAL CBIEr ENOINEEE ( Af@mat#)
SHIU A. G. DAETIDMZ In personalcapacity (5Hungerfard Road, 121 Hunger-
ford Stwrt, Calcutta )
SERXV. C. DEBEPANDE The Pressure Piling Co ( I )Pvt Ltd, Bombay
DIRECTOR( CSMRS ) Central Water Commission, New Delhi
DLCPUTY131 RECTOB( CSMRS ) ( Afhrndt )
SHRI A. H. DIVANJI Asia Foundations and Construction Co Pvt Ltd,
Bombay
Srm~A. N. JANQLE ( Alternate)
DRJAIJDItUINARAm Indian Gcotechnic Society, New Delhi
Prtor SWAMISARAN ( Akmafc )
SHRIG. S. JLIN G. S. Jain & Associates, Roorkee
SHIt~ ASROX KUmAR JAIN ( Alt.rrrate)
JOINTDIRECTOR( D ) National Buildings Organisatio,n, New Delbf
SHRI SUNIL BEEY (Alternate )
JO~STM~DIREOTOR REBEAXCH Ministry of Railways ( RDSO )
‘ JOINTDIRTCCTOBRWIEAROE ( B & S ) (Altwnatt )
(Con#inucd m Page 2 )
@ Zopyright 1981
BUREAU OF INDIAN STANDARDS
This publication is protected under the Indian Cop~ight 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.,
1’
5. ContlnutdJrom piJAI~ I )
,i4tmbers Represmlin~
I}R R. K. KA’r’I’1 Indian Irrstitutc of Tec}mokrgy, Bombay
-+Nc1]S. R. KIILKAR~r M, N. Dastur & Co Pvt Ltd, Calcutta
St(Rt S. ROY( Altcnrate)
>I!lii O, P. MALHOTRA Public Works Department, Chandigarh Administr*-
-tion, Charv+!garh
-), IJtf,4 P. M~,rllust Central Warchous,ng Corporation, New Dclhi
<,,,<! \’. 1+,,MATHCR Machcnzics Limited, Bombay
>IIEI ‘~. ~. D. k[UNSr Engineers India Limited, New Delhi
St+N1,M.lYENo Ai2 ( Alternate )
]+11[,ohlBIR Sl~OK lingincer-in-Chief ’s Branch, Army Headquarters,
New Delhi
MAJ H. K. BRUTANI ( A!t.rnate )
SIII~[f{. K, PANTHAKY The Hindustan Construction Company Limited,
Bombay
SHrzIV. M. MLDQm ( Af(crnatc )
:iHR] M. R. PUXJA Ccmindia Co i.tri, Bombay
SR~l S. MUKIIRRJEE ( Afftrrratt )
S}{R] ~. E. V. ~A13HVAN The Braithwaite Burn &Jcswp Construction Co Ltd,
Calcutta
%I,i[ A. .A.IIAJw Vijayanagar Steel Plant ( St.rl Authority of India ),
New Delhi
p!c,>F(;,P,,4L~ANJAN Clniv=rsityO( R.oorkee,Roorkee
Slit+[ 1’.Y. !Y!:5BAFiAo Gammon India Limited, Bombay
>t{tt’1S. A, RrJnul ( ,4/twmrtc )
\ uRTY. V. NArtASISS~A RACI Bok.ar~ka~~el Plant (Steel Authority of India ),
!)11\’. V. S. RAO iNagadi Consultants Pvt Ltd, Nrw Delhi
siIni AHJUN RJJHSI~,; NANI Cement Corporation of India. New Delhi
SHR[ ~. S, SItIVA9TAVA ( Affernate )
1)RA. SAKGLTNAN College of Engineering, Guindy
S!{BLS. BOrIMtNATnAN( Af/trrrate I
S,IRIK, R. SAXENA Public Works Department, Government of Andhra
Pradesh, Hydcrabad
I)R S. P SHRIVASTAVA [Jnitcd Technical Consultants Pvt Ltd, Ncw Delhi
r)~ R KAPUR ( ,4ffernafe)
S[{]{l .~. slVA.>UltU ?vLnistry of Shipping and Transport, New Delhi
>11Rr1). V. SIKKA [Aftwnate )
<.7r’~[tl,N,rk:~ul~r3 ENGINEER Central Public Works Department, New Delhi
( DWIIJNS )
EXECIITIVW I?NoIN1713R
DIVJTONS )V ( Af/wnaft )
.HI{I hf D. TAMDEKAFt Bombay Port Trust, Bombay
[)R ,4. VAHADARAJAN Indian Institute of Technology, Ncw Delhi
[)({ R. KANIBAJ (Alternate )
~Hi{l G. RAMAN, Director General, 1S1 (Ex-ofi/io Member )
Director (Civ Engg )
Secretnry
S~Rt K. M. MATIII-R
Deputy Dlrcc!or ( Civ Engg ), 1s1
(Confinad onpage 16)
2,
IS 6403:1981
Indian Standard
CODE OF PMCTICE FOR
DETERhf~ATION OF BREAKING CAPACITY
OF SHALLOW FOUNDATIONS
( First Revision)
O. FOREWORD
0.1 This Indian Standard ( First Revision ) was adopted by the Indian
Standards Institution on 30 January 1981, after the draft finalized by the
Foundation Engineering Sectional Committee had been approved by the
Civil Engineering Division Covncil.
0.2 The bearing capacity of foundations is needed for dimensioning the
foundation for any structure. Several methods are available for the
determination of bearing capacity of shallow foundations anti this
standard gives some of the methods which are commonly used for the
purpose. Comparison of the results shows that when each of the various
methods is applied to different problems no one method consistently gives
higher or lower values of allowable bearing pressure. The designer must
therefore regard the methods as aids to design which cannot replace the
critical role of engineering judgement.
0.2.1 This standard was first published in 1971. The principal modi-
fications ‘made in this revision are: (a) keeping its terminology in line with
that of other related Indian Standards, (b) giving’ generalized equations
for calculation of ultimate bearing capacity, (c) including cone penetra-
tion methods and (d) deleting adjustment for fine sand and silt.
0.3 For the purpose of <irciding whether a particular requirement of
this stmdard is complied with, the final value, observed or calculated,
expressing the result of a test or anaiysis, shall be rounded off in
accordance with IS: 2-1960*. The number of significant places retained
in the rounded off value should be the same as that of the specified value
in this standard.
lRules for rounding off numerical values (reci$td ).
3,
IIS 6403:1981
1. SCOPE
1.1 This standard covers the procedure for determining the ultimate
bearing capacity and allowable bearing pressure of shallow foundations
‘s based on shear and allowable settlement criteria.
2. TERMINOLOGY
2.0 For the purpose of this standard, the following definitions shall
apply.
2.1 Tersrss Relating to Bearing Capacity
2.1.1 Net Loadinx Intensity— The net loading intensity on the foundation
,.
is the gross inttnsity of loading minus the weight of displaced soil above
the foundation b:tse.
2.1.2 lrltimatc Bearing Capacity — The irltensity of loading at the base
of the foundation which would cause sitear failure of the soil support.
2.1.3 Safe Braring Capacity — Maxirnunl intensity of loading that the
foundation will safely carry without the risk of shear failure of soil
irrespective of any sert!ement that may occur.
2.1.4 Safe B~aring Preswre or Net Soil Pressurefor spectjird settlement -
The iiltensity of )oading that will cause a permissible settlement or speci-
fied settlement of the structure.
2.1.5 Allowable Bearin~ Capactty — The net intensity of loading which
the found ati{~rlwill carry without undergoing settlement in excess of rhe
permissible value for the structure under consideration but not exceeding
net safe bearing capacity.
2.2 General Terms
2.2.1 Dmsip Index ( Relative Density ) — The ratio of the difference
between the void ratios of cohesionless soil in the loosest state and any
given state to the difference between its void ratios at the loosest and
densest states.
2.2.2 Efective Surcharge at the Base Level of Foundation— The intensity
of vertical pressure at the base level of foundation, computed assuming
total unit weight for the portion of soil above the water table and sub-
merged unit weight for the portion below the water table.
2.2.3 Footing — A structure constructed in brickwork, masonry or
concrete under the base of a wall or column for the purpose of distribut-
ing the load over a larger area.
2.2.4 Foundation — That part of a structure which is in direct contact
with so”iland transmits loads into it.
4IS 6403:1981
2.2.5 Shallow Foundation — A foundation whose width is greater than
its depth. The shearing resistance of the soil in the sides of the found-
ation is generally neglected.
3. SYMBOLS
3.1 For the purpose of this code and unless otherwise defined in the text,
the following letter symbols shall have the meaning indicated against
each:
A = Area of footing in cms
A’ = Effective area of footing in cmz
B = Width of strip footing, width of footing, side
of square footing, diameter of circular foot-
ing in cm
B’ = Effective width of footing in cm
b= Half ‘of B
c= Cohesion in kgf/cms
q - Undrained cohesion of the top layer in
kgf/cm*
c%= Undrained cohesion of the lower clay layer
in kgf/cm3
D1 = Depth of foundation in cm
Dw = Depth to water table in cm
d= Depth of top clay layer with undrained
cohesion Cl
dc, da, dy = Depth factors
e= Eccentricity of loading in cm
en = Eccentricity of loading along the width in
cm
CL= Eccentricity of loading along the length in
cm
H= Horizontal component of loading in kgf
ic,ia,iy = Inclination factors
Xa = Depth factor ( varies linearly from 1 for
depth Dt = Oto 133 for depth Dr = B )
L . Length of footing in cm
L’ = Effective length of footing in cm
N- Corrected standard penetration value
X., ~’., Na, .iV’a, .Ny, N’y = Bearing capacity factors
5IS 6403:1981
N~ =- tan’ ( tr14 i- d]2 )
g = Effective surcharge at the base level of
foundation in kgf/cms
qa e Net soil pressure for a specified settlement
of 25 mm in kgf/cm*
90 = Static cone penetration resistance in kgf/
Cms
qu = Net ultimate bearing capacity based on
general shear failure in kgf/cmz
q’~ = Net ultimate bearing capacity based on
local shear failure in kgf/cms
R u Relative density of soil
W = ~a~l;ection factor for location of water
fc, $a, $y = Shape factors
a = Inclination of the load to the vertical in
degrees
# == Angle of shearing resistance of soil in
degrees
-f = Bulk unit weight of foundation soil kgf/cms
4. GENERAL
4.1 Sufficient number of undisturbed samples, about 40 to 100 mm in
diameter or more or block samples should be obtained, where possible.
These samples are for the determination of field density of soil and
conducting tests for determining the relevant shear and consolidation
parameters of the soil. Tests on soils shouId be conducted in accordance
with relevant parts of IS : 2720*.
I
4.z Position and fluctuation of water table should be ascertained.
Reference may be made to 1S : 1892-1979t and 1S :2132-1972$ for
guidance regarding investigations and collection of data.
5. ULTIMATE NET BEARING CAPACITY
5.0 General — Three types of faihtre of soil support beneath the
foundations have been recognized, depending upon the deformations
associated with the load and the extent of development of failure surface.
.—.
*Me[hod. of test for soils.
Kbdc of practice forsubsurface investigations for foundations (,fi,IIr.oi~ion ).
~Code of practice for chin-walled tube sampling of soih ( fird rmision ).
6IS 6403:1981
They are: a) general shear failure, b) local shear failure and c) punch-
ing shear. The choice of which method of analysis is best suited in a
given situation is difficult to make, because only limited test data are
available on full sized tlxmdations toverify the reliability of the computed
bearing capacity. However, guidelines given in relevant clauses may be
used for guidance. Wherever possible bearing capacity calculations
shall be made on the basis of shear strengtk parameters # and c obtained
from appropriate shear tests [ sw IS :2720 ( Parts XI and XIII)*] or
from plate load test results as given in IS: M@N81t Oi from static
cone peuetratiou resistance ge obtained from static cone penetration test
as given in IS : 4968( Part 111 )-1976$.
5.0.1 Effectof Eccentricity
a) Single Eccentricity — If the load hasan eccentricity e, with respect
to the centroid of the foundation in only one direction, then the
dimension of the footing in the direction of eccentricity ehall be
reduced by a length equal to 2 t. The modi%d dimension shall
be used in the bearing capacity equation and m determining the
effective area of the footing in resisting the load.
b) Double ficentrici~ — If the load has double eccentricity m and en)
with respect to the centroid of the footing then the effective
dimensions of the fating to be used in determining the bearing
capacity as well as in computing the effective area of the footing
in resisting the load shall be determined as given below:
L’=L-2u=
B’=B-2e,
A’ =L’x B’
5.1 Soils with Cohesion and Angle of Shemissg Reeistatmce
5.1.1 The folIowing formulz shall be used for calculating ultimate net
bearing capacity in the case of strip footings:
a) In case of general shear failure qa = cJVe+ q ( .Na — 1) +
+BY~y
b) In case of local shear failure g’a = #c~e + g ( N’a – 1) -i-
j ByWy
The values of No, Nc, Na, Ng, WYand My may be obtained from
Table 1.
lMethodsof testfor soils: PartX1 Determinationof shearstrengthparametersof
l speciroen tested in unconsolidated undrained triaxiat comprcmion without the
mcuuremeot of pore water pressure, and Part XIII Directshear test (Jrrt rmi~n ).
tMcthod of load test on soils (Jaond rwijwn 1.
$Method for subsurface sounding for soiix Part III Static aone penetration test
(Jr$lrm”,ion).
7IS 6403: 1981
TABLE 1 BEARING CAPACITT FACTORS
(CLIIA$85.1. I )
BSARIHO CAFAOITY FAOTOBa
~. —.—.—-—-.~ .. ——.— — .. —-
Nc Nq NY
(Dc~ees)
0 5“14 1“00 0’00
5 649 1“57 0,45
10 8.35 2’47 1,22
15 10”98 394 2.65
20 14:83 640 5.39
25 2072 10”66 1088
30 3014 1840 2240
35 4612 !W30 4803
40 75.31 64”20 109’41
45 13888 13488 271-76
50 266.89 319”07 76F89
NOTIt— For obtaining valuet of N’e, N’q and N’y, calculate # - tan+
(0671 an+j. Read Nc, Nq, and NY. from the Tahlc eorrrspnnding to the value
of +’ 1nwcad Of+ which are values of N’c, N’q,N’y respectively.
5.1.2 The ultimate net bearing capacity obtained in 5.1.1 for strip
footing shall be modified to take into account, the shape of the footing,
inclinatiori of loading, depth of embedment and effect of water table.
The modified bearing capacity formula are given as under:
a) [n case of general shear = c,VC~edcic + g( .Ng — 1) ~adaia
failure qd } + ~ BYNy~ydyiy W’
b) In case of local shear ~ = # tNc ICdcic + q( N’a - 1 )Jadaia
failure g’d ~ + ~ ByN’ysydyiy W’
5.1.2.1 Tbe shape factors shall be as given in Table 2.
TABLE 2 SHAPE FACTORS
sKAPlr Or ~ABE SHAPB FAOTOB
% ~——.A.—A — t
#c $q JY
O Continuous strip I’00 I.00 1“00
ii) Rcctanr,lc I+02 B/L l+ O”2B/L 1-0-4 B/L
iii) Square 1“3 I“2 0“8
iv) Circle 1“3 1.2 06
Uie L?as the diameter in the bearing capacity formula.5.1.2.2 The depth factors shall be as under:
ii. ===1 + 0-2 Dt/B q~
dq=dy=lfor~<l OO
dq = dy = 1 + 0“1 D1/B~~+ for ~ > 10°
NOTIt — The correction is to be applied only when back filIingis the withpropar
compaction.
5.1.2.3 The inclination factor shall be as under:
‘C’=”=(’-%J
“=(l--;Y
5.1.2.4 E/Jbct of water tabla
a) If the water table .islikely to permanently remain at or below a
depth of ( Dr + B ) beneath the ground level surrounding the
footing then W’ == 1.
b) If the water table is located at a depth D! or likely to rise to the
base of the footing or above then the value of W’ shall be taken
as 0“5.
c) If the water table is likely to permanently got located at depth
D! < Dw < ( Dr -!- B ), then the value of W’ be obtained by
llnear interpolation.
5.2 Cohesionless Soil ( c = O) — The u]timate net bearing capacity
shall be calculated as given in 5.2.1 and 5.2.2.
5.2.1 Ba~cdon Relative Density — The formukz given in %1.1 and 5.1.2
shall be used, together with relevant shear strength parameter.
5.2.1.1 The relative density as given in Table 3 shall be used as
a guide to de[crrnine the method of analysis.
TABLE 3 METHOD OF ANALYSIS BASED ON RELATJVEDENSITY
SL ILE.LATIVEDENSITY VOID CONDXT]ON M~TSSODox AX?ALYOIS
No. ( DEXa[TY IxTmE ) RATLO
i) C.:eater than 70 percent Less Deasc General shear
than
0“55
ii) Less than 20 pcrccnt Greater Lowe Local chear (as well u
than punching shear )
0.75
iii) 20 to 70 percent 0’55 to Medium Interpolate between
0.75 i) and ii)
9IS 6403: 1981
I
5.2.2 Bated an S[andard Penetration Resistance Value— The standard
: :. . penetration resistance shall be determined as per IS : 213! -1981 l at a
number of selected points at intervals of 75 cm in the vertical direction
c;rchange of strata if it takes place earlier and the average value beneath
each point shall be determined between the level of the base of the foot-
ing and the de~th equal to 1“5 to 2 times the width of foundation. In
computing the average any individual value more than 50 percent greater
than the average shall be neglected, but the values for all loose seams
shall be included.
5.2.2.1 The ultimate net bearing capacity shall be calculated from
fo]lowing formula ( covering effect of other factors as mentioned
in 5.1.2 ):
gd=$’(~q– 1 ) ~Qdqia+ ~ByNyqdyiy W’
Where # may be read from Fig. 1, Ny, ,Vq may be read from
Table 1, Sa, dQ,iq, syj dy, iy, and W’ may be obtained as in 5.1.
5.2.3 Method BasedonStatic ConePenetration Test— The static cone point
resistance ‘gc’ shall be determined as per IS : 4968 ( Part 111 )-1976t at
number of selected points at intervals of 10 to 15 cm. The observed
values shall be corrected for the dead weight of sounding rods. Then
the average value ateach one of the location shall be determined between
the level of the base of the footing and the depth equal to 1~to 2 times
the width of the footing. The average of the static cone point resistance
values shall be determined for each one of the location and minimum of
the average values shall be used in the design. The uitimate bearing
capacity of shallow strip footings on cohesionless soil deposits shall be
determined from Fig. 2.
[ 5.3 Cohesive Soil ( when + = O)
5.3.1.1 The net ultimate bearing capacity immediately after cons-
t~ii..tl(;,, on fairly saturated homogeneous cohesive soils shall be calculated
kmn following formula:
qd = cNe SCdc i=
where
Afc == 5“14.
. ..—.—-— ...-——
*fite~ho~(u;sundard penetration test for soils (jrJf rmijim ).
~kfet}i(,d for subsurface sounding for soilw Part 111 Static cone penetration test
:firuxruriltin ).. ,. ....
IS 6403:1981
I
u
u
z
;
.
i%
0
:
q
>0
\ N
o
m
o
“u
_-— — \ z
-— -i 0
F- a
0
m
\
_____ -0 a
,1
——
~+
1
i
__.._]
I ‘ 1-
–..+. -.. ~. _
7
1,
I
28 30 32 3fi 36 38 60 L’2 bb (+6
ANGLE OF INTERNLL FRICTION, C$(DEGREES)
FIG. 1 RELATIONSHIP BETWEEN ~ AND N
11
;.,IS 6403: 1981
1
,’
,.
8 tj c-m
FIG. 2 CHART FOR STATIC CONE TEST
The value c,f c shall be rrbtainet! from unetrnfil]wl compressive
strength test. Alternatively, it can also be de] ivecl from stalic cone test
( JCg5.3.1.2). The values of JC, dcand ie ma:; be obtaint+ as it! 5.1 If
the shear strength for a depth of ~i3beneath the founciatioll does not
depart from the average by more tl-san 50 percent, the average may be
used in the calculation.
5.3.1.2 Alternately, cohesion c shall be determined from the static
cone point resistance qe using the empirical relaticmship shown below:
Soil Typ Poini Resiltcmct Vahscs Rarrgtof Undraintd
( q. ) kgf/cm$, Cohesion{ kgf/cm: )
Normally consol\- q. <20 q,/’:8 to gC/15
dated clays
Over consolidated q. > 20
clays
5.3.2 Two Lir~ertdSjstem — In the case of two layered cohesive stril
system ~’hich do not exhibit marked anisotropy the ultimate net bearing
capacity of a strip footing can be calculated by using the formula given
be[,~w:
qa - c1 N.
where N= may be obtained from Fig. 3,IS 6403:1981
5.3.3 Dcsiccatcd Soil — In the case of desiccated cohesive soils, the un-
drained cohesion is likely to decrease along with depth and is likely to
getstabilized atsomedeptll below grrJl]nd kvel, usually 3“5m, if other
factors do not influence. If u plot of undrained cohesion, values as
shown ir] Fig. 4 is obtained, anti where the pressure bulb falls within the
desiccated top soil the ultimate net bearing capacity shall be obtained
f]om Table 4.
c1
c,.
pu
~____i
+-
,
‘:~;;——~‘ -—-. ~~~ -.-.~~ i/1 ;n~f
o
.1---~--~-–-
!p~.
1“ i: ~P
.—..-.. ..— <. ... . ....!. —.l.— .’
,,
1’
., . ..... i ‘“- ‘—’”-‘~’””––-;- ~ ,.... L....—-..
1’
/ 06
—--- ~–+--- +.–.;-.–-.;-----~..-, .——. ..-. ——, ..—
~/ ~
‘/
6 -----i---i--<--l- ---+-l- --::’!i
l---:VET/’-TT--l---TT----!i
‘t
‘bflm”ttt--l
FIG. 3 BEARING CAPACITY FACTORS FOR LAYERED
COHESIVE SOIL DEPOSITS
13IS 6403:1981 .
--
A- DECREASE IN COHESION, C
IN kgf/cm2 PER UNIT DEPTH OF
FOUNDATION SOIL IN cm
FXG. 4 BEARING CAPACITY FACTORS FOR DESICCATED COHESIVE SOIL
TABLE 4 DATA FOR DETERMINING ULTIMATE NET
BEARING CAPACITY
—qd
c1
0’0 97
0“2 so
0“4 +5
0’6 40
0“8 “ !+6
1’0 3“2
A,c1shall be obtained from the borehole data, and for a known value
of the width of the strip footing ‘B’, by trial and error qa can be
8AB
estimated by matching ————with -f$.
qd
6. ALLOWABLE BEARING CAPACITY
6.1 The allowable bearing capacity shall be taken as either of the
following, whichever is less:
a) Net ultimate bearing capacity as obtained in 5 divided by suit-
able factor of safety, that is, net safe bearing capacity.
14.,-,...
IS 6403: 1981
b; ~he net soil pressure (~ec6.1.l ) that can beimposedon the base
wi[t~out the settlement exceeding the permissible values as given
iri IS : 1904- 1978* to be determined for each structure and type
of soil, that is, safe bearing pressure.
6.1.1 Safe Bearing Prersure — The permissible settlements for different
types of soil formations are specified’in IS : 1904- ~978*. The methods
for calculations of settlements for assumed pressure are specified in
IS :8009 ( Part i )- 1976t; by calculating the settlements for two or three
probable soil pressures and interpolating, the net soil pressure for per-
missible settlement may be estimated.
*Code of practice for structural safety of buildings: Shallow foundation ( swofid
revision).
tCode of practice for calculation of foundations: Part I Shallow foundations
subjcctcd tosymmetrical static vertical loads.
15IS 6403: 1981
(Continuedfrom)dgr2)
Ikaririg Capacitv of I?oundaiiorl Subctxnmittec, 13DC 43:4BUREAU W INDIAN STANDARDS
Headquarters:
Manak Bhavan,9 Bahadur Shah Zafar Marg, NEW DELHI 110002
Telephones.3230131, 3233375, 3238402
Fax:91113234082, 91113239393, 91113239382
Tetegrams :Manaksanstha
(Common toall Ofilces)
CentralLaboratory: Te&@rone
PlotNo.20~, Sita Iv Sahibabad lndusVial Area, SAHIBABAD 201010 8-770032
Raglonal Offices:
Cantml :Manak Bhavan, 9Bahadur Shah Zatar Marg, NEW DELHI 110002 3237617
“Eastern :1/14 CIT Scheme Vll M, V.I.P.Road, Maniktola, CALCLJTTA700054 3378662
Northern :SCO 335-336, Sector 34-A, CHANDIGARH 160022 603843
Southern :C.I.T. Campus, IV Cross Road, CHENNAI 600113 2352315
tWestern :Manakalaya, E9 Behind Marol Tdephone Exchange, Andheri (East), 8329295
MUMBAI 400093
Briwch offlcaa:
‘Pushpak’, Nurmohamed Shaikh Marg, Khanpur, AHMEDABAD 380001 5501348
$Paenya IndustrialArea, 1stStage, Bangalore-Tumkur Road, 8394955
BANGALORE 560058
GangotriComplex, 5th Floor, Bhadbhada Road, T.T.Nagar, BHOPAL 462003 554021
Plot No, 62-63, UnitW, Ganga Nagar, BHUBANESHWAR 751001 403627
Kaiaikathir Buildings,670 Avinashi Road, COIMBATORE 641037 21 01 41
Plot No.43, Sector 16 A, Mathura Road, FARIDABAD 121001 8-288801
Savitri Complex, 116 G.T. Road, GHAZIABAD 201001 8-71 1996
53/5 Ward No 29, R. G. Barua Road, 5UI By-lane, GUWAHATI 781003 541137
5-8-58C, L.N. Gupta Marg, Nampally Station Road, HYDERABAD 500001 201083
E-52, Chitararyan Marg, C-Scheme, JAIPUR 302001 372925
117/418 B, Sarvodaya Nagar, KANPUR 208005 218876
Seth Bhawart 2nd Floor, Behind Leela Cinema, Naval Kishore Road, 238923
LUCKNOW 226001
PatliputraIndustrial Estate, PATNA 800013 262305
T.C. No. 14/1421, University P.O. Palayam, 621 17
THIRUVANANTHAPURAM 695034
NIT Building,Second Floor,Gokulpat Market, NAQPUR 440010 5251 71
InstitutionofEn@reers ( India ) Building, 1332 ShivaJiNagar, PUNE 411005 323635
“Sales Office is at 5“Chowringhea Approach, 1?O. Princap Street,
CALCUTTA 700072 271085
tSales Ofhce is at Novelty Chambers, Grant Road, MUMBAI 400007 3096528
&ales Otfrce is at “F’Block, Unity Building, Narashimaraja Square, 2223971
BANGALORE 560002
PrintedatNW IndiaPr&WrgPress,Khurp,Inda*
AMENDMENTNO, 1 MAY 1984
TO
1S:6403-1981 CODE OF PRACTICE FOR DETERMINATION
OF BEARINGCAPACITY OF SHALL(W FOUNDATIONS
(First /?0vi8ion)
Alterations
---- -.
(Page 10, eb8e S.2,2, I.aetaentince)
Substitute the folloving for the exhtlng sentence:
‘In computing the value, any individual value more
than 50 percent of the average calculated shall be
neglected end average re-calculated (the values for
all loose seams shall however be included). t
(Page 13, cliwe 5.3.3):
a) Mte 3 - Substitute ‘around* for ‘usually’
b) Lhe 6 - Add the words ‘with the assumption
Of cylindrical failure surfacef after
‘obtained’
(Page 13, Fig. 3) - Substitute ‘c2/clt for ‘cl/c2’.
(Page 14, Fig. 4, capt~m) - Substitute the
following for the existing caption:
‘Decreasing Cohesion vith Depth in Case of Kh?siccated
Cohesive Soil’
(Page 14, Table 4 andctuaa 5.3.3) - Substitute
‘4AB’ for ‘6AEI’
~
‘d
1,
(Page 25, chuse Cl. 1, line 3) - Add the words
‘from standard penetrationresistance’after ‘pressure’.
(Page 15, cl.uuee 6.1.1) -Add the follouing
sentencein the end:
‘TMs safe bearingpressure cm also be calculated
based on plate load test (See 1S:1888-1982s).”
(Page 25, foot-noteWith ‘*’ nmk) .-Add the
words ‘of settlement’after ‘calculation’.
(Page 15, foot-note) - Add the followingadditional
foot-note:
‘sMethodof load test on soils (secondZWV~8~~)t.
43)
(73DC
|
3068.pdf
|
IS:3868- 1986
( Reaffllmed 1991)
Indian Standard
SPECIFICATION FOR
BROKEN BRICK ( BURNT CLAY )
COARSE AGGREGATE FOR USE IN
LIME CONCRETE
( Second Revision )
First Reprint FEBRUARY 1992
UDC 666.972.123:691.421-493:691.322
@ Ccqyright 1987
BUREAU OF INDIAN STANDARDS
MANAK BHAVAN, 9 BAH&XJR SHAH ZAFAR MARG
NEW DELHI 1102
-Gr 2 January 1987IS:306S-1986
Indian Standard
SPECIFICATlON FOR
BROKEN BRlCK ( BURNT CLAY )
COARSE AGGREGATE FOR USE IN
LIME tONCRETE
( Second Revision)
Building Limes Sktional Committee, BDC 4
ChnLmM Repesmting
Sam C. D. THATT~ Gujarat Engineering Research Institute, Vadodara
Au&s
hSEABCZI Or?xCEn ( CERI ) ( hmafr to
Shri C; D. Thatte )
Dn S. C. AXLUWAWA National Council for Cement and Building Materials,
New Delhi
SHRI S. P. S. AEDSA Engineer-in-Chief’s Branch ( Ministry of Dcfence ),
New Delhi
MAJ v. K. SIIRI ( Allrrnafr )
SARI S. K. BAZWIW= National Tut How, Calcutta
Smx D. K. Kucvoo ( Aknnok )
SHRI N. G. .BACJAK Direcc;f&eneral of Technical Development,
SRRI S. K. Gaona ( Alrmvrr )
SXRI H. U. BZJLAII All ~~~ti,~owiag Development Associerion,
Snnx S. J. BABADUI~( A&u&t )
SHRI 8. K. CftAKL4BORTT Housii &?I, Urban Development Corporation,
SEBI P. S. SRXVASTAVA ( AIIrrnorr )
Sxm S. K. CBAU~PARY Lime Manufacture’ Association of India,
P&w De!hi
Dn N. G. Davlr Cent~~r.~lding Research Institute ( CSIR ),
SERI S. K. MALEIOTRA ( Ahntuf~ )
DlRECroR A.P. Engineering I&search Laboratories, Hydcrabad
JOINT Dmlrcm~ ( Afmatc )
DIRlrcToR Central Soil and Materials Research Station,
New Delhi
DEPVTY D~EIXOR ( Akrmf~ )
@ Co&right 1987
BURtiU OF INDIAN STANDARk
Thii publication IP protected under the lndion Copyi>hf 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 rbe laicr Act.
IIS : 3068- 1986
( Ccntimudjrom page 1 )
MCdWS Rcprcrmfing
Hocsrs~ Couarrssrols~~ Rajasthan Housing Board, Jaipur
RES~DXST ESQIXKER ( .4lfcmatr )
.ioucr DIRE~TOF. RE~E.~ROE ( B&S ) Research,. Designs and Standards Organization
( Mimsrry of Railways ), Lucknow
DEPUTY DIRECTOR RESEAROH
( B&S ) ( Alfcm+r )
SERI N. .M.&CfnO Dver’s Stone Lime Co Pvt Ltd, Delhi
SERI H. L. hl*rtwna Builder’s Association of India, Bombay
SHRI HARISH CKOHLI (Altmatr)
DR S. C. M~unon~ Department of Science & Technology, New Delhi
Saat Y. R. PRULL Centratahyoad Research Institute ( CSIR ), New
SERI M. L. BEATIA ( ,&matu )
DR A. V. R. RAO National Buildings Organization, New Delhi
SHRI J. SEX &PTA ( &kmutc )
Saat M. V. NAOARAJR AO Publi;pz Department, Government of Madhya
- _----
SHRI C. V. RAFtD ( d.t@rlUt#)
Swr ECv. . SmoH Department of Mines & Geology, Government of
Rajasthan, Udaipur
SHRI J. N. K~o~xn ( Altmutr )
SVPIRIhTENDlNO Emn~xmt Public Works Department, Government of Tamil
( PLANh’llFQ 6; DIEIOI ) Nadu, Madras
Exstov~rvl: ENOINFXR( BUILD-
mo CPZNTRDE rvtsro~ ) ( Aftrrnatr )
Smznrmxwrxo SURVWOR or Central Public Works Department, New Delhi
WORKS ( NDZ )
SVRP?ZYOR OI WORkS 1
NDZ ) ( &mm&e )
SRI1 4 . VASVDlS’hN Khadi & Village Industries Commission, New Delhi
SNRI E. RAXACXANDRAN ( Alfrmotr )
SBRI G. RAYAN, Dimctor General, IS1 ( Ex-ofio Membn )
Director ( Civ Engg )
SU&~
. SARI N. C. BAXDYOPADEYAY
Deputy Director ( Civ Engg ). ISI
2IS :306a-1986
Indian Standard
SPECIFICATION FOR
BROKEN BRICK (BURNT CLAY)
COARSE AGGREGATE FOR USE IN
LIME CONCRETE
( Second Revision )
0. FOREWORD
0.1 This Indian Standard ( Second Revision ) was adopted by the Indian.
Standards Institution on 30 June 1986, after the draft finalized by the
Building Limes Sectional Committee had been approved by the Civil
Engineering Division Council.
0.2 Broken brick ( burnt clay ) is used as coarse aggregate in the
preparation of lime concrete where aggregates derived from natural
sources are not available in plenty or where its cost is prohibitive. It is
a good alternative to broken stone where good well-burnt bricks are
available in sufiicient quantity. It can be used in foundations and other
works requiring low strength and exposed to less severe conditions of
service. Coarse aggregates prepared from bricks of varying strength and
properties are used in different parts of the country. To give a rational
approach for the use of this type of aggregate in structural concrete,-this
standard has been formulated.
0.3 This standard was first published in 1965 and subsequently revised
in 1975. The present revision has been prepared with a view to incor-
porating the modifications found necessary in the light of experience
gained during the use of this standard. In this revision, the require-
ment of aggregate in respect of bulk density has been incorporated; and
the nominal aperture siz e of the sieves for grading and water absorption
value of the aggregates have been modified in addition to some other
minor modifications.
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 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 ( reoi& ).
3.
IS : 3868 - 1986
1. SCOPE
1.1 This standard covers the requirements for coarse aggregate prepared
from broken bricks ( burnt ciay ) for use in lime concrete.
2. GENERAL QUALITY
2.1 The broken brick coarse .aggregate shall be prepared from the
wellioverburnt bricks conforming to class designation 50 and above
of IS : 107i-1986*: It shall be free from underburnt clay particles,
soluble salt and adherent coating of soil or silt.
2.2 Brick aggregate should be handled least number of times before being
used in concrete, as repeated handling could result in breaking up and
production of finer material passing 475 mm IS Sieve. Allowable limit
of such material passing 4’75 mm IS Sieve shall not be more than 5
percent.
3. PHYSICAL REQUIREMENTS
3.1 Grading - The coarse aggregate shall be of the grading specified
i;96yble 1, when tested for sieve analysis according to IS : 2386 ( Part 1 )-
f.
TABLE 1 REQUIREMENTS OF GRADING FOR BROK?ZN BRICE
COARSE AGGREGATE
IS Ssnrz DESXONA~OH PEROJCKT PA66XXtO
[N~IS:%O(PARTI)- ( DY Mass )
1985’ ]
75 mm 100
37.5 mm 95-100
19-O mm 45-75
4’75 mm o-5
lS pecification for test sieves: Part 1 Wire cloth t&t sieves ( f&d r&ion ).
3.2 Broken brick coarse aggregate shall also conform to the requirements
given in Table 2.
4. SAMPLING
4.1 The method of sampling shall be in accordance with IS : 2430-
1969:.
*Specification for common burnt clay buildirig bricks (fourin ret&m ).
*Methods of test for aggregates for concrete: Part 1 Particle size and shape.
JMetb0d.s for sampling of aggregates for .concrete.
4c
IS : 3068 - 1986
TABLE 2 REQ WREMENTS OF BROXEN BRICK COARSE AGGREGATE
(Ckuse3.2)
SL CHARACTERISTIC REQUIRENEXT REFERENCE TO M~TEOD
NO. OF TEST
(1) (2) (3) (4)
i) Bulk density, kg/ma 1100-1350 IS :,2$6~( .Part 3 )-
ii) Aggregate impact value, percent, 50 IS: 564-G197Of
MtZX
iii) Water absorption, percent, MUX 20 Appendix A
iv) Water soluble matter, percent, 1 Appendix B
Max
*Methods of test for aggregates for concrete: Part 3 Specific gravity, density, voids,
absorption and bulkixig.
iMethod of test for determining aggregates impact value ofsofi coarse aggregates.
APPENDIX A
[ Clause 3.2; and Table 2, Item (iii) ]
METHOD OF TEST FOR DETERMINATION OF
WATER ABSORPTION OF AGGREGATE
A-l. APPARATUS
A-l.1 The apparatus shall consist of a balance of capacity not less than
3 kg; readable and accurate to 0.5 g.
A-2: SAMPLE
A-2.1 A sample of not less than 3 000 g of the aggregate shall be tested.
A-3. PROCEDURE
A-3.1 The sample shaI1 be screened on a 9.5 mm IS Sieve and washed to
remove finer particles and dust. This sample shall be dried in a venti-
lated oven at a temperature between 100 to 110°C till a constant mass
( W1 ), is obtained, and cooled approximately to room temperature. The
dried and cooled sample shall then be placed in a suitable vessel and
covered with distilled water conforming to IS : 1070-1977* at a tempe-
rature between 22 and 32°C and shall remain immersed for 24 hours.
*Specification for water for general laboratory use ( second misiun ).
5IS:3068-1986
Any air entrapped in the aggregate or bubbles appearing on its surface
shall be removed by a gentle agitation with a iod. T e sample shall then
be taken from the water and any water visible on t Re surface shall be
rapidly removed by means of a damp cloth. The surface-dried sample
shall then be immediately weighed ( l4’~ ).
A-4. EVALUATION AND REPORT OF TEST RESULTS
A-4.1 The percentage of water absorption of the aggregate shaI1 be
calculated as follqws:
Water absorption, percent by mass,
after 24-hour immersion in water = w2 - Wl -. x 100
WI
where
. Wz = mass in g of the sample after 24-hour immersion in
water, and
WI = mass in g of the dry sample.
APPENDIX B
[ Cfous~ 3.2; and Tahlc 2, Item (iv) ]
METHOD OF TEST FOR DETERMINATION OF WATER
SOLUBLE MATTER OF AGGREGATE
B-1. BREPARATION OF SAMPL@
B-1.1 About 100 g of the representative sample shall be air-dried and
ground to pass 150-micron IS Sieve. The material shall be stored in an
air-right bottle. .
B-2. PROCEDURE
B-2.1 25 g of the sample shall be weighed and transferred to a 500-ml
breaker. 100 ml of distilled water conforming to IS : 1070-1977* shall
be added and the contents stirred frequently for three hours. It shall be
decanted through a IGo. 42 Whatman filter paper or equivalent into
a 50%mi graduated flask. The filtrate shall be refiltered, if’ neces-
sary. The filter paper shall be returned to the beaker, 250 ml of dis-
tilled water shall be added and the extraction continued for another one
and a half hour. The material on the filter paper shall be washed three
times with distilled water and filtered. The filtrate and the washing
shall be added to the first filtrate in the 500-ml flask and made up to
*Specification for water for general laboratory use ( second ret&n ).
6IS : 3068 - 1986
the mark using distilled water. The flask shall be shaken well and
200 ml shall be pipetted out to a weighed platinum dish ( or porcelain
dish, glazed inside and outside ). The contents of the dish shall be
evaporated to dryness, and heated to constant mass at 105 to 110°C.
R-3. EVALUATION AND REPORT OP. TEST RESULTS
B-3.1 The percentage mass of the soluble salt shall be icalculated as
follows:
Soluble salts, percent by mass = 10 W
where
W = mass in g of the dried material on the dish.
7BUREAU OF INDIAN S TANDARDS
Headquarters:
Manak Bhavan, 9 Bahadur Shah Zafar Marg. NEW DELHI 110002
Telephones: 331 01 31, 331 13 75 Telegrams: Manaksanstha
( C mmon to all Offices)
4
Regional Offices: Telephone
Central : Manak Bhavan, 9 Bahadur Shah Zafar Marg, 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, 2 18 43
CHANDIGARH 160036 I 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 lndusf rial Area 1st Stage, Bangalore Tumkur Road 38 49 55
BANGALORE 560058 3849 56
I
Gangotri Complex, 5th Floor, Bhadbhada Road, T. T. Nagar, 667 16
BHOPAL 462003
Plot No. 82,183. Lewis Road, BHUBANESHWAR 751002 5 36 27
5315. Ward No. 29, R.G. Barua Road, 5th Byelane, 3 31 77
GUWAHATI 781003
5-8-56C L. N. Gupta Marg ( Nampally Station Road ), 23 1083
HYDERABAD 500001
6 34 71
R14 Yudhister Marg. C Scheme, JAIPUR 302005
{ 6 98 32
21 68 76
117/418 B Sarvodaya Nagar. KANPUR 208005
( 21 82 92
Patliputra Industrial Estate, PATNA 800013 6 23 05
T.C. No. 14/1421. University P.O.. Palayam (6 21 04
TRIVANDRUM 695035 16 21 17
lnspaction Offices ( With Sale Point ):
Pushpanjali, First Floor, 205-A West High Court Road, 2 51 71
Shankar Nagar Square, NAGPUR 440010 .
“nstitution of Engineers ( India ) Building, 1332 Shivaji Nagar, 5 24 35
PUNE 411005
*Sales Office in Calcutta is at 6 Chowringhse Approach, P. 0. Princap 27 68 00
Street. Calcutta 700072
tSales Office in Bombay is at Novelty Chambers, Grant Road, 89 66 28
Bombay 400007
tSaies Office in Bangalore is at Unity Building, Narasimharaja Square, 22 36 71
i angalore 660002
Reprography Unit, BIS, New Delhi, India
|
2062.pdf
|
IS 2062:1999
!v7T&Tm
7lTwmkm~~~~-m
(~*~p#wT)
Indian Standard
STEELFORGENERALSTRUCTURAL
PURPOSES-SPECIFICATION
(F ifth Revision )
ICS 77.140.01
0 BIS 1999
BUREAU OF INDIAN STANDARDS
MANAK BHAVAN, 9 BAHADUR SHAH ZAFAR MARG
NEW DELHI 110002
April 1999 Price Group 4Wrought Steel Products Sectional Committee, MTD 4
FOREWORD
This Indian Standard (Fifth Revision) was adopted by the Bureau of Indian Standards, after the draft finalized
by the Wrought Steel Products Sectional Committee had been approved by the Metallurgical Engineering
Division Council.
This standard was first issued in 1962 and subsequently revised in 1969, 1975, 1984 and 1992. It was mentioned
in the foreword of IS 2062 : 1992, that Grade A steel which is supplied with a guaranteed carbon equivalent
value, supersedes IS 226. While reviewing the standard in the light of experience gained during these years,
Committee decided, to revise it to align it with the present practices followed by the Indian industries.
In this revision, following changes have been made:
4 Amendments number 1,2,3 and 4 have been incorporated.
b) References of Indian Standards have been updated.
c>D eoxidation mode for Grade B steel has been modified.
4 Frequency of test samples for tensile, bend and impact tests has been modified.
Grade A steel specified in this standard, is intended for use in structures subject to normal conditions for
non-critical applications. The use of Grade A steel is generally justified for these structural parts which are not
prone to brittle fracture on account of its thickness, size and shape adopted and/or because of the fabrication
and/or service conditions.
Grade B steel specified in this standard is intended for use in structures subject to critical loading applications,
where service temperatures do not fall below 0°C. Use of Grade B steel is generally specified for those structural
parts which are prone to brittle fracture and/or are subjected to severe fluctuation of stresses.
Grade C steel specified in this standard, is supplied with guaranteed low temperature impact properties. This
grade is intended to be used in structures or structural parts, where the risk of brittle fracture requires
consideration due to their design, size and/or service conditions. In cases where owing to increased thicknesses,
loading conditions and general design of the structures, higher resistance to brittle fracture is required, use of
steel of Grade C with a guarantee of impact properties at 0°C or -2O’C or -4O’C will be advisable.
The steel products conforming to the requirements of this specification can be rolled from the cast billet ingots,
billets, blooms, slabs and continuously cast billets, blooms or slabs conforming to IS 2830 : 1992 ‘Carbon steel
cast billet ingots, billets, blooms and slabs for re-rolling into steel for general structural purposes (second
revision)‘.
For the purpose of deciding whether a particular requirement of this standard~is complied with, the final value,
observed or calculated, expressing the result of a test or analysis, shall be rounded off in accordance with
IS 2 : 1960 ‘Rules for rounding off numerical values (revised)‘. The number of significant places retained in the
rounded off value should be the same as that of the specified value in this standard.IS 2062 : 1999
Indian Standard
STEELFORGENERALSTRUCTURAL
PURPOSES- SPECIFICATION
(Fifth Revision)
1 SCOPE 3 TERMINOLOGY
1.1 This Indian Standard covers the requirements of For the purpose of this standard, the following
steel plates, strips, sections, flats, bars, etc, for use in definitions in addition to those given in the relevant
structural work. parts of IS 1956 shall apply.
1.1.1 The steels are suitable for welded, bolted and 3.1 Micro-Alloying Elements
rivetted’ structures, and for general engineering
Elements, such as niobium, vanadium and titanium,
purposes.
added singly or in combination to obtain higher
1.2 Where welding is employedfor fabrication and strength levels combined with better formability,
guaranteed.weldability is required, welding procedure weldability and toughness as compared with
should be as specified in IS 9595 : 1996 ‘Metal arc non-alloyed steel produced to equivalent strength
welding of carbon and carbon manganese levels.
steels - Recommendations yirst revision)‘.
3.2 Weldability
2 REFERENCES
A metallic substance is considered to be weldable by
The following Indian Standards are necessary adjuncts a given process and for the given purpose, when
to this standard: metallic continuity to a stated degree can be obtained
by welding using a suitable procedure, so that the
IS No. Title
joints comply with the requirements specified in
228 Methods of chemical analysis of regard to both their local properties and their influence
steel on the construction of which they form a part.
1599 : 1985 Method for bend test (second 4 SUPPLY OF MATERIAL
revision)
General requirements relating to supply of weldable
1608: 1995 Mechanical testing of metals -
structural steel shall conform to IS 8910.
Tensile testing (second revision)
1757 : 1988 Method for Charpy impact test 5 GRADES
(V notch) for metallic material There shall be three grades of steel as given in
(second revision) Tables 1 and 3.
1852 : 1985 Rolling and cutting tolerances for
6 MANUFACTURE
hot-rolled steel products (third
revision) The processes used in making the steel land in
1956 Glossary of terms relating to iron manufacturing hot rolled steel plates, strips, sections,
and steel flats, bars, etc, are left to the discretion of the
manufacturer. If required, secondary refining may
3803 (Part 1) : Steel - Conversion of elongation
follow steel making.
1989 values: Part 1 Carbon and alloy
steels (second revision) 7 FREEDOM FROM DEFECTS
8910: 1978 General technical delivery require-
7.1 All finished steel shall be well and cleanly rolled
ments for steel and steel products
to the dimensions, sections and masses specified. The
9595 : 1996 Metal arc welding of carbon and finished material shall be reasonably free from surface
carbon manganese steels - flaws; laminations; rough/jagged and imperfect edges;
Recommendations (first revision) and all other harmful defects.
10842: 1984 Testing and evaluation procedure
7.2 Minor surface defects may be removed by the
for Y groove crackability test
manufacturer by grinding provided the thickness is notIS 2062 : 1999
reduced locally by more than 4 percent below the 7.4 The material may be subjected to non-destructive
minimum specified thickness. Reduction in thickness testing to determine soundness of material subject to
by grinding greater than 4 percent, but not exceeding mutual agreement between the purchaser and the
7 percent, may be made subject to mutual agreement manufacturer.
between the purchaser and the manufacturer.
8 CHEMICAL COMPOSITION
7.2.1 Subject to agreement with the purchaser,
surface defects which cannot be dealt with as in 7.2 8.1 The ladle analysis of the steel, when carried out
may be repaired by chipping or grinding followed by by the method specified in the relevant parts of IS 228
welding and inspection by a mutually agreed or any other established instrumental/chemical
procedure such that: method, shall be as given in Table 1. In case of dispute,
the procedure given in IS 228 and its relevant parts
a) after complete removal of the defects and
shall be the referee method. However, where the
before welding, the thickness of the item is in
method is not given in IS 228 and its relevant parts, the
no place reduced by more than 20 percent;
referee method shall be as agreed to between the
b) welding is carried out by approved procedure purchaser and the manufacturer.
by competent operators with approved
8.2 Product Analysis
electrodes and that the welding is ground
smooth to the correct nominal thickness; and
The product analysis shall be carried out on the
C) subsequent to the finish grinding, the item may finished product from the standard position.
be required to be normalized or otherwise Permissible limits of variation in case of product
heat-treated at the purchaser’s direction. analysis from the limits specified in Table 1 shall be
as given in Table 2.
7.3 However, welding as mentioned in 7.2.1 is not
permissible for Grade C material.
Table 1 Chemical Composition
(Clauses 5, 8.1 and 8.2)
Grade Designation Ladle Analysis, Percent. Max Carbon Deoxidation fh~~. a.h Condition
I c , Equivalent Mode 1
C Mn s P Si (CE), Mm
(1) (2) (3) (4) (5) (6) (7) (8) (9) (10)
A Fe 4lOW A 0.23 150 0.050 0.050 0.40 0.42 Semi-killed As rolled
or Killed
B Fe 41OW B 0.22 I.50 0.045 0.045 0.40 0.41 Killed As rolled
Plates above I2 mm may be
normalized/controlled cooled if
agreed to between the purchaser
and the manufacturer
C Fe41OWC 0.20 I .50 0.040 0.040 0.40 0.39 Killed As rolled
Plates above I2 mm shall be
normalized/controlled cooled
NOTES
Cr+Mo+V Ni+Cu
1 CE based on ladle analysis = C + T +
5 +-i?--
2 When the steel is killed by aluminium alone, the total aluminium content shall not he less than 0.02 percent. When the steel is
killed by silicon alone. the silicon content shall not be less than 0. IO percent. When the steel is silicon-aluminium killed, the silicon content
shall not he less than 0.03 percent and total aluminium content shall not be less than 0.01 percent.
3 When micro-alloying elements like Nb, V and Ti are used individually or in combination, the total content shall not exceed
0.20 percent.
4 If mutually agreed to between the purchaser and the manufacturer, the steel may be supplied in the copper hearing quality in which
case the copper shall be present between 0.20 to 0.35 percent on ladle analysis. In case of product analysis, the copper content shall br
between 0.17 and 0.38 percent. The copper bearing quality steel shall be designated with a suffix Cu, for example, Fe 4lOCu-WA.
5 Nitrogen content of the steel should not exceed 0.012 percent, which shall be ensured by the manufacturer by occasional check analysis.
6 Details of elements other than those specified may be supplied if agreed at the time of inquiry and order.
2IS 2062 : 1999
Table 2 Permissible Variations for Product 9.7 Before test samples are detached, full particulars
Analysis regarding cast number, size and mass of plates, strips,
(Clauses 5 and 8.2) sections, flats and bars in each cast shall be furnished
by the manufacturer to the purchaser. In case of plates,
Constituent Permissible Variations the number of plates in each cast shall also be given.
Over the Specified Limit,
Percent, MUX 9.8 Test samples shall be cut in such a manner that the
(1) (2) deformation is avoided as far as possible. If shearing
Carbon 0.02
or flame-cutting is employed, an adequate allowance
Man,oanese 0.05
Silicon 0.03 shall be left for removal by machining.
Sulphur 0.005
Phosphorus 0.005 9.9 Test samples shall not be subjected to heat
treatment unless the material from which they are cut
is similarly treated, in which case the test samples shall
9 SELECTION AND PREPARATION OF TEST
be similarly and simultaneously treated with the
SAMPLES
material before testing. Any slight straightening of test
9.1 The position from which test samples are taken samples which may be required shall be done cold.
shall be so located in the product as to yield the clearest
possible information regarding properties in the lo TENS1LETEST
cross-sectional and longitudinal planes. The I0.I Number of Tensile Tests
recommended locations for taking test samples for
plates, sections and bars are indicated in Fig. 1. 10.1.1 Plates, Strips, Sections (Angles, Tees, Beams,
Alternatively, in case of sections, the samples may be Channels, etc) and Fiats
taken from the web. One tensile test shall be made from finished steel for
9.2 Wherever practicable, the rolled surface of the every 50 tonnes or part thereof rolled continuously
steel shall be retained on the two opposite sides of the from each cast, a separate test being made for each
test samples. class of steel product (namely, plates, strips, sections
and flats) rolled from a cast.
9.3 In case of flat test samples for tensile test, both
surfaces are normally to be left on the test samples for 10.1.1.1 Where plates, strips, sections or flats of more
strips and plates up to 32 mm thick. At least one rolled than one thickness are rolled from the same cast, one
surface shall be left on rectangular test samples taken additional tensile test shall be made from the material
from plates exceeding 32 mm in thickness. Round test in each class of product for each variations in thickness
samples are permitted, but should only be adopted for of 6 mm.
thickness exceeding 28 mm.
10.1.2 Bars (Round, Square und Hexagonal)
9.4 In case of flats up to I6 mm thick, the test sample 0 t
ne ensile test shall be made from finished product
shall undergo, if possible, no machining whatever,
for each 50 tonnes or part thereof. If more than one
prior to use as a test piece. If this is not possible, the d’
iameter or thickness of the bar is processed, one
test sample shall undergo the minimum amount of
additional tensile test shall be made for each variation
machining.
of 3 mm above or below the diameter or thickness of
9.5 Bars below 28 mm shall be tested without thebarordered.
machining. In case of bars having diameter or Io.2 Tensile Test Pieces
s
thickness between 28 mm and 7 I mm, the bars may be
symmetrically reduced by machining. For bars The tensile strength, yield strength and percentage
having diameters or thicknesses exceeding 7 I mm, the elongation of steel shall be determined from standard
test sample may be taken from the position shown in test pieces cut crosswise from plates and strips and
Fig. I. lengthwise from sections, flats and bars. The test shall
be carried out on the standard test pieces prepared in
9.6 In case of plates, strips, sections and flats, bend accordance with IS 1608
tests shall be carried out on rectangular test samples
which, as far as possible, should be of the full thickness 10.2.1 As a rule, test pieces with a proportional
of the product. In case of plates, sections and flats gauge len th complying with the requirements
exceeding 28 mm in thickness, it is permissible to. Lo= 5.65 $_S o should be used for the tensile test, where
remove metal from one side of the test sample before’ h is the gauge length and So is the cross sectional area
using it as a test piece. The rolled surface of the test of the test piece.
piece shall be on the outer side of the bend during the
10.2.1.1 Test pieces with a non-proportional gauge
test.
lengths, otherthan 5.65 6, may also be used in which
3IS2062:1999
T
L
1 2.
3 3
_z 1.
3 3
t
Ln
\
. \ \ / ,/’
I !
423
I
-I-
POSITION OF
SAMPLES
FIG.1 STRUCTURALSTEELSECTIONS,POSITIONA NDORIENTATIONOFSAMPLES
4IS 2062 : 1999
case the elongation values shall be converted to each class of product and for each variation of
5.65 ain accordance with IS 3803 (Part 1). thickness.
10.3 Tensile Test Class of Steel Product Number of Bend Tests
Plates, strips One crosswise
Tensile strength, yield strength and percentage
Sections One lengthwise for each type
elongation when determined in accordance with
Flats and bars (round, One lengthwise
IS 1608 shall be as given in Table 3.
hexagonal, etc)
10.3.1 In case of sections the thickness of which is not
11.2 Bend Test Piece
uniform throughout the profile, the limits of sizes
given in Table 3 shall be applied according to the The test pieces shall be cut crosswise from plates and
actual maximum thickness of the piece adopted for strips and lengthwise from sections, flats and bars.
testing. When section permits, these shall be not less than
40 mm wide. If the manufacturer so desires, round,
10.3.2 Should a tensile test piece breakoutside the
square, hexagonal and flat bars and structural sections
middle half of the gauge length (see IS 1608) and the
shall be bent in the full section as rolled.
percentage elongation obtained is less than that
specified, the test may be discarded at the 11.2.1 In all bend test pieces, the rough edge or arris
manufacturer’s option and another test made from the resulting from shearing may be removed by filing or
sample plate, strip, section, flat or bar. grinding or machining but the test pieces shall receive
no other preparation.
11 BEND TEST
11.1 Number of Bend Tests 11.3 Bend Test
Bend test shall be made from finished steel from each
Bend test shall be conducted in accordance with
cast. The number of tests for every 50 tonnes of
IS 1599.
material or part thereof, rolled continuously, shall be
as given below. One additional test shall be made for
Table 3 Mechanical Properties
(Clauses5, 10.3, 10.3.1, 11.3.1, 12.1.1, 12.2and 12.4)
Grade Designation Tensile Yield Stress, Min. MPa Percent.Elong- Internal Charpy V-Notch
Strength I-&-A atio;~;~uge Dimfzz; Impact Energy
Min. MPa c20 20-40 >40 J, Min
5.65 6
mm mm mm Min Min
(1) (2) (3) (4) (5) (6) (7) (8 (9)
A Fe 410W A 410 250 240 230 23 3r -
0 Fe 41OW B 410 250 240 230 23 2t for less than 27
or equal to (see Note 1)
25 mm thick
products
3t for more than
25 mm thick products
C Fe 41OW C 410 250 240 230 23 21 27
NOTES
1 For Grade B material, the minimum Charpy V-notch impact energy is to be guaranteed at 0°C if agreed to between the manufacturer
and the purchaser.
2 For Grade C material, the minimum Charpy V-notch impact energy shall be guaranteed at any one of the three temperatures, namely
0°C or -20°C or -40°C. as specified by the purchaser.
3 ‘I’ is the thickness of the material.
4 The impact values are given for a standard test piece. When tested with subsidiary test pieces, the values shall not be less than the
following.
TestP iece Size Charpy V-Notch
mm Impact Energy
J, Min
IO x 7.5 22
IO x 5 19.5
5IS 2062 : 1999
11.3.1 For bend test, the test piece at room specifically agreed to between the manufacturer and
temperature shall withstand bending through 180’ to the purchaser.
an internal diameter not greater than that given in NOTE - The Y groove crackability test will not be applicable
Table 3 without cracking. for rounds and it is mainly for plates and sections.
14 DIMENSIONS
12 IMPACT TEST
Unless otherwise agreed to between the purchaser and
12.1 Impact test shall normally be carried out on
the manufacturer, the nominal dimensions of rolled
products having thickness/diameter greater than or
products conforming to this standard shall be in
equal to 12 mm. The test specimen shall be SO
accordance with the relevant lndian Standard.
machined that the axis of the test specimen is parallel
Currently available Indian Standards are listed in
to the direction of rolling and the base closer to the
Table 4.
rolled surface is more than 1 mm from it. The notch
axis shall be perpendicular to the rolled surface. 15 TOLERANCES
12.1.1 If stated in the order, impact tests may be The rolling and cutting tolerances for steel products
carried out on products having a thickness less than 12 conforming to this standard shall be those specified in
mm; the dimensions of the test pieces shall be in IS 1852. Stricter tolerances may be followed if agreed
conformity with IS 1757 (see also Note 4 of Table 3). to between the purchaser and the manufacturer.
12.2 This test is carried out using a V-notch test piece
16 RETEST
(see IS 1757) the value for consideration being the
airthmatic mean of the results obtained on three test Should any one of test pieces first selected fail to pass
pieces taken-side by side from the same product (see any of the tests specified in this standard, two further
Table 3). samples shall be selected for testing in respect of each
failure. Should the test pieces from both these
12.3 The test sample shall be taken from the thickest
additional samples pass, the material represented by
product. If the test sample taken from the thickest
the test samples shall be deemed to comply with the
product rolled from a cast meets the requirements, the
requirements of that particular test. Should the test
whole cast shall be deemed to meet the requirements
pieces from either of these additional samples fail, the
of the test. If not, the test shall be performed on a
material represented by the test samples shall be
section of next lower thickness rolled from the same
considered as not having complied with this standard.
cast and if it meets the requirements specified, this
particular thickness as also other sections of lower
Table 4 Indian Standards Which Give Nominal
thickness shall be deemed to satisfy the specification.
Dimensions of Rolled Steel Products
If this thickness also does not meet the requirements,
(Clause 14)
the test shall be carried out on the next lower thickness
and so on, because the toughness of the product will
be dependent on the rolling direction as well as on the Product Relevant Indian Standard
(I) (2)
section size.
Beam, column, channel IS 808 : 1989 Dimensions for hot rolled
12.3.1 A test sample shall be taken from each 50 and angle sections steel beam, column, channel and angle
sections (third revision)
tonnes or part thereof from the same cast.
Tee bars IS 1173 : 1978 Hot rolled slit steel tee bars
12.4 The material represented shall be deemed to (secontl revision)
comply with the standard, if the average value of 3 test Bulb angles IS 1252 : 1991 Hot rolled steel bulb
angles-Dimensions (first revision)
specimens, meets the requirements given in Table 3
Plates, strips and flats IS 1739 : 1989 Steel plates sheet&, strips
provided no individual value shall be less than and flats for structural and general en-
70 percent of the specified value. If the average value gineering purposes (.WUVX! reviswz)
Round and square bars IS 1732 : 1989 Dimensions for round and
of the three charpy impact tests fails to comply by an
square steel bars for structural and
amount not exceeding 15 percent of the specified general engineering purposes (first
revision)
minimum average value, three additional test pieces
Bulb flats IS 1863 : 1979 Hot rolled steel bulb flats
from the same sample shall be tested and the results
(firsf revision)
added to those previously obtained and a new average Sheet piling sections IS 2314 : 1986 Steel sheet piling sections
calculated. Provided this new average complies with (firsf revision)
Channel sections IS 3954 : 1991 Hot rolled steel channel
the specified requirement, the material represented
sections for general engineering purposes
shall be deemed to comply with this standard. (first revision)
Track shoe sections IS 10182 (Part I) : 1982 Dimensions and
13 Y GROOVE CRACKABILITY TEST tolerances for hot rolled track shoe
sections : Part I Section TS-LI
Y groove crackability tests may be carried out in IS 10182 (Part 2) : 1985 Dimensions and
accordance with IS 10842 for products of only tolerances for hot rolled track shoe
sections : Part 2 Section TS-HI
Grade C material having thickness above 12 mm, if
6IS 2062 : 1999
17 CALCULATION OF MASS with the cast number and the remaining plates have
suitable identification marking.
The mass of steel shall be calculated on the basis that
steel weighs 7.85 g/cm3. ‘19.3 The ends of the rolled product shall be painted
with a colour code as given below:
18 DELIVERY
Grade A Green
Subject to prior agreement between the purchaser and
Grade B Grey
the manufacturer, suitable protective treatment may be
Grade C Orange
given to the material after rolling.
19.3.1 For the copper bearing quality, in addition to
19 MARKING
the colour code as specified in 19.3, a white colour
19.1 Each product, with the exception of round, band shall be palnted.
square and hexagonal bars and flats, shall carry a tag
19.4 BIS Certification Marking
or be marked with the manufacturer’s name or
trade-mark. Bars and flats shall carry a tag bearing the
The material may also be marked with Standard Mark.
manufacturer’s name or trade-mark. Designation of
steel should also be similarly marked on the product 19.4.1 The use of the Standard Mark is governed by
or tag. the provisions of Bureau of Indian Standards Act,
1986 and the Rules and Regulations made thereunder.
19.2 Every heavy and medium structural mill product
The details of conditions under which the licence for
and each plate of thickness 10 mm and over shall be
the use of Standard Mark may be granted to
marked with the cast number. In case of plates below
manufacturers or producers may be obtained from the
10 mm thickness, the top plate of each pile (which may
Bureau of Indian Standards.
consist of approximately 16 plates) shall be markedAMENDMENT NO. 1 JUNE 2001
TO
IS 2062:1999 STEEL FOR GENERAL STRUCTURAL
PURPOSES — SPECIFICATION
(F~th Revision)
(Page 3, clause 10.1.1) —Substitute thefollowing fortheexisting clause
‘10.1.1 Plates, Strips, Sections (Angles, Tees, Beams, Channek, etc ) and Flats
Number of samples to be tested from acast/heat and a class of steel product
(namely,plates, strips, seetiona andflats)shall beasfollows:
a) ForcastJheatsize upto 100tonnes—2samples
b) Forcastsize between 100-200tonnes—3samples
c) Forcastsizeover 200 tomes —4samples.’
(MTD4)
ReprographyUniLBIS,NewDelhi,IndiaAMENDMENT NO. 2 NOVEMBER 2002
TO
1S 2062:1999 STEEL FOR GENERAL STRUCTURAL
PURPOSES — SPECIFICATION
(Fi@h Reviswn)
(Foreword) — Insert the following before last para:
‘For all the tests specified in this standard (chemical/physical/others), the method
as specified in relevant 1S0 standard may also be followed as an alternate
method.’
(MTD4)
Reprography Unit, BIS, New Delhi, IndiaAMENDMENT NO. 3 JUNE 2003
TO
IS 2062: 1999 STEEL FOR GENERAL STRUCTURAL
PURPOSES — SPECIFICATION
(F@th Revision )
( Page 3, clause 10.1.2) — Substitute the following for the existing clause:
‘10.1.2 Bars (Round, Square and Hexagonal)
Number of samples to be tested from a castiheat and a class of steel product
(namely, bars) shall be as follows:
a) For cast/heat size up to 100 tonnes — 2 samples,
b) For cast/heat size between 100-200 tonnes — 3samples, and
c) For cast/heat size over 200 tonnes — 4 samples.’
( Page 6, clause 13 )— Substitute the following for the existing:
’13 Y GROOVE CRACKABILITY TEST
Y groove crackability tests may be carried out in accordance with IS 10842 for
products of only Grade C material having thickness 12 mm and above, if
specificallyy agreed to between the manufacturer and the purchaser.’
(MTD4)
Reprography Unit, BIS, New Delhi, In=
|
1570_1.pdf
|
IS:1570 (Part I) - 1978
(Reaffirmed1998)
Edition 2.1
(1981-01)
Indian Standard
SCHEDULES FOR WROUGHT STEELS
PART I STEELS SPECIFIED BY TENSILE AND/OR
YIELD PROPERTIES
( First Revision )
(Incorporating Amendment No. 1)
UDC 669.14.018.295(083.4)
© BIS 2003
B U R E A U O F I N D I A N S T A N D A R D S
MANAK BHAVAN, 9 BAHADUR SHAH ZAFAR MARG
NEW DELHI 110002
Price Group 4IS:1570 (Part I) - 1978
Indian Standard
SCHEDULES FOR WROUGHT STEELS
PART I STEELS SPECIFIED BY TENSILE AND/OR
YIELD PROPERTIES
( First Revision )
Alloy Steels and Special Steels Sectional Committee, SMDC 19
Chairman Representing
DR G. MUKHERJEE Steel Authority of India Ltd (Alloy Steels Plant),
Durgapur
Members
SHRI A. N. BISWAS Guest, Keen, Williams Ltd, Howrah
SHRI S. K. BASU (Alternate)
SHRI B. C. BISWAS National Test House, Calcutta
SHRI A. M. BISWAS (Alternate)
SHRI P. K. CHAKRAVARTY The Tata Iron & Steel Co Ltd, Jamshedpur
DR T. MUKHERJEE (Alternate)
SHRI P. K. CHATTERJEE Ministry of Defence (DGI)
SHRI P. K. GANGOPADHYAY (Alternate)
SHRI K. M. CHAUDHURY National Metallurgical Laboratory (CSIR),
Jamshedpur
SHRI DASARATHA The Visvesvaraya Iron & Steel Ltd, Bhadravati
SHRI B. C. BASAVARAJ (Alternate)
SHRI S. V. DATAR Ahmedabad Advance Mills Ltd, Navsari
SHRI M. K. GHOSH (Alternate)
SHRI A. D. DIAS The Indian Tool Manufacturers Ltd, Bombay
SHRI M. K. DATTA Steel Authority of India Ltd (Alloy Steels Plant),
Durgapur
SHRI R. C. JHA (Alternate)
SHRI S. B. GUPTA Directorate General of Supplies and Disposals
(Inspection Wing), New Delhi
SHRI P. K. GYNE (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:1570 (Part I) - 1978
(Continued from page 1)
Members Representing
JOINT DIRECTOR (MET) RESEARCH Ministry of Railways
DESIGNS AND STANDARDS
ORGANIZATION
DEPUTY DIRECTOR (MET-II)
RDSO (Alternate)
SHRI S. R. KHARE Indian Register of Shipping, Bombay
SHRI V. N. PANDAY (Alternate)
SHRI R. S. KOTHAWALE Bharat Forge Co Ltd, Mundhwa, Pune
SHRI S. S. LAKKUNDI (Alternate)
DR D. P. LAHIRI Ministry of Defence (R & D), New Delhi
SHRI I. N. BHATIA (Alternate)
SHRI K. N. MEHRA Heavy Engineering Corporation Ltd, Ranchi
SHRI D. K. DAS (Alternate)
SHRI L. MISHRA Director General of Technical Development,
NewDelhi
SHRI M. K. BANERJEE (Alternate)
SHRI A. PADMANABHAN Ashok Leyland Ltd, Madras
SHRI I. M. PAI Firth India Steel Co Ltd, Thane
SHRI B. M. PAI (Alternate)
DR R. V. PATHY Mahindra Ugine Steel Co Ltd, Bombay; and Alloy
Steel Producers’ Association of India, Bombay
SHRI R. NARAYANA (Alternate)Mahindra Ugine Steel Co Ltd, Bombay
SHRI M. K. PRAMANIK Iron & Steel Control, Calcutta
SHRI S. S. SAHA (Alternate)
DR V. RAMASWAMY Research & Development Centre for Iron and Steel
(SAIL), Ranchi
SHRI S. R. MEDIRATTA (Alternate)
SHRI M. RANGASHAI Hindustan Machine Tools Ltd, Bangalore
SHRI SANJIT SEN (Alternate-I)
SHRI P. RAMA PRASAD (Alternate-II)
SHRI A. K. ROY The Tata Engineering and Locomotive Co Ltd,
Jamshedpur
DR S. K. MONDAL (Alternate)
SHRI D. SRINIVASAN Steel Furnace Association of India, Calcutta
DR S. K. CHATTERJEE (Alternate)
SHRI Y. C. SUBRAHMANYA Ministry of Defence (DGOF)
SHRI K. S. VAIDYANATHAN M. N. Dastur & Co Pvt Ltd, Calcutta
SHRI C. J. DAVE (Alternate)
SHRI C. R. RAMA RAO, Director General, BIS (Ex-officio Member)
Director (Struc & Met)
Secretary
SHRI VIJAY KUMAR
Assistant Director (Metals), ISI
Subcommittee for the Revision of Schedule for Wrought Steels
for General Engineering Purposes, SMDC 19:5
Convener
SHRI P. K. CHAKRAVARTY The Tata Iron & Steel Co Ltd, Jamshedpur
Members
SHRI S. K. BASU Guest, Keen, Williams Ltd, Howrah
(Continued on page 15)
2IS:1570 (Part I) - 1978
Indian Standard
SCHEDULES FOR WROUGHT STEELS
PART I STEELS SPECIFIED BY TENSILE AND/OR
YIELD PROPERTIES
( First Revision )
0. F O R E W O R D
0.1This Indian Standard (Part I) (First Revision) was adopted by the
Indian Standards Institution on 20 November 1978, after the draft
finalized by the Alloy Steels and Special Steels Sectional Committee
had been approved by the Structural and Metals Division Council.
0.2Schedules 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 II Carbon steels
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:
a)Steel designations have been modified in accordance with
IS:1762 (Part I)-1974†. However, for the sake of easy
identification old designations are also given within brackets.
b)Grades St 39, St 44, St 47, St 52, St 58 and St 66 given in
IS:1570-1961 have been deleted as the tensile ranges covered by
these grades are already available in grades St 37, St 42, St 50,
St55 and St 63. A new grade St 70 has been added to cover the
values of tensile between St 63 and St 78.
*Already published as IS:1570 (Part V)-1972.
†Code for designation of steels: Part I Based on letter symbols (first revision).
3IS:1570 (Part I) - 1978
c)Each grade of steel has been sub-divided into two sub-grades, one
with a low yield to tensile ratio and the other with a high yield to
tensile ratio. These ratios have been fixed after consulting the
relevant Indian Standards and ISO Recommendations.
0.4This 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.
0.5Although both yield and tensile values have been specified in
Table1, the yield value should be ignored if the specification is evolved
on the basis of tensile strength. Similarly the tensile strength should
be ignored if the specification is based on yield stress.
0.6This edition 2.1 incorporates Amendment No. 1 (January 1981).
Side bar indicates modification of the text as the result of
incorporation of the amendment.
0.7For the purpose of deciding whether a particular requirement of
this standard is complied with, the final value, observed or calculated,
expressing the result of a test or analysis, shall be rounded off in
accordance with IS:2-1960*. The number of significant places
retained in the rounded off value should be the same as that of the
specified value in this standard.
1. SCOPE
1.1This schedule (Part I) is applicable to carbon and low alloy steels
which are put into service in the hot-rolled, normalized or annealed
condition in the form of plates, sections, bars, forgings and tubes, when
the main criterion in the selection and inspection of the steel is either
the tensile strength or the yield stress which is used as a basis for
design. This schedule is not intended to be used as a standard.
2. GENERAL GUIDELINES FOR THE USE OF THE
SCHEDULE
2.1While preparing Indian Standards, or revising the existing
standards, steels listed in this schedule shall be selected. The
*Rules for rounding off numerical values (revised).
4IS:1570 (Part I) - 1978
specification of mechanical 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.
2.2In the case of steels belonging to this schedule it is not usual to
specify a detailed chemical composition, but the quality of the material
is controlled, where necessary, by specifying the maximum permissible
percentage of sulphur and phosphorus. Since different levels of
sulphur and phosphorus are required according to the severity of the
conditions in service, limits for these elements are 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. Where necessary, the type of steel, for example, killed, semi-killed,
etc, should be included in the standard. In the case of killed and
semi-killed variety of steel, it would be necessary to specify the silicon
content.
2.3Where special factors, such as weldability, are involved, it may be
desirable to include a maximum limit on the carbon content in the
specification. In some structural steels, copper content is found to be
beneficial for increasing resistance to corrosion and, in such cases, this
should be specified in the standard.
2.4In addition to the tensile and yield stress, values for the specified
minimum percentage elongation, corresponding to the standard tensile
ranges, are given in Table 1. These elongation values are based on a
gauge length of 5.65 A which is now internationally accepted. If test
pieces of other than 5.65 A gauge length are used, elongation
conversions may be obtained from IS:3803-1974*. For tensile tests on
tubes, the specified percentage elongation should be based on the
formula of 950 divided by the actual tensile strength when using a
gauge length equivalent to 5.65 A or of 1100 divided by the actual
tensile strength in kgf/mm2 when using a gauge length equivalent to
4 A.
*Method for elongation conversions for steel (first revision).
5IS:1570 (Part I) - 1978
TABLE 1 TENSILE AND YIELD PROPERTIES OF STANDARD STEELS
(Clauses 0.5 and 2.4)
NEW OLD TENSILE YIELD ELONGATION REFERENCE TO
DESIGNATION DESIGNATION STRENGTH, STRESS, PERCENT, INDIANSTANDARD‡
[See IS:1762 Min Min Min (GAUGE
(PART I)- LENGTH
1974*] 5.65 A)
(1) (2) (3) (4) (5) (6)
N/mm2† N/mm2†
Fe 290 (St 30) 290 170 27 —
FeE 220 — 290 220 27 —
Fe 310 (St 32) 310 180 26 IS:432, IS:1977,
IS:1978, IS:2831,
IS:6915
FeE 230 — 310 230 26 —
Fe 330 (St 34) 330 200 26 IS:1079, IS:5986
FeE 250 — 330 250 26 —
Fe 360 (St 37) 360 220 25 IS:1979, IS:3503,
IS:5272, IS:5986
FeE 270 — 360 270 25 —
Fe 410 (St 42) 410 250 23 IS:226, IS:432,
IS:1079, IS:1148,
IS:1977, IS:2062,
IS:2100, IS:2830,
IS:2831, IS:3039,
IS:3503, IS:5986,
IS:6914, IS:6915
FeE 310 — 410 310 23 —
Fe 490 (St 50) 490 290 21 IS:1079, IS:3503,
IS:8500
FeE 370 — 490 370 21 —
Fe 540 (St 55) 540 320 20 IS:432, IS:961,
IS:8500
FeE 400 — 540 400 20 —
Fe 620 (St 63) 620 380 15 —
FeE 460 — 620 460 15 —
Fe 690 (St 70) 690 410 12 —
FeE 520 — 690 520 12 —
Fe 770 (St 78) 770 460 10 —
FeE 580 — 770 580 10 —
Fe 870 (St 88) 870 520 8 —
FeE 650 — 870 650 8 —
*Code for designation of steel: Part I Based on letter symbols (first revision).
†1kgf/mm2=9.81N/mm2.
‡See Appendix B for titles.
6IS:1570 (Part I) - 1978
A P P E N D I X A
(Clause 0.4)
NEW SYSTEM OF DESIGNATION OF STEELS
A-0. GENERAL
A-0.1The new system of designation of steel is based on the draft ISO
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-1. STEELS DESIGNATED ON THE BASIS OF MECHANICAL
PROPERTIES
A-1.1These steels are carbon and low alloy steels where the main
criterion in the selection and inspection of steel is the tensile strength
or yield stress. In such cases, provided the specified mechanical
properties are attained it is not usual to specify a detailed chemical
composition but the quality of the material is designated, where
necessary, by specifying certain quality levels. Steels listed in this
Schedule, Part I fall in this category.
The designation of these steels consists of the following in the order
given:
a)Symbol ‘Fe’ or ‘FeE’ depending on whether the steel has been
specified on the basis of minimum tensile strength or yield
strength.
b)Figure indicating the minimum tensile strength or yield stress in
N/mm2. If no minimum tensile strength or yield stress is
guaranteed, the figure shall be 00.
c)Chemical symbols for elements the presence of which
characterize the steel.
d)If necessary, symbols indicating special characteristics as follows:
1)Method of Deoxidation — Depending upon, whether the steel is
killed, semi-killed or rimming variety, the following symbols
*Code for designation of steel: Part I Based on letter symbols (first revision).
7IS:1570 (Part I) - 1978
shall be used to indicate the steel making practice:
i) R for rimming steel; and
ii) K for killed steel.
NOTE — If no symbol is used, it shall mean that the steel is of semi-killed type.
2)Steel Quality — The following symbols shall be used to indicate
steel quality:
Q1 — Non-ageing quality,
Q2 — Freedom from flakes,
Q3 — Grain size controlled,
Q4 — Inclusion controlled, and
Q5 — Internal homogeneity guaranteed.
3)Degree of Purity — The sulphur and phosphorus levels (ladle
analysis) shall be expressed as follows:
Symbol Maximum Content in Percent
Phosphorus Sulphur
P25 0.025 0.025
P35 0.035 0.035
P50 0.050 0.050
P70 0.070 0.070
No symbol 0.055 0.055
will mean
The above symbols use the letter ‘P’ followed by 1000 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:*
i) 1000 times the maximum sulphur rounded off* to the
nearest integer.
ii) 1000 times the maximum phosphorus rounded off* to the
nearest integer.
*Rounding off shall be done according to the rules given in IS:2-1960 ‘Rules for
rounding off numerical values (revised).
8
IS:1570 (Part I) - 1978
Example:
Maximum sulphur = 0.045 percent
Maximum phosphorus = 0.035 percent
Designation: SP 44
4)Weldability Guarantee — Guaranteed weldability of steel as
determined by tests mutually agreed between the purchaser and
the supplier shall be indicated by the following symbols:
W = Fusion weldable, and
W = Weldable by resistance welding but not fusion weldable.
1
5)Resistance to Brittle Fracture — Symbol ‘B’, ‘B0’, ‘B2’ or ‘B4’
indicating resistance to brittle fracture based on the results of the
V-notch Charpy impact test.
For steels B, B0, 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.
Steels B, B0, B2 and B4 are characterized by an average V-notch
Charpy impact value according to the following table:
Steels Specified UTS Range
370 to 520N/mm2 500 to 700N/mm2
Energy Temperature Energy Temperature
(1) (2) (3) (4) (5)
J °C J °C
B 28 27 40 27
B0 28 0 28 – 10
40 0
B2 28 – 20 28 – 30
40 – 20
B4 28 – 40 28 – 50
40 – 40
9
IS:1570 (Part I) - 1978
6)Surface Condition — The following symbols shall be used to
indicate surface condition:
S1 — Deseamed or scarfed;
S2 — Descaled;
S3 — Pickled (including washing and neutralizing);
S4 — Shot, grit or sand blasted;
S5 — Peeled (skinned);
S6 — Bright drawn or cold-rolled; and
S7 — Ground.
Notes — 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
shall be used to indicate drawability:
D1 — Drawing quality,
D2 — Deep drawing quality, and
D3 — Extra deep drawing quality.
NOTE — If no symbol is used, it shall mean that the steel is commercial quality.
8)Surface Finish (Applicable to Sheet Only) — The following
symbols shall be used to indicate the surface finish:
F1 — General purpose finish,
F2 — Full finish,
F3 — Exposed,
F4 — Unexposed,
F5 — Matt finish,
F6 — Bright finish,
F7 — Plating finish,
F8 — Unpolished finish,
F9 — Polished finish,
F10 — Polished and coloured blue,
F11 — Polished and coloured yellow,
F12 — Mirror finish,
10IS:1570 (Part I) - 1978
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:*
T1 — 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,
T10 — Bright annealed,
T11 — Spherodized,
T12 — Stress-relieved,
T13 — Case-hardened*, and
T14 — Hardened and tempered.
NOTE — If no symbol is used, it means that the steel is hot-rolled.
10)Elevated Temperature Properties — For guarantee with regard
to elevated temperature properties, the letter ‘H’ shall be used.
However, in the designation only the room temperature
properties shall be shown. Elevated temperature properties shall
be intimated to the purchaser separately by the manufacturer.
11)Cryogenic Quality — For guarantee with regard to low
temperature properties, the letter ‘L’ shall be used. However, only
the room temperature properties shall be indicated in the
designation.
Examples:
Fe 410 Cu K —Killed steel containing copper as alloying element
with a minimum tensile strength of 410N/mm2
FeE 300 P 35—Semi-killed steel with a minimum yield strength
of 300N/mm2 and degree of purity as follows:
*Includes tempering, if done.
11IS:1570 (Part I) - 1978
S & P=0.035Max
Fe 470W —Steel with a minimum tensile strength of
470N/mm2 and of guaranteed fusion welding
quality
FeE 550 S6 —Bright drawn or cold rolled steel with a minimum
yield strength of 550N/mm2
Fe 00R —Rimming quality steel with no guarantee of
minimum tensile or yield strength
FeE 590 F7 —Sheet steel of plating finish and minimum yield
strength of 590N/mm2
Fe 510 Ba —Steel in annealed condition with a minimum
tensile strength of 510N/mm2 and resistance to
brittle fracture=B
Fe 710 H —Steel with guaranteed elevated temperature
properties and a minimum room temperature
tensile strength of 710N/mm2
Fe 410 Q1 —Semi-killed non-ageing quality steel with S &
P=0.055 Max and minimum tensile
=410N/mm2
Fe 600 T4 —Semi-killed steel in controlled rolled condition
with a minimum tensile strength of 600N/mm2
Fe 520 L —Cryogenic quality steel with a minimum room
temperature tensile strength of 520N/mm2
A P P E N D I X B
LIST OF INDIAN STANDARDS REFERRED IN
COLUMN 6 OF TABLE 1
Sl No. Title
1. IS:226-1975 Specification for structural steel (standard
quality) (fifth revision)
2. IS:432 (Part I)- Mild steel and medium tensile steel bars and
1966 hard drawn steel wire for concrete
reinforcement:Part I Mild steel and medium
tensile steel bars (second revision)
12IS:1570 (Part I) - 1978
3. IS:432 (Part II)- Mild steel and medium tensile steel bars and
1966 hard drawn steel wire for concrete
reinforcement:Part II Hard drawn steel wire
(second revision)
4. IS:961-1975 Specification for structural steel (high tensile)
(second revision)
5. IS:1079-1973 Specification for hot rolled carbon steel sheet
and strip (third revision)
6. IS:1148-1973 Specification for rivet bars up to 40mm for
structural purposes (second revision)
7. IS:1977-1975 Specification for structural steel (ordinary
quality) (second revision)
8. IS:1978-1971 Specification for line pipe (first revision)
9. IS:1979-1971 Specification for high test line pipe (first
revision)
10. IS:2062-1969 Specification for structural steel (fusion
welding quality) (first revision)
11. IS:2100-1970 Specification for steel billets, bars and sections
for boilers (first revision)
12. IS:2830-1975 Specification for carbon steel billets, blooms
and slabs for re-rolling into structural steel
(standard quality) (first revision)
13. IS:2831-1975 Specification for carbon steel billets, blooms
and slabs for re-rolling into structural steel
(ordinary quality) (first revision)
14. IS:3039-1965 Specification for structural steel (shipbuilding
quality)
15. IS:3503-1966 Specification for steel for marine boilers,
pressure vessels and welded machinery
structures
16. IS:5272-1969 Carbon steel sheets for integral coaches
13IS:1570 (Part I) - 1978
17. IS:5986-1970 Hot rolled steel plates and flats for cold
forming and flanging operations for automobile
and general purposes
18. IS:6914-1973 Carbon steel cast billet ingots for rolling into
structural steel (standard quality)
19. IS:6915-1973 Carbon steel cast billet ingots for rolling into
structural steel (ordinary quality)
20. IS:8500-1977 Specification for weldable structural steel
(medium and high strength quality)
14IS:1570 (Part I) - 1978
(Continued from page 2)*
Members Representing
SHRI P. K. CHATTERJEE Ministry of Defence (DGI)
SHRI M. K. SEN (Alternate)
SHRI M. K. DUTTA Alloy Steels Plant, Durgapur
SHRI R. C. JHA (Alternate)
JOINT DIRECTOR (MET) RESEARCH Ministry of Railways
DESIGNS & STANDARDS
ORGANIZATION
ASSISTANT DIRECTOR (MS) (Alternate)
DR N. KONDAL RAO Bhabha Atomic Research Centre, Trombay
SHRI K. BALARAMAMOORTHY (Alternate)
DR N. MOHAN Bihar Alloy Steels Ltd, Ranchi
DR R. V. PATHY* Alloy Steels Producers Association of India, Bombay
SHRI M. K. PRAMANIK Iron & Steel Control, Calcutta
SHRI R. C. PRASAD Heavy Engineering Corporation Ltd, Ranchi
SHRI D. K. DAS (Alternate)
SHRI A. K. ROY Association of Indian Automobile Manufacturers,
Bombay
SHRI A. R. V. SUBRAMANIAN Mahindra Ugine Steel Co Ltd, Khopoli
DR G. VENKATARAMAN Bharat Heavy Electricals Ltd, Tiruchchirappalli
*Dr R. V. Pathy is also alternate to Shri A. R. V. Subramanian of Mahindra Ugine
Steel Co Ltd, Khopoli.
15Bureau 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:SMDC 19
Amendments Issued Since Publication
Amend No. Date of Issue
Amd. No. 1 January 1981
BUREAU OF INDIAN STANDARDS
Headquarters:
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VISHAKHAPATNAM
|
4332_7.pdf
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IS: 4332 ( Part VII) - 1973
Indian Standard
METHODS OF TEST FOR STABILIZED SOILS
PART VII DETERMINATION OF CEMENT CONTENT OF
CEMENT STABILIZED SOILS
Soil Engineering Sectional Committee, BDC 23
Chairman Representing
PROB DINESH MOHAN Central Building Research Institute ( CSIR ),
Roorkee
Members
Ssnr D. R. NAilaHARI (Alternate to
Prof Dinesh Mohan )
PROF ALAM SINQH University of Jodhpur, ,Jodhpur
DR A. BANERJE~Z Cementation Co Ltd, Bombay
SHRI S. GUPTA ( dk?f72&?)
SHRI B. B. L. BRATNAGAR Irrigation and Power Research Institute, Amritsar
SHRI K. N. DADINA In personal capacity ( P-820 JVCw Ali/>ore,
Calcurnz-53 )
Sam A. C. DASTIDAR Hindustan Construction Co, Bombay
Stritr R. L. DEWAN Irrigation Research Institute, Khagaul, Patna
Da G. S. DHILLON Indian Geotechnical Society, New Delhi
DIREWUR ( C;SMI<S ) Central Water & Power Comm;ssion, New Delhi
DEIJUTY DI~~EX:T~R ( CSMRS ) ( Alterr&e )
1’1~s 1~. N. Doax. Indian Institute of Technology, New Delhi
SHRI S. K. GLYLIIATI ( dlternate)
Drt IQUAL ALI Engineering Research Laborator&, Iiyderabad
San1 K. K. SAXENA ( ~k!e?‘nate)
Jo;~N;~~REcTuI< ICESEARCH ( FE ), Railway Boald ( hlinistry of Railways)
DIWUTY DIRECTOR RESEARCH
C SOII, MECHANICS \. RDSO CA lternate I
Radio Foundation Engineering Ltd: nt;d Hazstat
& Co, Bombay
Public Works Department, Governmcut of Punjab
Concrete Association of India, Bombay
Central Road Reseatch Institute (CSIR ),
iNew Delhi
( Continued on page 2 )IS : 4332 ( Part VII ) - 1973
( Continued from page 1 )
r&n16ers Representing
San1 RAVINDE~ LAL National Buildings Organization, New Delhi
SHRI S. H. BALACI~ANDANI ( Alternate)
RESEARCI~ OFFICX:B Buildings & Roads Research Laboratory, Public
Works Department, Government of Punjab
MAJ K. M. S. SA~ASI Engineer-in-Chief’s Branch, Army Headquarters
SHRI P. PUTHISIGAMANI ( Alternate )
SECRETARY Central Board of Irrigation & Power, New Delhi
DR SHADISHEBP RAKASH University of Roorkee, Roorkee
SRRI II. D. SHAHMA Irrigation Research Institute, Roorkee
&RI S. N. SINHA Roads Wing ( Ministry of Shipping & Transport )
SHRI A. S. BIS~N~I ( Alfernnte )
SIJPERINTENDINO E N o J N E pi:n Concrete & Soil Research Laboratory, Public
( P I, A N N I N c AND DESIQN t;;F Department, Government of Tam11
CIRCLE )
E x E 0 u T 1 v B E~orNnEn-IN-
CHARQE (SOIL MECHANICS
AND RESEARCH DIVISION ) ( Alternate )
SRRI C. G. SWAMINATHAN Institution of Engineers ( India ), Calcutta
SI~RI H. C. VERMA All India Instruments Manufacturers & Dealers
Association, Bombay
SERI V. K. VASUDEVAN ( Alternate )
SHRI H. G. VERMA Public Works Department, Government of Uttar
Pradesh
SHRI D. C. CHATURVEDI ( Alternate )
SIIRI D. AJITHA STMHA, Director General, IS1 ( EzwQ’icio Member )
Director ( Civ Engg )
Secretary
SHRI G. RADIAN
Deputy Director (Civ Engg ), IS1
Soil Testing Procedures and Eyuipment Subcommittee, BDC 23 : 3
Conr,ener
Pno~ ALUM SINGS University of Jodhpur, Jodhpur
Members
DR R. K. BrrANDanI Central Road Research Institute (CSIR ),
New Delhi
SHRI T. N. BHARQAVA Roads Wing ( Ministry of Shipping & Transport )
SHRI A. S. BISRN~I ( Alternafe)
DR ASIT KUMAR CHATT~XJIE Public Works Department, Government of Uttar
Pradesh
SRRI R. L. DIVAN Irrigation Research Institute, Khagaul, Patna
DIRECTOI~ ( CSMRS ) Central Water & Power Commission, New Delhi
DEPUTY DIRECTOR ( CSMRS ) ( Alternate )
SHRI N. K. GUHA Geologists’ Syndicate Private Ltd, Calcutta
SERI N. N. B~ATTACHAXAYA ( Alfernate )
( Continued on page 9 )
2IS : 4332 ( Part VII ) - 1973
METHODS OF TEST FOR STABILIZED SOILS
PART VII DETERMINATION OF CEMENT CONTENT OF
CEMENT STABILIZED SOILS
0. FOREWORD
0.1 This Indian Standard ( Part VII) was adopted by the Indian Standards
Institution on 16 February 1973, 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 chemical or mechanical treatment designed
to increase or maintain the stability of mass of soil or otherwise to
improve its engineering properties. There are several methods of stabi-
lization and these may be broadly classified on the basis of treatment
given to the soil (for example, dewatering and compaction ), process
involved ( for example, thermal and electrical ), and additives employed
( for example, asphalt and cement). The choice of a particular method
depends on the characteristics of the problem on hand and on the nature
of soil type encountered. For studying in the laboratory, the methods and
effects of stabilization, certain standard methods of test for the evaluation
of properiies of stabilized soils and their analysis are required. The
required standards on methods of test for stabilized soils are being pub-
lished in parts and this part lays down the method of test for determining
cement content of cement stabilized soils.
0.3 In the formulation of this standard due weightage has been given to
international co-ordination among the standards and practices prevailing
in different countries in addition to relating it to the practices in the field
in this country. This has been met by basing the standard on the following
publications:
ASTM : D806- 1965 Method of test for cement content of soil-cement
mixtures. American Society for Testing and Materials.
DEWAN( RL ). The rapid estimation of cement content in mortar
and concrete. Indian Concrete Journal. April 1959.
3IS : 4332 ( Part VII ) - 1973
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 VII ) lays down the method of test for determin-
ing cement content of cement stabilized soils.
2. APPARATUS
2.1 Analytical Balance - sensitive to 0.00 1 g.
2.2 Glass Beakers- three of 250-ml capacity and two of 600-ml
capacity.
2.3 Glass Funnel - 6 cm diameter.
2.4 Burette- one, 50 ml.
2.5 Pipette- 25 ml.
2.6 Conical Flasks - two of 250-ml capacity.
2,7 Filter Papers - Whatman NO. 41 and 42 or equivalent.
2.8 Heating Equipment
2.9 Drying Oven
2.10 Sieves -4O-mm, 20-mm, IO-mm, 4*75-mm and 425-micron IS Sieves
conforming to the requirements of IS : 460-1962t.
3. REAGENTS
3.0 Quality of Reagents - Unless specified otherwise, pure chemicals
and distilled water ( see IS : 1070-19601) shall be used in tests.
NOTE - ‘ Pure chemicals ’ shall mean chemicals that do not contain impurities
which affect the results of analysis.
3.1 Potassium Permanganate Solution -N/IO; dissolve 3.2 to 3.25 g
of potassium permanganate on a watch-glass and dissolve in one litre of
distilled water. Heat the solution to boiling, and allow the solution to
cool to room temperature. Filter the solution through a funnel con-
taining a plug of purified glass wool. The solution should be stored in a
glass stoppered bottle and kept in dark and its exact normality ascertained
with standard oxalic acid solution.
*Rules for rounding off numerical values ( revised).
t Specification for test sieves ( fevised).
JSpecification for water, distilled quality ( revised).
4IS t 4332 ( Part VII ) - 1973
3.2 Oxalic Acid - N/l@; weigh 1,575 g of HzC-,042Hz0 and make up
to 250 ml in a volumetric flask.
3.3 Sulphuric Acid - 2 N; add 12.5 ml of pure sulphuric acid to 240 ml
of water.
3.4 Ammonium Nitrate - Dissolve 20 g of ammonium nitrate in one
litre of water.
I
3.5 Hydrochloric Acid - 2 N; sp gr 1’ 19 mixed with equal volume of
distilled water.
3.6 Ammonium Oxalate - saturated solution.
3.7 Ammonium Hydroxide - SD gr 0.89. Mix ammonium hydroxide
and distilled water &I the ratio of 1’: 2 (one part of ammonia and two
parts of distilled water ) .
3.8 Calcium Chloride Solution- Disso!ve one part by weight of salt
in 100 parts by weight of distilled water.
4. SAMPLES
4.0 Samples given in 4.1 to 4.3 shall be selected for the test as given in
IS : 4332 (Part I )-1967”.
4.1 Raw Soil -representative of the soil phase of the soil-cement
mixture.
hToTIi:-The results of this test are very sensitive to the variation of calcium
content in,soil. Hence, due attention should be paid to samplmg to obtain representa-
tive samples and the number of samples to be tested.
4.2 Cement - representative of the cement phase of the soil-cement
mixture.
4.3 Soil-Cement - representative sample of the mixture to be analyzed.
5. PROCEDURE
5.1 Dry 25 g of each sample in the drying oven at 110 & 5°C to a constant
weight. Pulverize the samples to pass through a 425-micron IS Sieve.
!
5 5.2 Weigh out separately on analytical balance raw soil, 5 g; soil-cement
mixture, 5 g; and cement, 1 g. Transfer each of the weighed samples to
separate 250-ml beakers. Add 50 ml of hydrochloric acid (2N), to each
I
sample. Cover it and boil gently on a hot-plate for 5 min.
*Methods of test for stabilized soils: Part I Samplin g and prrparation of stabilized
soils for testing.
5IS I 4332 ( Part VII ) - 1973
5.3 TO each of the beakers add 25 ml of hot distilled water and filter the
contents through Whatman No. 42 filter paper and receive each filtrate in
a 250-ml volumetric flask separately. The material on the filter should be
washed with small amounts of hot water repeatedly till free from chloride
ions (about 4 times ) ( check with silver nitrate solution ).
5.3.1 Take a small quantity of filtrate (say 1 cc ) obtained from the
soil-cement mixture treated by hydrochloric acid and add 3 cc of ammo-
nium molybdate reagent and a few drops of concentrated nitric acid and
warm to 40°C. A yellow precipitate indicates the presence of phosphate
ions.
5.4 After completion of washing, discard the filter paper and dilute the
filtrate in the volumetric flask to 250 ml with cold water. Shake the
contents well and remove a 50-ml aliquot and transfer to the original
250-ml beaker (see 5.2), using 250-ml pipette. Dilute to 100 ml. Add
a few millilitres of bromine water or a few drops of concentrated nitric
acid. Boil, cool and make the solution slightly ammoniacal with
ammonium hydroxide. Boil for two minutes and allow the hydroxide to
settle.
5.4.1 In case of soil-cement mixture containing phosphate, dissolve
the precipitates of hydroxides in the minimum quantity of dilute hydro-
chloric acid. To the main solution, add dilute ammonia solution drop by
drop with stirring, until either a faint permanent precipitate is just
obtained or the solution is just alkaline. Then add 2 to 3 ml of dilute
acetic acid ( 1 : 1 ) and 10 ml of 3N ammonium acetate solution. Discard
any precipitate, which may form at this stage. If the solution is red,
sufficient ferric ion is present in the solution combined with all the
phosphate ions. If the solution is not red in colour, add neutral ferric
chloride (FeC13 ) solution, drop by drop and with stirring until the
solution acquires a deep brownish red colour. Dilute the solution to
150 ml with hot water, boil gently, filter hot and wash the residue with a
little boiling water. The residue will contain the phosphates of Fe, Al
and Cr and may be discarded. Boil down the filter to 20 to 25 cc and
proceed as given in 5.6.
5.5 Filter hydroxides except soil-cement mixture containing phosphates
for which the process of separation has been given in 5.4.1 through
Whatman No. 41 filter paper, receivin, 0 filtrate in a 600-ml beaker. Wash
the original 250-ml beaker into the filter once with a stream of ammonium
nitrate and then with hot ammonium nitrate twice. Set aside the filtrate
and place original beaker under funnel. Perforate the paper with a rod
and wash the hydroxides into the original beaker with hot ammonium
nitrate to remove most of the precipitate from the filter paper. Treat the
paper with 2 ml of hot hydrochloric acid ( 1 : 3 ). Wash the paper
6IS : 4332 ( Part VII ) - 1973
several times with hot water, and then discard the paper. Dilute the
solution to 75 ml.
5.6 Make the solution slightly ammoniacal with constant stirring and boil
for 1 to 2 minutes. Allow the precipitate to settle and fiber through What-
man No. 41 filter paper. Receive the filtrate in 600-ml beaker ( see 5.5 ).
Wash the precipitate with ammonium nitrate three to four times. Discard
the hydroxide precipitate. Add 2 to 3 drops of methyl red indicator and
ammonium hydroxide ( sp gr 0.89 ) to the filtrate till the colour
changes from faint pink to yellow (PH = 5, optimum for calcium oxalate
precipitation ) . Heat the solution to boiling and add 13 ml of hot saturated
ammonium oxalate solution. Keep the mixture near boiling until the
precipitate becomes ‘granular ‘, then set aside on a warm hot-plate for
30 min or more. Check the completeness of precipitation. Filter off
calcium oxalate precipitate through Whatman No. 42. Clean the beaker
with rubber policeman and transfer the contents to the filter with a stream
of hot water. Wash the filter 8 to 10 times with hot water or preferably
four times each with ammonium hydroxide ( 2 : 98 ) to make sure that
soluble oxalates are completely removed. This can be checked with
calcium chloride solution.
NOTE - Calcium content in the soil, cement and soil-cement mixture may also be
determined by rapid method given below:
Filter the acid solution ( see5 .4), wash and make up to 100 ml of which 50 ml
are just neutralized with liquid ammonia. Dissolve the precipitates of
aluminium oxide and ferric oxide thus formed by just the quantity of glacial
acetic acid required for dissolving the precipitates. Then add in excess
saturated solution of ammonium oxalate to the solution to form a copious
precipitate of calcium oxalate. Filter off calcium oxalate precipitate, wash
with hot water till free from oxalates. Dissolve the oxalates in ( 1 : 4 ) sulphuric
acid and titrate with standard potassium permanganate solution to determine
the percentage of calcium.
5.7 Open the filter paper carefully and wash the precipitate into the
beaker in which the precipitation was affected. Dilute to 200 ml and add
10 ml of sulphuric acid ( 1 : 1 ).
5.8 Heat the aliquot portion (5.7 ) to 65°C on a water-bath maintained
at 60 to 65°C and titrate it with standard potassium permanganate
solution to a persistent pink colour for 10 seconds. Take two more
readings. Five times the average value is the reading P as in 6.1.
5.9 Blank - Make a blank determination, following the same procedure
using same amount of reagents.
6. CALCULATIONS
6.0 Cement Content of the Soil - Cement mixture should be calculated
as given in 6.1 and 6.2.
\
7IS: 4 332( P art VII ) - 1973
6.1 Calculate the percentages of calcium oxide in the soil, the cement,
and the soil-cement mixture as follows:
( P - Q, R x 0.028 x 1oo
Percentage of calcium oxide = -
s
where
P = ml of potassium permanganate solution required for
titration of the sample;
Q = In~a”t~oPn”~~~~~l~n~mang~~nate solution required for
: ;
R = normality of the potassium permanganatc solution = 0.1;
S = weight of sample represented by the aliquot titrated,
in g; and
0.028 = calcium oxide equivalent of 1 ml of 1 N potassium
permanganate.
6.2 Calculate the percentage by weight of cement in the soil-cement
mixture as follows:
Percentage cement = __( x-Y) __ x100
5
where
X = percentage of calcium oxide in soil-cement mixture,
Y = percentage of calcium oxide in raw soil, and
5 = percentage of calcium oxide in cement.
NOTE’- Whfn hydrated soil-cement mixtures ( that is, mixtures prepared and laid
sometime earlier ) are analyzed, the value of percentage by wright of cement obtained
is in terms of hydrated cement. Such values need to be converted to an approximate
equivalent of dry cement, through a factor which is of the order of 1.04.
8fS : 4332 (h-t irIi ) - 1973
( Continuedfrom page 2 )
Members Representing
Smu S. K. GULHATI Indian Institute of Technology, New Delhi
SHIU 0. P. MALHOTRA Public Works Department, Government of Punjab
- ‘4
.,’ SHKI D. R. NARAHAKI Ccnt;;ador~c~ldirlg Research Institute ( CSlR ),
b Srm G. S. JAIN ( Alternate)
Da V. V. S. RAO IJnited Technical Consultants Pvt Ltd, New Delhi
SHRI K. K. GUPTA ( Alternate)
MAJ K. M. S. SAHASI Engineer-in-Chief’s Branch, Army Headquarters
PROF R. B. SINCE Banaras Hindu University, Banaras
SRRI H. C. VPRMA ,1ssociated Instrument Manufacturers ( India )
Pvt Ltd, New Delhi
SHBI M. N. Ba~rc;a ( rlltertiate )
9!
iNi)IAN STANDARDS
ON
METHODS OF TEST FOR SOILS
IS:
2720 Methods of test for soils:
( Part I )-I972 Preparation of dry soil samples for various tests (Jirst reulrion)
( Part II)-1969 Determination of moisture content (jut revision )
( Part III )-1964 Determination of specific gravity
( Part IV)-1965 Grain size analysis
( Part V )-1970 Determination of liquid and plastic limits (jrst revision )
( Part VI )-1972 Determination of shrinkage factors (jrirst revision)
( Part VII )-1965 Determination of mo%ture content-dry density relation using light
compaction
( Part VIII )-1965 Determination of moisture content-dry density relation using heavy
compaction
( Part IX)-1971 Determination of dry density-moisture content relation by constant
weight of soil method
( Part X )-I964 Determination of unconfined compressive strength
( Part XI )-1971 Determination of shear strength parameters of a specimen tested in
unconsolidated undrained triaxial compression without the measurement of
pore water pressure
( Part XIII)-1972 Direct shear test (Jirst revision)
( Part XIV)-1968 Determination of density index (relative density ) of cohesionless soils
( Part XV)-1965 Determination of consolidation properties
( Part XVI)-1965 Laboratory determination of CBR
( Part XVII )-1966 Laboratory determination of permeability
( Part XVIII)-1964 Determination of field moisture equivalent
( Part XIX )-1964 Determination of centrifuge moisture equivalent
( Part XX )-1966 Determination of linear shrinkage
( Part XXI )-1965 Determination of total soluble solids
( Part XXII )-1972 Determination of organic matter (jirst revision )
( Part XXIII )-1966 Determination of calcium carbonate
( Part XXIV )-1967 Determination of base exchange capacity
( Part XXV )-1967 Determination of silica sesquioxide ratio
( Part XXVI )-1967 Determination of jH value
( Part XXVII j-1968 Determination of total soluble sulphates
(Part XXVIII)-1966 Determination of dry density of soils, in-place, by the sand
replacement method
(Part XXImxe)tlo~6 Determination of dry density of soils in-place by the core-cutter
( Part XXX )-1968 Laboratory vane shear test for soils
(Part XXX1 )-1969 Field determination of CBR
( Part XXX11 )-I970 North dakota cone test
(Part XxX111)-1971 Determination of the density in-place by the ring and water
replacement method
( Part XXXIJJ~971 Determination Of density of soil in-place by rubber-balloon
I
!
|
14403.pdf
|
IS 14403 : 1996
Indian Standard
AGRICULTURE GRADE IRON PYRITES AS
SOIL AMENDMENT ~- SPECIFICATION
ICS 65.080
0 BIS 1996
BUREAU OF INDiAN STANDARDS
MANAK BHAVAN, 9 BAHADUR SHAH ZAFAR MARG
NEW DELHI 110002
August 1996
Price Group 2Soil Quality and Improvement Sectional Committee, FAD 27
FOREWORD
This Indian Standard was adopted by the Bureau of Indian Standards, after the draft finalized by the Soil
Quality and Improvement Sectional Committee had been approved by the Food and Agriculture Division
Council.
In India, a large area of land is adversely affected by high alkali (sodic) conditions. The chemical amendments
are primarily used for the reclamation of alkali soils. Gypsum has been used for a long time as a chemical
amendment. The use of iron pyrites as an amendment is a recent development in the chemical amelioration
of alkali soils. The use of pyrites has been found to be quite effective and has opened fresh avenues in
the reclamation of alkali soils.
A need was, therefore, felt to formulate Indian Standard on the subject stipulating various quality parameters
for the benefit of processors and users of the product. In preparation of this standard considerable assistance
has been derived from Pyrites Phosphates and Chemicals Limited.
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: I960 ‘Rules for rounding off numerical values (revised)‘. The number ofsignificant places retained
in the rouncled off value should be the same as that of the specified value in this standard.IS 14403 : 1996
Indian Standard
AGRICULTURE GRADE IRON PYRITES AS
SOIL AMENDMENT - SPECIFICATION
1 SCOPE 4.3 Iron Content
This standard prescribes the requirements and methods When tested by the method prescribed in Annex B,
of sampling and test for agriculture grade iron pyrites the iron content shall be not more than 25 percent
as soil amendment. by mass (m/m).
2 REFERENCES 4.4 Aluminium Content
The Indian Standards listed below contain provisions When tested by the method prescribed in Annex C
which through relcrence in this text, constitute of the standard the aluminium content shall be not
pro\iision of‘ this standard. At the time of publication, more than 10 percent by mass (nl/m).
the editions indicated wcrc valid. All standards are
subject to revision and parties to agreements based 5 PACKING
on this standard arc encouraged to investigate the
possibility 01’ applying the most recent editions of The material shall be packed in 50 kg HDPE bags
the standards indicated: conforming to IS 9755: 1989. The bulk manufactured
material may be packed as agreed to hetwccn the
IS No. Title purchaser and the supplier.
12X8:1982 Methods of test for mineral gypsum
6 MARKING
(.reconrl revisinn)
1289:1960 Methods for sampling of mineral
6.1 The bags shall be marked legibly and mindclibly
gypsum
with the following information:
9755: I989 High density polyethylene (HDPE)
woven sacks for packing fertilizers
Name of the material;
(.s~c.o,ld revision)
Name and address of the manufacturer;
Composition of the material (sulphur, iron
3 TERMINOLOGY
and aluminium);
For the purpose of this standard the following Batch number;
definitions shall apply. Net mass in kg;
Any other information required under the
3.1 Soil Amendment Standards of Weights arid Measures
(Packaged Commodities) Rules, 1977; and
Any substance added to the soil which improves g) Storage instructions worded as under:
problem soils. ‘STORE IN OPEN UNDER SHED’.
3.2 Iron Pyrite 6.2 BIS Certification Marking
A naturally occurring sedimentary mineral (iron The product may also be marked with the Standard
disulphide) which in presence of air and water forms Mark.
sulphuric acid and is used as soil amendment for
6.2.1 The use of the Standard Mark is governed by
reclamation of alkali soil.
the provisions of Bureau of lndiarl Standards Act,
1986 and the Rules and Regulations made thereunder.
4 REQUIREMENTS
The details of conditions under which the licence for
the use of Standard Mark may be granted to
4.1 Sulphur Content
manufacturers or producers may be obtained from
the Bureau of Indian Standards.
When tested by the method prescribed in Annex A,
the sulphur content shall not be less than 16 percent 6.3 Direction for use of agriculture grade iron pyrite
by mass (m/m>. as soil amendment shall be printed briefly on the
bags as given under Annex D. A separate pumphlet
4.2 Fineness may preferably be given with it.
When tested by the method prescribed in 3 of IS 7 SAMPLING
1288:1982, 90 percent of the material shall pass
through a 5 mm sieve and at least 50 percent of the Representative test samples of the material shall be
material shall pass through a 3 mm sieve. drawn as given in 5 of IS 1289: 1960.
1IS 14403 : 1996
ANNEX A
(Clause 4.1)
DETERMINATION OF SULPHUR CONTENT
Raise the glass cover by glass hooks resting on the
A-O PRINCIPLE rim of the beaker, or displace it to one side, and
evaporate the liquid to dryness on the steam bath.
The sulphide is oxidised by bromine in carbon Add 10 ml of concentrated hydrochloric acid, mix
tetrachloride solution, followed by nitric acid. The well, and again evaporate to dryness to eliminate
reaction may be represented by the following equation: most of the nitric acid. Place the beaker in an oven,
maintained at 95 to IOO’C, for 30 to 60 minutes in
2 FeS, + 6HN0, + 15 Br? + 16H,O order to dehydrate any silica which may-be present.
= 2 Fe(NO,), + 4H,SO, + 30HBr
NOTE - If the dry residue is heated at a temperature above
The resultant sulphuric acid is precipitated as barium IOOT, loss of aulphuric acid may occur and the determination
will be rendered useless. Moisten the cold, dry residue with
sulphate and sulphur content is determined as
1t o 2 ml of concentrated hydrochloric acid and, after an interval
percentage of barium sulphate in the sample taken
of 3 to 5 minutes, dilute with SO ml of hot water, and rinse
for the test. the sides of beaker and the cover glass with water.
A-l REAGENTS Digest the contents of the beaker at 100°C for 10
minutes in order to dissolve all soluble salts. Allow
A-l.1 Liquid Bromine:Carbon Tetracbloride the solution to cool for 5 minutes, and add 0.2 to
Mixture - Pure grade 213 v/v. 0.3 g of aluminium powder to reduce the ferric iron.
A-l.2 Concentrated Nitric kid - Analytical Gently swirl or stir until the solution becomes
reagent grade (AR). colourless. Allow to cool, add a Whatman
‘accelerator’, stir, and rinse down the cover glass and
A-l.3 ConcentratedHydrocbloricAcid-ARgrade. the sides of the beaker.
A-I.4 Wbatman Accelerator or Equivalent Filter through filter paper, and collect the filtrate in
an 800 ml beaker. Wash the filter paper thoroughly
A-1.5 Wbatman No. 540 or Equivalent Filter Paper with hot water. Dilute the combined filtrate and
washings to 600 ml and add 2 ml of concentrated
A-l.6 Barium Chloride - 5 percent aqueous hydrochloric acid. Add from a burette, without stirring
solution (m/v). the contents of the beaker a solution of barium chloride
at a rate not exceeding 5 ml per minute until an
A-2 PROCEDURE excess of 5 to 10 ml is present. When all the barium
chloride solution has been added, stir gently and
A-2.1 Dry some finely powdered iron pyrites at allow the precipitate of barium sulphate to settle for
lOO”C, for one hour. 2 hours, but preferably overnight. Filter through a
filter paper or, preferably, through a porcelain filtering
A-2.2 Weigh 0.5 g of the iron pyrites into a dry 500 crucible, wash with warm water until free from
ml beaker, add 6 ml of a mixture of liquid bromine chloride, and ignite to constant mass. Calculate the
and carbon tetrachloride and cover with a glass. Allow percentage of sulphur in the sample.
the beaker to stand in the fume cupboard for 15 to
20 minutes and swirl the contents of the beaker A-3 CALCULATION
occasionally during this period. Then add 10 ml of m
concentrated nitric acid gradually, and allow to stand Sulphur content, percent by mass = - x 100
for another 15 to 20 minutes, swirling occasionally M
as before. Heat the covered beaker below 100°C by where
placing it on a thick asbestos board over a steam
m = mass, in g, of residue left after ignition; and
bath until all action has ceased and most of the bromine
M = mass, in g, of sample taken for the test.
has been expelled which may take about one hour.
2IS 14403 : 1996
ANNEX B
(Clause 4.3)
DETERMINATION OF IRON CONTENT
B-O PRINCIPLE Add about 100 ml of boiled ammonium nitrate solution
to the precipitate, stir the mixture thoroughly and
Iron in pyrites in acidic medium is treated with excess allow to settle. Decant as much liquid as possible
ammonia to precipitate hydrous ferric oxide. Ferric through the filter. Wash the precipitate three to four
oxide is converted to iron by multiplying with times by decantation with 75 to 100 ml portions of
conversion factor 0.699 44. hot ammonium nitrate solution.
B-l REAGENTS Transfer the precipitate completely (and ashless filter
pulp, if employed) to the filter, with the assistance
B-l.1 Hydrochloric Acid - 1: 1 (v/v). of hot water from a wash bottle. Wash the precipitate
several times with hot ammonium nitrate solution
B-l.2 Concentrated Nitric Acid until it is free from chloride.
B-l.3 Ammonia Solution - I:1 (v/v). Allow each portion of the wash liquid to run through
before adding the next portion and do not fill the
B-l.4 Ammonium Nitrate- 1 percent (m/v) solution. filter more than three-fourths full of the precipitate.
When the filter paper has drained thoroughly, transfer
B-2 PROCEDURE it to a previously weighed porcelain, silica or platinums
crucible.
Weigh 0.5 g of iron pyrites into a 400 ml conical
flask and add 10 ml of hydrochloric acid. Add 1 Heat the crucible gradually until content is dry. Char
to 2 ml of nitric acid to the solution and boil gently the paper without inflaming, and burn off the carbon
until the colour is clear yellow (3 to 5 minutes is at as low temperature as possible under good oxidising
usually necessary). conditions in order to avoid reduction of the ferric
oxide. Finally, ignite the precipitate at a red heat
Dilute the solution to 200 ml with water, heat to
for 1.5 minutes and take care to exclude the flame
boiling and slowly add ammonia solution in a slow
gases from the interior of the crucible, cool, in a
stream from a small beaker until a slight excess is
desiccator for 15 minutes, and weigh. Alternatively,
present, as is shown by the odour of the vapour of
heat in an electric muffle furnace at 500 to 550°C.
the above liquid. Boil the liquid gently for 1 minute,
Repeat the ignition (10 to 15 minutes) until constant
and allow the precipitate to settle. The supernatant
weight is obtained.
liquid should be colourless.
Soon as most of the precipitate has settled, decant B-3 CALCULATION
the supernatant liquid through an ashless filter paper,
Iron content, nz x 0.699 44 x 100
but leave as much of the precipitate as possible in
percent by mass =
the beaker.
M
NOTE - It is essential that the filter paper fits the funnel where
properly, so that the stem of the funnel is always filled with m = mass, in g, of residue left after ignition; and
liquid, otherwise filtration will be-very slow. M = mass, in g, of sample taken for the test.IS 14403 : 1996
ANNEX C
(Clause 4.4)
DETERMINATION OF ALUMINIUM CONTENT
C-O PRINCIPLE for 1 to 2 minutes, and filter at once through a suitable
filter paper. Wash the precipitate thoroughly with
Aluminium is precipitated as the hydrated oxide by hot 2 percent ammonium nitrate or ammonium
means of ammonia in the presence of ammonium chloride solution made neutral with ammonia solution
chloride. The gelatinous precipitate is washed, to methyl red (or to phenol red). Place the paper
converted into the oxide by ignition and weighed as with the precipitate in a previously ignited porcelain,
aluminium oxide. silica or platinum crucible. Dry, char, and ignite
for 10 to 15 minutes with a suitable high temperature
C-1PROCEDURE burner. Allow the crucible, covered with a well
fitting lid, to cool in a desiccator and weigh.
Weigh 1 g of iron pyrites, which is equivalent to
about 0.1 e of aluminium into a 500 ml beaker, C-2 CALCULATION
provided with a glass cover and a stirring rod.
Dissolve the sample in 200 ml of water, add 5 g Aluminium content, m x 0.529 13 x 100
of ammonium chloride and a few drops of methyl percent by mass =
red indicator in 0.2 percent alcoholic solution and M
heat just to boiling. Add ammonia solution (l/l) where
(v/v) dropwise from a burette until the colour of the m = mass, in g, of residue left after ignition; and
solution changes to a distinct yellow. Boil the solution M = mass, in g, of sample taken for the test.
ANNEX D
(Clause 6.3)
DIRECTION FOR USE OF AGRICULTURE GRADE IRON PYRITES
AS SOIL AMENDMENT
D-l Application of pyrite be done preferably in uniformly and as thinly as possible, to ensure
summer to take advantage of higher temperatures for maximum availability of air to facilitate oxidation.
more effective oxidation.
D-4 Sufficient time be allowed for pyrite to oxidise
D-2 Field should be properly prepared and given a on the surface of the soil (7 to 15 days).
light irrigation, to bring the soil moisture content
D-5 The field should afterwards be sub-divided into
to its near field capacity.
small compartments and filled with irrigation water
D-3 On moist soil surfce, pyrite be dressed as to facilitate leaching of soluble salts.
4Bureau of Indian Standards
BIS is a statutory institution established under the Bureau of Indian Stundczrds 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 of BIS in writing. 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 : FAD 27(747).
Amendments Issued Since Publication
Amend No. Date of Issue Text Affected
BUREAU OF INDIAN STANDARDS
Headquarters :
Manak Bhavan, 9 Bahadur Shah Zafar Marg, New Delhi110002 Telegrams : Manaksanstha
Telephones : 323 01 31, 323 8575, 323 9402 (Common to all offices)
‘Regional Offices : Telephone
Central : Manak Bhavan, 9 Bahadur Shah Zafar Marg 3237617
NEW DELHI 110002 323 3841
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Printed at Printograph, New Delhi (INDIA).
|
4410_12.pdf
|
1s 4410 ( Part 12 ) : 1993
w&T WFrT
Indian Standard
GLOSSARY OF TERMS RELATING TO
RIVER VALLEY PROJECTS
PART 12 DIVERSION WORKS
( First Revision )
UDC 001.4 : 627.81 : 627.80
Q BLS 1993
BUREAU OF INDIAN STANDARDS
MANAK BHAVAN, 9 BAHADUR SHAH ZAFAR MARG
NEW DELHI 110002
Jury 1993 Price Group3
-Terminology Relating to River Valley Projects Sectional Committee, RVD 2
FOREWORD
This Indian Standard was adopted by the Bureau of Indian Standards, after the draft finalized by the
Terminology Relating to River Valley Projects Sectional Committee had been approved by the River
Valley Division Council.
A large number of Indian Standards have already been printed covering various aspects of river valley
projects and some more similar standards are in the process of formulation. These standards include
technical terms, and precise definitions for these are required for avoiding ambiguity in their interpreta-
tion. To achieve this aim, the terminology relating to River Valley Projects Sectional Committee is
bringing out Indian Standard Glossary of terms relating to river valley projects ( IS 4410 ), being
published in parts. This part 12 contains definitions of terms relating to temporary diversion works.
The revision of this standard was first published in 1973. The present revision of the standard has been
taken up in the light of the experience gained during the last 20 years in the use of this standard. In
this revision, additional terms have been added besides modifying some of the terms so as to bring them
in line with latest technology. Some of the terms not concerning this subject have been transferred
to the relevant parts.
In the formulation of this standard due weightage has been given to international co-ordination among
the standards and practices prevailing in different countries. This has been met by deriving considerable
assistance from ‘ Multilingual technical dictionary on irrigation and drainage ‘, published by Interna-
tional Commission on Irrigation and Drainage ( ICID ) and other sources.IS 4410 ( Part 12 ) : 1993
.
Indian Standard
GLOSSARY OFTERMSRELATINGTO
RIVER VALLEYPROJECTS
PART 12 DIVERSION WORKS
First Revision)
(
1 SCOPE 2.6 Backwater Curve
This standard ( Part 12 ) covers the definitions The upstream longitudinal profile of the surface
of terms relating to temporary diversion works. of water in a stream or a conduit from a point
where such water surface is raised above its
2 GENERAL TERMS
normal level by a diversion structure.
2.1 Abutment
2.7 Baffle Piers/Baffle Blocks or Friction Blocks
a) It is a wall constructed by the side of the
waterway of diversion structures to: Ol&truction set in path of high velocity water
flow constructed for the purpose of energy
1) retain the backfill,
dissipation or for controlling the position of
2) protect the banks from erosion, hydraulic jump in a stilling basin.
3) support the load from superstructure,
2.8 Barrage
and
4) confine the flow to the desired water- A structure built across a river, for diverting
way at the structure. water into a canal or for providing a small
storage pond. It comprises a series of gates
b) The well defined bank on either side of‘
for regula.ting the river flow and water level,
the river flow particularly in a deep
while keeping the afflux during floods within,
gorge is called the abutment of a river.
acctiptable limits. The structure may or may not
have a raised sill. It is constructed to regulate
2.2 A@lux
the water-surface level and to divert the water
The rise of water level above its orlginal level flow from upstream of the gates.
upstream of the diversion structure, in a channel
or river. 2.9 Bed Sill
2.3 Afflux Bund A sill in a river or canal the crest over which is
at or very close to the normal bed of the river or
An embankment or dyke designed to ensure that
t.he canal.
the structure is not outflanked during flood
flows. In some cases, it also acts as an embank-
2.10 Bay
ment to prevent flooding to the country side
due to an afflux.
One of the main divisions of a diversion struc-
ture such as spillway, undersluice or regulator
2.4 Apron
between two piers or a pier and abutment or a
A protective layer of stone of concrete block or pier and a divide wall.
other material, extending out from a structure
on or extending beyond the toe on the bed of a 2.11 Blanket
channel, or situated at some other location in the
Relatively thin layer of material covering
bed of a channel, laid in order to prevent
material of a different properties.
erosion.
2.5 Aggradation of River Bed 2.12 Breaching Section
A general increase in the bed level of a rive] A low earth bund or dyke built acrossa saddle
ever a sufficiently long length. This is caused. in the rim of the reservoir/different body of then
either due to increase in sediment load, decress:: dam, intended and designed to be washed out
in water discharge or reduction in the energy when the water reaches a predetermined’
slope in a stream, which is otherwise in elevation it i$ also called fuse plug spillway or
equilibrium. emergency spillway.
1IS 4410 ( Part 12 ) : 1993
2.13 Boulder Stage of River 2.22 Concentration Factor
The reach of a river characterised by steep bed The factor by which the discharge per unit
slope and a bed comprising a mixture of boulder, length of a barrage weir ( assuming uniform
shingle, gravel and sand. distribution ) is required to be increased for
purposes of design, to allow for higher concen-
2.14 Caisson
tration of discharge in some parts of the
A chamber usually sunk by excavation within it structure.
for the purpose of gaining access under water to
2.23 Cut Offs
the desired foundation level.
A wall or diaphragm of concrete or steel, or a
2.15 Chute trench filled with impervious soil or a grout
Pipe, flume or open lined channel with a free curtain extending into the foundation of a
surface flow. structure and providing a water tight anchor to
the overlying structure. ‘Its purpose is the
2 .I6 Contracted Weir prevention or reduction of passage of water
A weir with its length less than the width of the under the structure and foundation material or
approach channel, and which is used to give a through the upper layers of the foundation
greater head for relatively low discharges in material.
wide channels.
2.24 Differential Head
2.17 Crest The difference in water level between the
The line or area defining the top of a dyke upstream and downstream of a structure or the
embankment or weir. difference in water level on either side of a pier
or divide wall.
2.18 Crib Dam
2.25 Diversion Ratio
A type of construction consisting of pieces of
timber or other suitable material fixed together The ratio of the diverted flow to the normal
to form bays or cells called crib which are filled stream flow.
with stone or other suitable materials.
2.26 Diversion Work or Diversion Structure or
2.19 Closing Dyke Head Works
A structure built across the branch channel of a A collective term for all works required on the
river in order to stop or reduce the flow river or channel to divert, control or regulate
entering that channel or separate dead branch the water level or water supplies in the river/
from the main channel. channels or offtaking canals.
2.20 Curtain Wall, Cut-Off Wall 2.27 Divide Wall, Divide Groyne, Division Wall
or Dividing Wall
A wall-like structure, of masonry, plain or
reinforced cement concrete or sheet pile, under A wall or groyne constructed normally at right
the floor of a hydraulic structure with the angles to the axis of the weir or barrage extend-
object of: ing well beyond the main structure to separate
the under sluice bays/river sluice bays and
a) dividing the work into suitable compart-
barrage or weir bays for facilitating regulation.
ments,
b) to reduce the percolation of water 2.28 Design Flood
through permeable strata, Flood adopted for design purpose, which may
C>t o minimize the likelihood of undermin- be probable maximum flood or standard project
ing of the foundation by increasing the flood or a flood corresponding to some adopted
path of percolation and reducing the exit frequency of occurrence ( 50, 100, 200, 500
gradient, years, etc, ) depending on the standard of
security to be provided.
d) as a safeguard against erosion and under-
mining of the structures by scour, 2.29 Dewatering
e) to intercept permeable strata in the
Lowering the water table to facilitate construc-
foundation and/or, and
tion of the substructure in fairly dry condition
f) to increase the resistance of the structure and to prevent free flow of particles below the
against sliding. foundation.
2.21 Chute Blocks 2.30 Dominant Discharge
,Cement concrete blocks provided at suitable A hypothetical constant discharge flowing
spacing at the toe of the downstream glacis of a through an alluvial river which will produce the
structure for moderating the energy dissipation. same specific effect as is caused by a varying
2IS 4410 ( Part 12 ) : 1993
discharge flowing through the channel over a 2.41 Friction Block
period of years. The specific effect can be the
channel width, meander pattern, sediment load, Staggered R.C.C. blocks provided in the stilling
etc. basin for energy dissipation.
2.31 End Sill 2.42 Glacis
A vertical stepped, sloped or dentated wall, The sloping portion of the floor upstream and
constructed at the downstream end of a stilling downstream of the crest.
basin to help in dissipating residual energy and
to reduce the length of the stilling basin. 2.?.:veGauge-Discharge Curve/Stage Discharge
2.32 Erosion
The curve indicating the various level/stages of
The lowering and wearing away of the land
the river for different values of discharge at a
surface by weathering and removal of material
particular section.
by the action of wind, water or waves. The term
also includes the erosion of the bed or banks of
2.44 Guide Bank
a river or channel or associated structures.
A protective and training embankment cons-
2.33 Embayment
tructed at the side of weir/barrage, etc, to guide
A localized widening of a river or channel the flow through the waterway provided in the
brought about artificially or naturally by reces- structure.
sion or erosion of the bank.
2.45 Hydrograph
2.34 Exit Gradient
A graph showing the variation of gauge/river
The hydraulic gradient at the point where the stage, discharge velocity, sediment concentra-
seepage streamlines emerge at the end of an tion or sediment discharge or some other feature
impervious apron. of flowing water with respect to time at a given
place.
2.35 Flank Walls
2.46 Intake
Retaining wall in continuation of abutments
both upstream and downstream. A structure to admit, control and regulate water
supplies directly from source. Intakes may also
‘2.36 Flared Wall
be uncontrolled.
Retaining wall with its profile gradually chang-
2.47 Hydraulic Gradient
ing from one slope to another as required.
Flared walls may be straight or curved. The slope of the line of piezometric head ( that
is sum of the pressure and elevation heads ) at
2.37 Filter/Filter Bed
any point in the flow path.
A layer or combination of layers of graded
2.48 Lining
pervious materials designed and placed in such a
manner as to provide drainage yet prevent the A protective covering ( over entire or portion of
removal of soil particles by the seepage water, the perimeter ) of a water conductor system or
water currents or wave action. reservoir to reduce seepage losses, to withstand
pressure, to reduce and prevent erosion and
2.38 Flexible Apron, Talus or Placed Riprap
improve conditions of flow.
A protection at the downstream or upstream 2.49 Looseness Factor
end of a weir, fall, etc, consisting of blocks of
concrete or masonry or stones or stones in/wire The ratio of the overall waterway of a weir/
crates ( gabions ). This is also referred to as a barrage actually provided to the regime width of
loose apron. a river or channel at the design flood computed
theoretically by using Lacey’s theory.
2.39 Free Board
2.50 Nappe
The vertical distance between a specified water
surface and the top of the non overflow section A sheet of water overflowing a weir, fall, etc.
of a structure or embankment. The nappe has upper and lower surfaces.
2.40 Fish Ladder/Lock 2.51 Pitching
Device provided in the diversion structure to A protective covering of material on the earthen
facilitate the migration of fish from upstream to surface slope ( side pitching ) and beds ( bed
downstream or vice versa. pitching ) of rivers or cannels.
3IS 44PO ( Part 12 ) : 1993
2.52 Pier 2.60 Slope Protection
COZ;CK:ZO Tm asonry structures constructed over Riprap, concrete blocks, brush or other
the crest or floor of a structure supporting loads material laid for protection of the sloping part
transmitted by the superstructure like bridge of an embankment or levee to prevent erosion,.
decking, gates and transmitted by the super- slipping or caving.
structure like bridge decking, gates and hoist
2.61 Sludging
operating mechanism. Sometimes loading piers
are used on the downstream floor of a structure
a) Flowing of mud, or
to counteract uplift pressure.
b) The process of filling the crevices left in
2.53 Pond Level the dried clay of an embankment with
sludge.
The level of water immediately upstream of a
structure required to facilitate withdrawal into
2.62 Staunching Wall
the canal or fo:- any other purpose.
A transverse wall projecting from an abutment
2.54 Riprap into the embankment acting as cut off and to
intercept seepage.
Broken stone dumped or placed on the surface
and the slopes of embankments for protection 2.63 Stembank or Shank
against the action of flowing water, wave wash
Embankment connecting a groyne head to the
and heavy rain.
river bank or marginal bund.
2.55 Revetment
2.64 Stilling Basin
A protective surface of pitching, concrete A short reach of paved channel to which a
blocks or matresses placed on the bottom or hydraulic jump, used for energy dissipation in
banks of a river to prevent or minimize erosion. hydraulic structures, is usually confined either
partly or enttrely.
2.56 Retrogression/Degradation
2.65 Stone Mesh
A general decrease in the bed level of the river
or a channel over a sufficiently long length A type of construction in which shingle, small
downstream of a structure. It may be caused by boulders, or other form of stone, is held toge-.
a decrease in sediment load, increase in discharge ther by a wrapping of wire mesh, to give a
or increase in the energy slope. heavy but more or less flexible structure used in
various forms as groynes, aprons, low weirs, etc.
2.57 River Sluices Rounded stone is usually preferable to increase
flexibility.
A set of sluices similar to the undersluices
located in between the undersluices and spillway 2.66 Stone Reserve
bays and separated from them by means of divide
A quantity of stone kept as reserve on guide
walls usually provided for still pond operation.
banks, spurs or groynes for emergency use to
prevent deep scour occurring and endangering
2.58 Seepage
the safety of the structure.
Movement of water through pores and inter-
2.67 Silt Excluder
stices of unsaturated packed soil material into or
out of a surface or subsurface body of water, A device constructed for the purpose of
such as river, canal, reservoir, etc. preventing entry of excess sediment.
2.59 Sill 2.68 Stoplogs
a) A structure built under water across deep Fabricated structural steel or wooden units or
pools of a river course for counteracting simple logs, planks, concrete slabs, etc, utilised
the tendency to excessive scour. for temporary closure of an opening for passage
of water like anv bay of the barrage or regula-
b) A structure built at the outlet of a tor in order to faiilitate repairs of the gates and
channel where certain minimum depth of
other components of the bay.
flow is to be maintained in the channel,
or a structure built at the head of a 2.69 Toe Protection
channel to prevent flow entering the
Loose stones wire crates or concrete blocks laid
channel until the main river stage reaches
or dumped at the toe of an embankment,
the crest of the structure.
groyne, etc, or masonry or concrete wall built
C) The invert of a gate or sluice opening. at the junction of the slope of pitching and the
4JS 4410 ( Part 12 ) : 1993
bed in channels or at extremities of hydraulic defined rives channel towards the canal head
structures to counteract erosion. regulator, to scour the silt deposlted on the
river bed in the pocket upstream of canal head
2.70 Toe-Wall regulator or to pass winter freshness and
low
floods without dropping the weir shutters.
A shallow wall constructed below the bed or
floor level to provide footing for the slop:d
2.74 Weep Holes
pitching or the face of an embankment.
Opening provided in walls, return walls, aprons.
2.71 Training Wall linings, foundations, etc, to permit dramage and
reduce pressure.
A structure built along or connected to the bank
of a river substantially along the direction of
2.75 Weir or Anicut
flow, for example, an extension to a flank wall,
intended to direct fast flow from a sluice or An ungated barrier across a stream or a river
spillway away from erodible banks of a river 01 for the purpose of:
canal.
a) measuring its discharge, or
2.72 Trash Rack b) raising, controlling and maintaining the
water level, and/or,
A grid or screen made of steelbars. installed in
front of the entrance to intakes, dam outlets, c) diverting part or all the water from the
etc, to prevent entry of floating materials, stream/river into a canal or conduit.
debris, ice, etc. The size of t.he screen opening
2.76 Wing Walls
depends upon the maximum size or debris, etc.
required to be excluded. Walls joining the abutment of a structure to
earth dyke or the banks to retain and protect the
2.73 Under Sluices
earth fill behind and provide a longer path of
The under sluices are bays in continuation of percolation around the end of a structure or for
the weir with a crest at lower level on the same improving the flow conditions upstream and
side as the canal to maintain a clear and well downstream of the controlling section._^ _.-..__--.--- -
Standard Mark
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Comments on this Indian Standard may be sent to BIS giving the following reference:
Dot : No. RVD 2 ( 26 )
Amendments Issued Since Publication
Amend No. Date of Issue Text Affected
BUREAU OF INDIAN STANDARDS
Headquarters:
Manak Bhavan, 9 Bahadur Shah Zafar Marg, New Delhi 110002 Telegrams : Manaksanstha
Telephones : 331 01 31,331 13 75 ( Common to all offices )
Regional Offices a Telephone
Central : Manak Bhavan, 9 Bahadur Shah Zafar Marg 331 01 31
NEW DELHI 110002 I 331 13 75
Eastern : l/14 C. I. T. Scheme VII M, V. I. P. Road, Maniktola 37 84 99, 37 85 61
CAIAXTTA 700054 1 37 86 26, 37 86 62
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Printed at New India Printing Press. Khurja. lndla
|
1706.pdf
|
IS : 1706:-1 972
(Redliied 193)
Indian Standard
METHOD FOR DETERMINUION OF
RESISTANCE TO WEAR BY ABRASION
OF NATURAL BUILDING STONES
(First Revision )
Second Reprint JANUARY 1999
UDC 691.21:620.178.162.44
‘0 Copyright 1972
BUREAU OF INDIAN STANDARDS
MANAK BHAVAN, 9 BAHADUR SHAH ZAFAR MARG
NEW DELHI 110002
G-2 September 197 2IS:1706-1972
Indian Standard
METHOD FOR DETERMINATION OF
RESISTANCE TO WEAR BY ABRASION
OF NATURAL BUILDING STONES
First Revision )
(
Stones Sectional Comnittee, BDC 6
Chairman Repesen ting
SHRI C. B. L. MATHUR Public Works Department, Government of Rajasthan
Membrrs
SHRI K. K. AGRAWALA Builders’ Association of India, Bombay
SHRI K. K. h%ADHOK ( ~hWate )
SHRI T. N. BHARGAVA hlinistry 01 Parliamentary Affairs, Shipping &
Transport ( Roads Wing)
CHIEF ARCHITECT Central Public Works Department
SHRI G. C. DAS National Test House, Calcutta
SHRI P. R. DAS (Alternate)
DEPUTY CHIEF ENGINEER( B & R ) Public Works Department, Government bf Kerala
DR M. P. DHIR Central Road Research Institute (CSIR ), New
Delhi
SHRI R. L. NANDA ( ALtern&)
DIRECTOR ( CSMRS ) Central Water & Power Commission, New Delhi
DEPUTY DIRECTOR ( CSMRS ) ( Alternate )
SHRI M. K. GUPTA Himalayan T&s and Marble Pvt Ltd, Bombay
SHRI S. D. PATHAK ( Alternate )
DR IQBAL ALX Engineering Research Laboratory, Government of
Andhra Pradesh
SHRI A. B. LINGAM ( Alternate )
SHRI D. G. KADKADE Hindustan Construction Co Ltd, Bombay
SHRI V. B. DESAI ( Alternate )
SNRI T. R. MEHANDRIJ Institution of En,r_$neers( India), Calcutta
SHRI MOHINDERJITS INGII Stonco, New Delhi
SHRI PREM SWARUP Department of Geology & Mining, Government of
Uttar Pradesh
SI~RI A. K. AGARWAL ( Alternate)
DR A. V. R. RAO National Buildings Organization, New Delhi
DEPUTY DIRECTOR ( MATERIALS )
( Alternate )
SHRI M. L. SETHI Department of Geology & Mining, Government of
Rajasthan
&RI Y. N. DAVE ( Alternate )
LT-COL T. P. SHRIVASTAVA Directorate General Border Roxds, New Delhi
DR B. N. SINHA Geological Survey of India, Calcutta
( Continued on page 2 )
.
BUREAU OF INI)IAN STANDARDS
MAh!AK BHAVAN, 9 BNIADUR SI-INI &WAR MARC
NEW DELI11 110002I!3:1706-1972
(C ontinuedf rom jkzgc 1)
Members Representing
SUPERINTENDING EN G I N E E R Public Works Department, Government of Tamil
( DESIGNS AND MARINE Nadu
WORKS )
D~~trrv CHIEF ENGINEER ( I & D)
( Albrnule )
SUPERINTENDING E N G I N E e R Public Works Department, Government of Mysore
,,6%? . . :oG, Engineer-in-Chief’s Branch, Army Headquarters
( Ministry of Defence )
SHRI K. NSUBBA RAO ( Altcntarc )
SHRI D. AJITHA SIMHA, Director General, IS1 (Ex-ojfcio Member)
Director !. Civ Engg )
Secretary
SHRI K. M. MATHUR
Assistant <Director ( Civ Engg ), IS1IS : 1706- 1972
Indian Standard
METHOD FOR DETERMINATION OF
RESISTANCE TO WEAR BY ABRASION
OF NATURAL BUILDING STONES
( Fimt Revision )
0. FOREWORD
0.1 This Indian Standard (First Revision ) was adopted by the Indian
Standards Institution on 25 June 1972, after the draft finalized by the
Stones Sectional’ Committee had been approved by the Civil Engineering
Division Council.
0.2 Natural building stones used in steps, floorings and pavements of build-
ings are subject to heavy wear and friction. Their durability under such
circumstances can be ensured only when they have adequate hardness or
abrasive resistance. This standard gives a laboratory method for ascertain-
ing abrasive values of stones intended for such uses. This standard was
first published in 1960 and is being revised to include such abradants which
are indigenously available.
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 thr ‘ield
in this country.
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 offin accord-
ance with IS :.2-1960*. The number of significant places retained in the
rounded off value should be the same as that of the specified value
in this standard.
1. SCOPE
1.1 This standard lays down the procedure for determination of abrasion
resistance ( wear resistance ) of natural building stones.
*Rules for rounding off numerical values ( revised ).
.sIS : 1706 - 1972
2, TEST PIECES
2.1~ Test pieces shall be cub e specimens of size 7.06 cm, f 2 percent
( area of each face being 50 cm2 ) taken from the sample selected. The
specimens shall be obtained by saw cutting followed by finishing with
grinding wheels. The use of chisel and hammer shall be avoided. All
the faces of the specimen shall be made true and parallel by sakv cutting
and grinding.
2.2 Not less than two test pieces shall be used for conducting the test.
3. ABRADANT
3.1 The abradants for test shall be emery natural or emery synthetic, grit
size 80 and shall conform to IS : 3178-1965*. The minimum hardness
value shall be 8.
4. APPARATUS
4.1 Abrasion Testing Machine - The abrasion of specimens shall be
carried out in a machine conforming essentially to the requirements des-
cribed in Appendix A.
4.2 Measuring Instrument - A suitable instrument capable of measur-
ing to an accuracy of 0.01 mm shall be used for dctermiuing the change
in the thickness of the specimen after abrasion.
NOTE- The a?rangement for measurement of thickness with the instrument may be
as given in Fig. 1. Shoulders A and B are at right angles and the baqe C is machined
at top to an accuracy of 0.01 mm. The test specimen shall be placed on the base with
its wearing surface uppermost and sides in contact with the shoulders. The measuring
instrument (or dial gauge) shall be set up firmly so that the contactor slightly presses
on the surface of the specimen and the reading of the instrument taken. The position
of the dial gnugc and the setting of the contactor shall be the same during the subse-
quent measurement after abrasion.
5. TEST PROCEDURE
5.1 The specimens shall be dried at 110°C for 24 h and tllen weighed to
the nearest 0.1 g. The specimen after initial drying and weighing shall
be placed in the thickness measuring apparatus ( see 4-2 ) with its wearing
surface uppermost, and the reading of the measuring instrument taken.
The grinding path of the disc of the abrasion testing machine (see
Appendix A ) shall be evenly strclvn with 20 g of the abrasive powder.
The specimen shall then bc fixed in the holding device with the surface to
be ground faciilg the disc, and loaded at the centre with 30 kg. The
~_._____
*Specification for abrasive, emery grain.
4IS : 1706 - 1972
DIAL GAUGE-N
Fro. 1 ARRANGEMENT FOR MEASUREMENT OF THICKNESS
grinding disc shall then be put in motion at a speed of 30 rev/min. After
every 22 revolutions, the disc shall be stopped, the abraded stone powder
and the remainder of the abrasive powder shall be removed from the~disc
and fresh abrasive powder in quantities of 20 g applied each time. After
110 revolutions, the specimen shall be turned about the vertical axis
through an angle of 90” and then the test continued under the same condi-
tions until 220 revolutions have been completed altogether. The disc, the
abrasive powder and the specimen shall be kept dry throughout the
duration of the test. After the abrasion is over, the specimen shall be
reweighed to the nearest 0.1 g. It shall then be placed in the thickness-
measuring apparatus once again in the same manner and the reading taken
with the same position and setting of the dial gauge as for the measurement
before abrasion.
5.2 Determination of Wear - The wear shall be determined from the
difference in readings obtained by the measuring instrument before and
after the abrasion of the specimen. The value shall be checked up with
the average loss in thickness of the specimen obtained by the following
formula:
=I() F;xwI1) VI
t
1
where
t = average loss in thickness in mm,
WI = initial weig1.L in g of the specimen,
W, = final weight in g of the’abraded specimen,
V, = initial volume in cm3 of the specimen, and
A = surface area in cm2 of the specimen.
5IS : 1706 - 1972
5.3 The test shall be repeated on eaFh one of the six faces of each speri-
men. Thus not less than twelve values for abrasion kvill be obtained.
6. REPORT
6.1 The average of the abrasion values obtained in 5.3 shall be reported.
APPENDIX A
( Clauses 4.1 and 5.1 )
ESSENTIAL REQUIREMENTS OF THE ABRASION
TESTING MACHINE
A-l. GENERAL
A-l.1 The testing apparatus shall be a grinding device consisting essentially
of a horizontally fixed smooth grinding disc of about 750 mm diameter
rotating about a vertical axis and furnished with a replaceable grinding
path. The essential features are shown in Fig. 2.
STEEL LEVER
SGUARE FRAME
FOR CLAMPING
THE SPECIMEN
All dimensions in millimetres.
FIG. 2 GENERAL FEATURES OF ABRASION TESTING MACHINE
6IS : 1706- 1972
A-2. GRINDING PATH
A-2.1 Cast iron shall be used as material for the grinding path. Its
scaleroscope hardness shall lie between 30 and 50. This hardness shall be
ascertained at least 10 times on the rim and at several points in the grind-
ing path by means of a Shore’s scaleroscope with diamond hammer.
A-2.2 The grinding path shall be a 200-mm wide annular space on the
grinding disc between distances of 120 and 320 mm from the centre. The
grinding path shall be repaired and restored when it has worn out by more
than 0.5 mm after use or when the furrows formed in it exceed 0.2 mm in
depth. When the grinding path is restored, its hardness shall be deter-
mined afresh, when irreparable it shall be changed.
A-3. ROTATION OF DISC
A-3.1 The disc shall be driven at 30 -& 1 rev/ min. There shail be auto-
matic mechanisms for counting, indicating the revolutions of the disc and
for stopping the disc after every 22 revolutions. Such mechanisms shall be
checked for reliability prior to the test.
A-4. HOLDING DEVICE FOR TEST SPECIMEN
A-4.1 The holding device shall consist of an open square frame made of cast
iron or steel; it shall be of suitable height, with its lower edge about 5 mm
above the surface of the grinding disc and so positioned that ‘centrc of the
specimen is at a distance of 220 mm from the centrc of the disc. It shall
necessarily, but loosely, hold the specimen.
A-5. LOADING DEVICE
A-5.1 The loading may be applied directly or through a lever device. The
short arm of the lever shall be provided with a counterweight just to
balance the wejght of the iong arm and of the weighing disc, so that the
pressure stamp Just touches the specimen prior to the loading.
A-5.2 The lever shall move freely about the fulcrum without appreciable
friction. During test, the lever shall remain nearly parallel to the upper
surface of the disc. The connection of the pressure stamp to the lever shall
be through a self-aligning joint permitting free relative movement but at
the same time ensuring a central load on the specimen being tested,
A-5.3 Suitable loading weight shall be applied at the end of the long arm
of the lever SO that, as magnified by the leverage, a net load of 30 kg is
applied through the pressure stamp on to the specimen. The load shall be
applied with a permissible deviation of one percent. The accuracy of the
load shall be verified both by calculation and by measurement with suita-
ble instruments.
7BUREAU OF INDIAN STANDARDS
Headquarters
Manak~Bhavan, 9 Bahadur~Shah Zafar Marg, NEW DELHI 110002
Telephones: 323 0131,323 3375, 323 9402 Fax :+ 91 11 3234062,3239399, 3239382
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Central Laboratory : Telephone
Plot No. 20/9, Site IV, Sahibabad industrial Area, Sahibabad 201010 91-77 00 32
Regional Offices:
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*Eastern : l/l 4 CIT Scheme VII, V.I.P. Road, Kankurgachi, CALCUTTA 700054 337 86 62
Northern i SC0 335-336, Sector 34-A, CHANDIGARH 160022 60 38 43
Southern : C.I.T. Campus, IV Cross Road, CHENNAI 600113 23523 15
twestern : Manakalaya, E9, MIDC, Behind Marol Telephone Exchange, 832 92 95
Andheri (East), MUMBAI 400093
Branch Offices:
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SPeenya Industrial Area, 1 st Stage, Bangalore-Tumkur Road, 839 49 55
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E-52, Chitaranjan Marg, C- Scheme, JAIPUR 302001 37 38 79
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LUCKNOW 226005
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Patliputra Industrial Estate, PATNA 800013 26 28 08
)_
Institution of Engineers (India) Building 1332 Shivaji Nagar, PUNE 411005 32 36 35
‘Sahajanand House’ 3rd Floor, BhaMinagar Circle, 80 Feet Road, 26 85 86
RAJKOT 360002
T.C. No. 14/l 421, UniversityP. 0. Palayam, THIRUVANANTHAPURAM 695034 3272 15
*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 by Grover Printing Press,\New Delhi.
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1269_2.pdf
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.
IS1269(Part2):1997
Indian Standard
LEGAL METROLOGY - MATERIAL MEASURES OF
LENGTH
PART 2 STEEL TAPE MEASURES
0 BIS 1997
BUREAU OF INDIAN STANDARDS
MANAK BHAVAN, 9 BAHADUR SHAH ZAFAR MARG
NEW DELHI 110002
Akptember 1997 Price Group 3Commercial Weights and Measures Sectional Committee. LM 06
FOREWORD
This Indian Standard (Part 2) was adopted by the Bureau of Indian Standards after the draft finalized by the
Commercial Weights and Measures Sectional Committee had been approved by the Light Mechanical Engineering
Division Council.
This standard was first published as IS 1270: 1959 ‘Specification for metric, steel tape measures (winding) type‘
and was subsequently revised in 1965.
This standard was first published in 1964 and covered metric woven, metallic and glass fibre tape measures:
whereas steel tape measures were covered in IS 1270 : 1959 ‘Specification for metric, steel tape measures
(winding) type’ (subsequently revised in 1965). This revision has been brought out to merge the two standards
and to publish IS 1269 in two parts as follows:
Part 1 Woven metallic and glass fibre tape measures. and
Part 2 Steel tape measures.
After the publication of this standard, IS 1270: 1965 ‘Specification for metric, steel tape measures (winding)
type’ will be withdrawn.
This revision is based on the suggestions received from the Directorate of weights and Measures as a result
of practical application of the standard, more so as the Standards of Weights and Measures .4ct was revised
in 1976. The contents of this standard have also been harmonized with OIML Recommendation OIML
R-35 : 1977 ‘Material measures of length for general use’ issued by International Organization of Legal Metrology.
France. As a result of this harmonization, the following modifications have been introduced:
0 The definitions/terminology used in Legal Metrology have been included.
ii) The tape lengths covered in this standard are extended upto 200 meters nominal length. Tapes for
0.5 m, 1.5 m, 3 m, 4 m and 5 m denomination are included, considering the maximum use of these tapes
by the common consumer required for measurements in day-to-day applications.
iii) The material and construction of the tapes are defined in detail alongwith methods of testing and
checking.
iv) The graduation scale marking pattern on the tapes has been revised, to give more clarity and to avoid
any confusion while taking actual measurements. Marking clause has also been revised.
v) The values of maximum permissible errors for graduation marking on tapes are redefined and based
on the permissible errors; classification has been made into three accuracy classes.
For the purpose of deciding whether a particular requirement of this standard is complied with, the final value.
observed or calculated, expressing the result of a test, shall be rounded off in accordance with IS 2 : 1960
‘Rules for rounding off numerical values (revised)‘. The number of significant places retained in the rounded
off value should be the same as that of the specified value in ltiis standard.IS 1269 ( Part 2 ) : 1997
Indian Standard
LEGAL METROLOGY - MATERIAL MEASURES OF
LENGTH
PART 2 STEEL TAPE MEASURES
1 SCOPE 2.3 Supplementary Devices
1.1 This Indian Standard ( Part 2 ) covers the
Supplementary devices for length measure. such as
requirements for steel tape measures which are used
one or more fixed or movable hooks. rings. handles.
for measurements where the use of rigid length
tips, winding devices and verniers. are intended to
measures is not convenient or practicable.
facilitate and extend the utility of the measure.
2 TERMINOLOGY
3 NOMINAL LENGTH
For the purpose of this standard, following definitions/
3.1 The steel tape measures shall be made in nominal
terminologies shall apply.
lengths of 0.5 m, lm, 2m. 3m, 4m or 5 m or an integral
2.1 Material measures of length multiple of 5 m provided that the maximum nominal
length shall not exceed 200 m.
The length measures covered by this standard are
material measures with scale marks, the distances
NOTE - The nominal length of a steel tape mea.sure is
between which are indicated in legal units of length. the distance at the reference temperature. between the inrtial
and terminal graduation lines, when the tape measure IS
2.1.1 Nominal length
stretched. without friction, on a horizontal plane surface.
under a tension of 50 Newtons. The length so measured
The nominal length of a length measure is the total
shall be equal within the limits of maximum permissible
value of the material length of that measure. and by
errors, to the nominal length of the tape measure.
which it is designated.
4 MATERIAL
2.1.2 Principal Scale Marks
4.1 Length measure and the supplementary devices
The principal scale marks are the two marks. the
shall be made from suitable steels or stainless steel
distance between which represents the nominal length
which are sufficiently durable, stable and resistant
of the measure under reference condition.
to environmental influences under normal conditions
2.2 Types of Measures of use.
2.2.1 End Measure 4.2 During normal use at temperature not deviating
by more than VC above or below the reference
An end measure is one that has principal scale marks
temperature, variations in length shall not exceed the
corresponding to the two end surfaces or edges of
maximum permissible errors.
the measure.
2.2.2 Line Measure 4.2.1 For measures to be used under a specified
tension, a variation of -110 percent in tension shall
A line measure is one that has principal scale marks
not produce a variation in length exceeding the
represented by two lines, holes, or marks. maximum permissible error.
2.2.3 Cotttposite Measure
5 CONSTRUCTION
A composite measure is one that has principal scale
5.1 Length measures and their supplementary devices
marks which are, respectively, an end surface or edge
shall be robustly constructed and well finished (see
and a line. hole or mark.
Fig. 1 to 5).
1IS 1269 ( Part 2 ) : 1997
FIG. 1 END OF MEASIJKE.
2100 mm
FIG. 2 MEAS~JRE WITH ZERO AWAY FROM KING
5x10”
1x10"
I I I I I I I II I I
29 30 31 3 5 36 37 38 39 4 0 51
32 33 34
I I I I I 50
I I I I I
l ’ n
9 30 5
1 2 3 4 6 7 8
I I I
I I I ,I I I I
I I I I
Fro. 3 GRADUATION LINES AND NIIMRFRING
5.2 The cross Section of the length measure shall be NOTE- It IS recommended for guidance ofmanutb~turer~
such that under nominal conditions of use. and users that length measures mav have a width ot’n~~l
measurements can be made with the degree of accuracy less than 5 mm and a maximum thickness ot‘O.4 mm
required for the accuracy class, to which the measure 5.3 The steel tape measure shall be so made tbar
in question belongs. when it is stretched on a plane surface. the edges arc
practically straight and parallel.
21s 126Y ( Part 2 ) : lYY7
Fro. 4 MEASIJKEC OMMEN(YNW(; ITH %I.KO
FIG. 5 LONG MEASUREO F STEELA ND CONTAINER
5.4 The surfaces forming the two principal scale marks being wound into suitable container or other winding
( end surfaces ) of end measures shall be flat. These device of robust construction and made of metal.
end surfaces and the lines shall be perpendicular to plastic, leather or other suitable material(see Fig. 5).
the longitudinal axis of the measure.
5.7 The winding devices shall be so designed that
5.5 All the zero end tape measures shall be provided. they do not cause any inaccuracy or permanent
with aring or other device for facilitating withdrawal. deformation in the tape.
The ring or other device, when provided shall be
5.8 The edges of tape measures shall be slightl!
fastened to the tape measure by a metal strip of the
rounded.
same width as the tape (see Fig. 2 and 5).
5.9 The tape measure shall be provided with a I-W
5.6 The winding tape measure shall be capable of proof coating and shall be free from burrs.
3IS 1269 ( Part 2 ) : 1997
6 GRADUATIONS a) The graduation lines at every 10 mm shall
be marked in such a manner that there is
6.1 Graduated scales shall be clear, regular, indelible,
no confusion between the 100 mm graduation
and carried out in such a way that reading is definite.
lines and the millimetre or 5 mm graduation
easy and unambiguous (see Fig. 3).
lines.
6.2 The value of the scale division shall take the b) In the case of tape measures graduated at e\‘ev
form 1 x lo”, 2x10” or 5~ 10” metres where the 5 mm or 10 mm, not less than the first 100
exponent ‘n’ is a positive or negative whole number mm shall be subdivided into millimetres.
or zero.
6.8 In the case of tape measures of nominal length
The value of the scale division shall not exceed: above 5 m. every graduation line at 50 mm shall ha1.e
the same length as the graduation line at 10 mm but
- 1 cm for measures with a nominal length not may have an arrow at its end. This requirement shall
greater than 2 m, not apply to tape measures graduated at ever!
- 10 cm if the nominal length is greater than millimetre.
2 m and less than 10 m,
6.9 The thickness of the graduation lines shall not
- 20 cm if the nominal length is equal to or exceed the following limits:
greater than 10 m and less than 50 m,
‘0.4 mm in the case of Class I and Class II tape
- 50 cm if nominal length is equal to or greater measures. and 0.5 mm in the case of Class III tape
than 50 m. measures’.
6.3 Graduation lines shall be reasonably straight, 6.10 In the case of tape measures of nominal length
perpendicular to the longitudinal axis of the tape 0.5 m to 5 m. the graduation lines may have a length
measure and of uniform thickness and size throughout between one fourth and full width of the tape. depending
the length. upon convenience. In the case of tape measures of
nominal length above 5 m. the length ofthe graduation
6.3.1 Graduation lines shall be so made that they
lines may be as follows:
form a clear and distinct scale and that their thickness
shall not cause any inaccuracy in reading. a) for millimetre graduation lines. about onc-
’ third of the width of the tape:
6.3.2 The tape measure shall be graduated only in
b) for 5 millimetre graduation lines, about half
metric units and graduations or other indications
the width of the tape:
showing or relating to units other than metric units
shall not be made on any surface of the tape measure. c) for 10 millimetre graduation lines. about two-
thirds the width of the tape: and
6.4 Tape measures above 5 m to 200 m shall be
d) for 100 millimetre graduation lines and for
graduated only on one side. Tape measures of 0.5 m
metre graduation lines as well as for the zero
to 5 m may be graduated on both sides (only metric
graduation lines, equal to the width of the
scale ).
tape.
6.5 The graduation lines, numbers and other markings
7 NUMBERING
shall be either in relief, engraved, typographically
printed or made in any other suitable manner. 7.1 General Requirements
6.6 The zero of the scale may be located at the outer 7.1.1 The numerals shall be indicated clearl!.
or inner edge of the ring or other device, or may also uniformly and indelibly and shall be easily and
be located on the tape measure itself, at a length equal unambiguously legible.
to or greater than: 7.1.2 The position, dimension, shape, colour and
contrast of the numerals shall be suitable for the scale
a) 50 mm from the outer end of the ring or other
and the graduation lines to which they relate.
device, in the case of tape measures of
nominal length 0.5 m to 5 m, and 7.1.3 The numerals shall be marked parallel to or
perpendicular to the axis of the tape measure depending
b) 100 mm from the outer end of the ring or
upon the intended manner of use of the measure.
other device, in the case of tape measures
of nominal lengths above 5 m. 7.2 The following graduation lines shall be numbered:
6.7 Tape measures of denominations 0.5 m to 5 m 10 mm, for tape measures of nominal length 0.5 to
may be graduated throughout at every millimetre, every 5 m. and 100 mm. for tape measures of nominal length
5 millimetres or every 10 millimetres: exceeding 5 m.
4IS 1269 ( Part 2 ) : 1YY7
7.3 The metre graduation lines shall be numbered 8.1.2 The maximum permissible positive or negati\,c
and accompanied by the symbol ‘m’. error in the length ‘i’ between the centre Ilnes of
two consecutive scale marks. and the maxlmnm
NOTE -The abbreviation may be indicated in the regional
script. permissible difference between lengths ‘il. and ‘12’
for two consecutive intervals, are specified in the
7.4 In the case of tape measures of nominal length following table for each accuracy class.
of 0.5 m to 5 m, the height of the numerals shall be
such as would facilitate the reading of the measurement Lenglh ‘i‘ of l~ler-vat ,A4aximunr Permrxrihle Etw~r (II
without ambiguity, in Question D(fferenrr in .\/rilinw/w.~ for
A ccurwc_v ( ‘Iavs
7.5 In the case of tape measures of nominal length
I II III
5 m and above, after the graduation line at one metre,
every graduation line at 100 mm may be marked with i 5 I nlw 0.1 0.2 0 3
an additional numeral, indicating the completed number I mm < I 2 I cm 0.2 OJ 0 6
of metres. The numeral. if provided, may be located 1 cm < i 5 1 dm 0.3 0 5 0 I)
just above, below or in line with the numeral of the
100 mm graduation line. The height of this numeral 8.2 Maximum Permissible Error for
may be approximately half the height of the numerals Measures in Service
indicating 100 mm.
The maximum permissible error for measures 111
7.6 In the case of tape measures of nominal length service is equal to twice the maximum permissible
5 m and above the height ofthe numerals, except those error at the time of initial verification. as specified
given in 7.5 may be: in 8.1.
a) about l/3 of the width of the tape. for 8.3 Reference Conditions
10 mm graduation lines,
Maximum permissible errors arc subject to the
b) about l/2 of the width of the tape, for
following rcfcrence conditions.
100 mm graduation lines, and
c> 8.3.1 The reference temperature is normally 27 “C.
about 213 of the width of the tape, for metre
Under esceptional circumstances. other reference
graduation lines
temperatures ma!’ be used in certain specific
7.7 If tapes of 0.5 m to 5 m are contained in special applications.
container, such container may be marked with its
8.3.2 During tests. length measures for which a tensldn
dimension: for example, 50 mm, to facilitate
is specified shall be supported with negligible li-ictlon
measurement of internal dimensions (see Fig. 5).
on a horizontal surface over the total length under
8 ACCURACY CLASSES AND MAXIMUM test and shall be stretched out b!, the tension indicated
PERMISSIBLE ERRORS on the measure.
8.1 Maximum Permissible Error at Initial 8.4 Steel tape measures of nominal length 0.5 1111 0
Verification 5 III shall belong to accuracy class I or Class II.
8.1.1 At the time of initial verification the maximum 8.5 Tape measures of nominal length above 5 tn to
permissible error, under reference conditions and for 200 m shall belong to accurac!’ Class I. Class II or
a length demarcated by any two scale marks, is given Class III.
by accuracy class by the following formulae:
Y WINDING DEVICE
Class I - Maximum permissible error equals
9.1 Automatic Winding Device
( 0.1 + 0.1 L ) mm positive or
negative,
Class II - Maximum permissible error equals
The winding dtxice shall be of substantial constructloll
( 0.3 + 0.2 L ) mm positive or
and shall be such that when the tape is withdra\\ 11b !
negative,
hand to any point up to the limit of its measuring
Class III - Maximum permissible error equals capacity, it shall bold at the length withdrawn and shall
( 0.6 + 0.4 L ) mm positive or .be capable of being easily rewound.
negative,
9.1.2 (‘a.%?
where. ‘L’ is the value of the length in question.
expressed in metres and rounded up to the nearest The case shall be ofcorrosion resisting metal. sulcablc
integral number of metres. plastic material or of a metal with a non-corrosi\c
5IS 1269 ( Part 2 ) : 1997
finish and shall not be less than 0.50 mm thick. It 9.3.1 In addition. in the case of tape measures provided
shall be well-made, smooth finished, with edges and with hand-winding arrangement. the following tesl
corners rounded off. shall be applied:
9.2 Hand Winding Device -Pull out approximately half the length of the tape
from the case. Give the tape a short. quick pull b!
9.2.1 Handle hand. with the case hanging freely, so as to release
approximately one metre of the tape. Immediatcl!
The handle for the winding device shall be suitable
after movement of the hand has ceased. the reel shall
for winding the tape on the reel and shall revolve freely
not cotinue to rotate or oscillate. Rewind the tape to
without end or side play or stiffness. It shall fold
its full limit within the case and crank: snap the crank
against the reel, and shall have a crank length of not
handle shut. There shall be no looseness in the reel
less than 25 mm.
which will permit an unwinding of the tape..
9.2.2 Reel
10 MARKING
The reel, winding drum and its mechanism shall be 10.1 Each tape measure shall be legibly and indelibl!
of robust construction. The reel shall rotate freely. marked with the following:
The winding drum of the reel shall be provided with
i) nominal length in metres:
a frictional device suitable for preventing spin of the
drum and to reduce the back-lash of the tape to a ii) an indication of the location of zero of the
minimum. scale:
iii) the manufacturer’s name or trade-mark or
9.2.3 Case
both: and
Unless otherwise specified by the purchaser, tapes
iv) class of accuracy: I, II or III (in an o\.al)
of denominations 10, 15, 20, 30, 50 and 200 metres
shall be supplied in a case, made of leather or 10.2 Advertising inscriptions, if made shall be carried
corrosion-resisting metal or a metal with a corrosion- out in such a manner that they do not intrude in an!
resisting finish fitted with a winding device. way with the use of the tape measure.
9.2.3.1 If it is not wholly made of leather, the case 10.3 BIS Certification Marking
shall be not less than 1.2 mm thick. If the case is
The steel tape measures may also be marked with
wholly made of leather, the thickness of the leather
the Standard Mark.
used shall be at least 3 mm.
10.3.1 The use of the Standard Mark is governed b!
9.2.3.2 If metal case is used, it shall be covered with
the provisions of Bureau of Indian Standard..v . Icr.
a suitable leather, plastic or leather-cloth as may be
1986 and the Rules and Regulations made thereunder.
specified by the purchaser.
The details of conditions under which the licence for
the use of Standard Mark may be granted to
9.2.3.3 The opening in the case for the tape shall be
manufacturers or producers may be obtained from
provided with a durable eye and with rollers for bearing
the Bureau of Indian Standards.
on each side of the opening.
11 POSITION FOR STAMPING
9.3 When the tape is supported at the reel and a
100-N load is applied at the free-end for five minutes, 11.1 Provision shall be made at the beginning of the
the tape shall not get loosened from the reel. tape for affixing the inspector’s stampBureau of Indian Standards
BIS is a statutory institution established under the Bureau oj’hdian Standards Act, 1986 to promote harmonious
development of the activities of standardization, marking and quality certification of goods and attending to
connected matters in the country.
Copyright
BIS has the copyright of all its publications. No part of these publications may be reproduced in any form without
the prior permission in writing of BIS. This does not preclude the free use, in the course of implementing the
standard, of necessary details, such as symbols and sizes, type or grade designations. Enquiries relating to
copyright be addressed to the Director (Publications), BIS.
Review of Indian Standards
Amendments are issued. to standards as the need arises on the basis of comments. Standards are also reviewed
periodically; a standard along with amendments is reaffirmed when such review indicates that no changes are
needed; if the review indicates that changes are needed, it is taken up for revision. Users of Indian Standards
should ascertain that they are in possession of the latest amendments or edition by referring to the latest issue
of ‘BIS Handbook’ and ‘Standards : Monthly Additions’.
This Indian Standard has been developed from Dot : No. LM 06 ( 028 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 3233841
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
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60 20 25
Southern : C. I. T.‘Campus, IV Cross Road, CHENNAI 600113 23502 16,2350442
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Printed at New India Printing Press, Khujs, India
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3495_1t4.pdf
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IS 3495 ( Parts 1 to 4 ) : 1992
Itldian Standard
METHODS OF TESTS OF BURNT CLAY
BUILDING BRICKS
PART 1 DETERMINATION OF COMPRESSIVE STRENGTH
PART 2 DETERMINATION OF WATER ABSORPTION
PART 3 DETERMINATION OF EFFLORESCENCE
PART 4 DETERMINATION OF WARPAGE
Third Revision )
(
Third Reprint OCTOBER1998
UDC 666 712 * 620’1
0 BIS 1991
BUREAU OF INDIAN STANDARDS
MANAK BHAVAN. 9 BAHADUR SHAH ZAFAR MARG
NEW DELHI 110002
hfuy 1992
Price Group 4Clay Products for Buildings Sectional Committee, CED 30
FOREWORD
This Indian Standard ( Parts 1 to 4 ) ( Third Revision ) was adopted by the Bureau of Indian
Standards, after the draft finalized by the Clay Products for Buildings Sectional Committee had been
approved by the Civil Engineering Division Council.
This standard covering methods of tests was first published in 1966 and subsequently revised in 1973
and 1976. This revision has been prepared so as to bring in line with the latest Indian Standards
on bricks. Opportunity has also been taken to up-to-date the contents.
In reporting the results of a test made in accordance with this standard, if the final value, observed
or calculated, is to be rounded ofT, it shall be done in accordance with 1S 2 : 1960 ‘Rules for
rounding off numerical values ( revised >‘.IS 3495 ( Part 1) : 1992
Indian Standard
METHODS OF TESTS OF BURNT CLAY
BUILDING BRICKS
PART 1 DETERMINATION OF COMPRESSWE STRENGTH
Third Revision )
(
1 SCOPE further increase in the indicator reading on the
testing machine.
1.1 This standard ( Part 1 ) covers the method of
determination of compressive strength of burnt NOTE - In place of plywood sheets plaster of Paris
clay building bricks. may be used to ensure a uniform surface for
application of load.
2 REFERENCE
4.1.4 Report
2.1 The hdian Standard IS 5454 : 1976 ‘Method
The report shall be as given below:
for sampling of clay building bricks ( firsr
revision )’ is a necessary adjunct to this standard.
Compressive strength in N/mm2
3 GENERAL ( kgf,cm2) = Maximum load at failure in N(kgf)
Average area of the bed faces in
3.1 The dimensions shall be measured to the
mm2 ( cm2 )
nearest 1 mm.
3.2 All apparatus and testing equipment shall be 4.1.4.1 The average of results shall be reported.
calibrated at frequent intervals.
4.2 For Perforated Bricks
3.3 The number of specimens for the test shall be
selected according to IS 5454 : 1976. 4.2.1 Apparatus
4 METHODS See 4.1.1.
4.1 For Solid Bricks
4.2.2 Preconditioning
4.1.1 Apparatus
Immerse the specimen in water at room tempe-
A compression testing machine, the compression rature for 24 hours. Remove the specimen from
plate of which shall have a ball seating in the water and drain out any surplus water. No
form of portion of a sphere the centre of which mortar shall be filled in perforations and no
coincides with the centre of the plate, shall be mortar capping shall be provided.
used.
4.2.3 Procedure
4.1.2 Preconditioning
Place the perforated faces of the brick between
Remove unevenness observed in the bed faces to two 3-ply plywood sheets each of 3 mm thickness
provide two smooth and parallel faces by grinding. and carefully centred between the plates of the
Immerse in water at room temperature for 21 testing machine. Apply the load axially at
hours. Remove the specimen and drain out any uniform rate of 14 N/mm2 ( 140 kgf/cma ) per
surplus moisture at room temperature. Fill the minute till the failure occurs and note the
frog ( where provided ) and all voids in the bed maximum load at failure. The load at failure
face flush with cement mortar ( 1 cement, clean shall be the maximum load at which the specimen
coarse sand of grade 3 mm and down ). Store fails to produce any further increase in the
under the damp jute bags for 24 hours followed by indicator reading on the testing machine.
immersion in clean water for 3 days. Remove,
NOTE - In place of plywood sheets plaster of Pa;:;
and wipe out any traces of moisture.
may be used to ensure a uniform surfac;
application of load.
4.1.3 Procedure
4.2.4 Report
Place the specimen with flat faces horizontal, and
mortar filled face facing upwards between two The report shall be as given below:
3-ply plywood sheets each of 3 mm thickness and
Comoressive strength in N/mm’
carefully centred between plates of the testing
MaGmum load at failure in N ( kgf)
machine. Apply load axially at a uniform rate ( kgf/cm2 ) =
of 14 N/mm* ( 140 kgf/cm2 ) per minute till Average net area of the two faces
failure occurs and note the maximum load at under compression in mm2 ( cm* )
failure. The load at failure shall be the maximum
load at which the specimen fails to produce any 4.2.4.1 The average of results shall be reported.
1As in the Original Standard, this Page is Intentionally Left BlankIS 3495 ( Part 2 ) : 1992
Indian Standard
METHODS OF TESTS OF BURNT CLAY
BUILDING BRICKS
PART 2 DETERMINATION OF WATER ABSORPTION
Tlzird Revision )
(
1 SCOPE 4.1.1 Apparatus
A sensitive balance capable of weighing within 0’1
1.1 This standard ( Part 2 ) covers the method of
percent of the mass of the specimen; and a
determination of water absorption of burnt clay ventilated oven.
building bricks.
4.1.2 Preconditioning
2 REFERENCE
Dry the specimen in a ventilated oven at a tem-
perature of 105 to 115°C till it attains sub-
2.1 The Indian Standard IS 5454 : 1976 ‘Method stantially constant mass. Cool the specimen to
for sampling of clay building bricks (first
room temperature and obtain its weight ( MI ).
revision )’ is a necessary adjunct to this standard.
Specimen warm to touch shall not be used for
the purpose.
3 GENERAL
4.1.3 Procedure
3.1 The dimension shall be measured to the Immerse completely dried specimen in clean water
nearest 1 mm. at a temperature of 27 f 2°C for 24 hours.
Remove the specimen and wipe out any traces of
3.2 All apparatus and testing equipment shall be water with a damp cloth and weigh the specimen.
calibrated at frequent intervals. Complete the weighing 3 minutes after the speci-
men has been removed from water ( Mz ).
3.3 The number of specimens for the test shall be
selected according to IS 5454 : 1976. 4.1.4 Water absorption, percent by mass, after
24-hour immersion in cold water is given by the
following formula:
4 METHODS
Mz--1
x loo
4.1 24-hoar Immersion Cold Water Test Ml
3As in the Original Standard, this Page is Intentionally Left BlankIS 3495 ( Part 3 ) : 1992
Indian Standard
METHODS OF TESTS OF BURNT CLAY
BUILDING BRICKS
PART 3 DETERMINATION OF EFFLORESCENCE
Third Revision )
(
1 SCOPE whole arrangement in a warm ( for example, 20
to 30°C ) well ventilated room until all the water
1.1 This standard ( Part 3 ) covers the method of in the dish is absorbed by the specimens. and the
determination of efflorescence of burnt clay surplus water evaporates. Cover the dish con-
building bricks. taining the brick with suitable glass cylinder so’
*hat excessive evaporation from the dish may not
2 REFE_RENCE occur. When the water has been absorbed and
bricks appear to be dry, place a similar quantity
2.1 The Indian Standard IS 5454 : 1976 ‘Method of water in the dish and allow it to evaporate as
for sampling of clay building bricks ( first before. Examine the bricks for efflorescence after
revision )’ is a necessary adjunct to this standard. the second evaporation and report the results.
3 GENERAL 4.3 Report
3.1 The dimensions shall be measured to the The liability to efflorescence shall be reported as
nearest 1 mm. ‘nil’, ‘slight’, ‘moderate’, ‘heavy’ or ‘serious’ in
accordance with the following definitions:
3.2 All apparatus and testing equipment shall be
calibrated at frequent intervals. d Nil - When there is no perceptible deposit
of efflorescence.
3.3 The number of specimens for the test shall be
b) SIigltt - When not more than 10 percent
selected according to IS 5454 : 1976.
of the exposed area of the brick is covered
with a thin deposit of salts.
4 METHOD
cl Moderate - When there is a heavier deposit
4.1 Apparatus than under ‘slight’ and covering up to 50
percent of the exposed area of the brick
A shallow flat bottom dish containing sufficient surface but unaccompanied by powdering
distilled water to completely saturate the speci- or flaking of the surface.
mens. The dish shall be made of glass, porcelain
d) Heavy - When there is a heavy deposit of
or glazed stoneware and of size I80 mm x 1SO
salts covering 50 percent or more of the
mm X 40 mm depth for square shaped and 200
exposed area of the brick surface but
mm dia X 40 mm depth for cylindrical shaped.
unaccompanied by powdering or flaking of
the surface.
4.2 Procedure
Serious - When there is a heavy deposit
Place the end of the bricks in the dish, the depth of salts accompanied bp powdering and/or
of immersion in water being 25 mm. Place the flaking of the exposed surfaces.As in the Original Standard, this Page is Intentionally Left BlankIS 3495 ( Part 4 ) : 1992
IJjdian Standard
METHODS OF TESTS OF BURNT CLAY
BUILDING BRICKS
PART 4 DETERMINATION OF WARPAGE
Third Revision )
(
1 SCOPE The wedge shall be graduated in 0’5 mm
divisions and numbered to show the thick-
1.1 This standard ( Part 4 ) covers the method of ness of the wedge between the base AB and
E;;it$nation of warpage of burnt clay building the slope AC ( see Fig. 1 ).
b) A flat surface of steel or glass, not less
than 300 mm x 300 mm in area and plane
2 REFERENCE
to 0’02 mm.
2.1 The Indian Standard IS 5453 : 1976 ‘Method
4.2 Preconditioning
for sampling of clay building bricks ( first
revision)’ is a necessary adjunct to this standard. Remove any dirt adhering to the surface of brick.
3 GENERAL 4.3 Testing
3.1 The dimension shall be measured to the 4.3.1 For Concave Warpage
nearest 1 mm.
Place the flat surface along the surface to be
measured selecting the location that gives the
3.2 All apparatus and testing equipment shall be
greatest departure from straightness. Measure
calibrated at frequent intervals.
the greatest distance of the brick surface from the
edge of straightness by a steel rule or wedge.
3.3 The number of specimens for the test shall be
selected according to IS 5454 : 1976.
4.3.2 For Convex Warpage
4 METHOD Place the brick on the flat surface with the convex
surface in contact with the flat surface. Measdre
4.1 Measuring Instrument the distance from Rat surface to the four corners
of the brick, and take the maximum of four
4 A steel rule graduated from one end in measurements.
0’5 mm divisions. Alternatively, a steel
measuring wedge 60 mm in length, 15 mm 4.4 Report
in width and 15 mm in thickness at one end
and tapered, starting at a line 15 mm from The higher of the distance measured in 4.3.1
one end to zero t-hickness at the other end. and 4.3.2 shall be reported as warpage.
FIG. 1 MEASURINGW EDGE..
Bureau of Indian Standards
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harmonious development of the activities of standardization, marking and quality certification of goods and
attending to connected matters in the country.
Copyright -
-..
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Enquiries relating to copyright be addressed to the Director (Publication), BIS.
Review of Indian Standards
Amendments are issued to standards as the need arises on the basis of comments. Standards are also reviewed
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of ‘BIS Handbook’ and ‘Standards Monthly Additions’.
This Indian Standard has been developed from Dot: No. CED 30 ( 50 I7 1
Amendments Issued Since Publication
Amend No. Date of Issue Text Affected
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Printed by Reprography Unit, BIS, New Delhi
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13218_1.pdf
|
Indian Standard
PROFORMAFORREPORTINGPROGRESS
DURINGCONSTRUCTION FOR
RIVERVALLEYPROJECTS
PART 1 IRRIGATION WORKS
UDC 651.72 : 62741
@ BIS 1992 _,
BUREAU’OF’INDIAN STANDARDS
MANAK BHAVAN, 9 BAHADUR SHAH ZAFAR MARG
NEW DELHI 110002
April 1992 Price Groop 7River Valley Planning, Project Reports, Progress and ComplkGon Reports Sectional Committee, RVD 6
FOREWORD
This Indian Standard was adopted by the Bureau of Indian Standards, after the draft finalized by the
River Valley Planning, Project Reports, Progress and Completion Reports Sectional Committee had been
approved by the River Valley Division Council.
Proformae for reporting progress during construction for river valley projects are submitted to the concerned
authorities in different patterns and formats. The necessity for some kind of uniformity in presentation has
been felt since long, This standard has been prepared to serve as a guide to achieve this object.
This standard is being issued in three parts. This Part 1 gives proforma for reporting progress during
construction related to irrigation works, such as dam portion, barrages, canals and distribution system.
Part 2 of the series gives guidance for presentation of proformas for reporting progress during construction
regarding hydel project works, and Part 3 gives proforma for reporting programme/progress of work related
to flood control, anti-sea erosion.
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 13218 ( Part 1 ) : 1992
Indian Standard
PROFORMAFORREPORTINGPROGRESS
DURINGCONSTRUCTION FOR
RIVERVALLEYPROJECTS
PART 1 IRRIGATION WORKS
1 SCOPE Set of proforma ( Ql, Q2, Q3 and Q4 ) are
suggested for collection of progress report of pro-
This standard provides guidance regarding pre- ject quarterly. Set of proformae RR ( A-l, A-2,
sentation of proforma for reporting progress A-3, A-4 and A-5 ) are suggested for collection of
during construction for river valley projects-related progress report of proJect annually.
to irrigation works.
2 TYPE OF PROFORMAE 3 PROFORMA
Proformae are classified broadly in two types
based on the interval of reporting, such as set of 3.1 Proforma Q-1 is for reporting narrative of the
quarterly proformae and set of annual proformae. progress, bottlenecks and corrective actions.
PROFORMA Q-l
( Quarterly Return )
Narrative of the Progress, Bottlenecks, etc, Project ( State )
( Quarter Ending . .._.. . . . )
3.1.1 Narrative Progress
a) Dam portion
i) Maximum, minimum and average levels achieved:
- Top of dam proposed
- Earth dam
- Concrete/Masonry-Overflow and non-overflow sections.
ii) No. of gates targetted, fabricated/erected.
iii) Coffer dams ( top levels, level achieved ); and
iv) Diversion tunnels
b) Barrages ( Progress in Nos. )
i) Structure
- Well foundation
- Piers
- Structures
ii) Gates
iii) River training works
iv) Coffer dams ( top levels, levels achieved )
V) Head regulators
1*:i
IS 13218( Part 1 ) t 1992
c) Canals and Distribution System
i) Main canals and branches ( separately for each ) progress in kilometres and number of
structures in progress/complete
ii) Distribution system progress in kilometres and number of structures
iii) Head regulators
3.1.2 Bottlenecks
a)
b)
4
-
-
-
3.1.3 Corrective Actions Taken/Proposed
a) At project level
b) At State Government level
c) At Central Government level
d) Please state whether the progress during the quarter is commensurate with the target for the
year ending... and if not, the reasons for the same and remedial action proposed
3.1.4 Major Projects ( Project-wise )
a) Total estimated cost of the project in hand in the base year...,...
b) Total expenditure up to the last year... . . . . .
c) Approved outlay during the current year... . . . . . .
d) Expenditure during the year up to the last quarter,,, . . . . . .
e) Expenditure during the quarter reported upon... . . . . . .
f) State whether the expenditure is commensurate with the physical progress.
3.1.5 Medium Projects ( Qwrter~ Return ) - State/Project
a>
The number of medium irrigation projects under execution during the year;
b) Total project potential of medium irrigation projects in the state;
cl The potential created up to the end of the previous quarter ( Annual, for quarter ending );
4 Potential created du+g the quarter ( Annual, for quarter ending ) and;
4 Remark indicating whether the progress is satisfactory so as to achieve the target.
3.2 Proforma Q-2 is for reporting progress of construction in terms of physical quantities of
work done in the previous three months. work done in an year.
3.3 Proforma Q-3 is for reporting expenditure 3.7 Proforma A-3 is for reporting progress for
during the progress of work done in the previous pre-construction activities.
three months.
3.8 Proforma A-4 is for the irrigation potential
3.4 Proforma Q-4 is for reporting potential and cropwise area.
utilisation.
3.3 Proforma A-5 is for utilization of water and
3.5 Proforma A-l is for reporting progress of revenue receipts.
construction in terms of completed annually.
3.10 The above proformae should be accom-
3.6 Proforma A-2 is for reporting progress of panied by bar charts.
2PROPORMA Q-2
( QuarterlyR eturn )
( Clause 3.2 )
. . . . . . . . * . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Project ( . . . . . . . . . . . . . . . . . . ..I..................... State )
PROGRESS REPORT FOR THE QUARTER ENDING. . . . . . . . . , , . . . . . . . . . . . . . . . . (Y-R)
( PHYSICAL PROGRESS IN QUANTITIES )
Sl Main Items Latest unit Time of Cumulative Work Done Cumulative Shortfall Date of Com- Bottlenecks;
No. of Works Estimated start of Work Done Daring Work Done Up to End pletion of Main Reasons for
Q-W Main Up to Previous Current Up to Current of Current C----h_--7 Shortfall, If
component Qmwter Quarter QBartb Quarter Actual Now ABY, and Pro-
c--- A__-7-__*-_~ (9) - (10) Sc&lu- Eqc- posed Corre-
Schedu- Actual Schedu- Actual ctive Action
led led
(1) (2) (3) (4) (5) (6) (7) (8) (9) (10) (11) (12) (13) (14)
r
f ’PROFORMA (L-3
t:
( Quarterly Return ) t:
N
( Clause 3.3 ) i;
. . . ... . . . . . . . . . . . . . . . ..- . . . . . . . . . . . . . . . Project ( . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . State )
PROGRESS REPORT OB EXPENDITURE FOR THE QUARTER ENDING... . . . . . . .._..._.._ ... YEAR
Items Estimated Cumulative Current Year Total Expen- Reason for ‘;;
Coat Now Erpmditure p------ 1 ---_-------y diture to Date Shortfall/ g
Anticipated Up to Year Budget Expenditure Expenditure Cumulative Anticipated (Co13 + 7) Overron in
Allotment Up to the D;;;z;pe Expenditure Expenditure Expenditure
End of Last During the During the
Quarter Quarter Year Year
(Co15+6)
(2) (3) (4) (5) (6) (7) (8) (9) (10)
i) Work8
ii) Other
P Expenses
( overheads )
iii) TotalIS 13218 ( Part 1 ) t 1992
-_---
PROFORMA Q-4
( Clause 3.4 )
. . . . I . . . . . . ..* . . . . . . . . . Project ( *-. . . . . . . . . . . . . . . . . . . . . . State )
TO be submitted three times a year for Kharif ending January, for Rabi ending July,
for hot weather crops ending September
REPORT FOR POTENTIAL AND UTILI8ATION FOR... . . . ENDING... _.Y EAR
( Thousand hectares )
1. Project Potential
2. Potential created up to
a) S/88
b) 6189
c) 6190
3. Potential target up to 6/91
4. Utilization of Potential
a) Up to 6/90
b) Target up to 6191
5. Progress of Irrigation in 1990-1991
a) Kharif Target
Actual
b) Rabi Target
Actual,
c) Hot weather Target
Actual
d) Perennials Target
Actual
e) Total Target
Actual
6. Remarks
5PROFORMA A-l
Annual Year
( Clause 3.5 )
. . . . . . . . . . . . ..__ Project ( . . . ._.__........... - . . . . . - . . . . . . . . . . State )
._.I. * . . . . . . . . . . . . . .
PROGRAMME OF WORKS TILL COMPLETION
( TO BE UPDATED EVERY YEAR AFI’ER ANNUAL PLAN DISCUSSIONS )
Main Component of Project Year Year Year Year Year Till Completion
r-_-h__ rA-_7 r-_-h--_-7 r----h---~ r__--h___7 r---h__-~
From To To To To To To
(1) (2) (3) (4) (5) (6) (7) (8)
I. Head Works
( Dam/Barrage ) (RL in
metres )
(A) Earth/Rockfill
(B) Masonary/Concrete
i) Overflow
ii) Non-overflow
iii) Gatea to be erected
a (No%)
Reach in km Reach in km Reach in km Reach in km Reach in km Reach in km
$----A---? __--_-7 __---h-_-~ C-_--h ---7 c_--*_--s r__-h---T
From To To To To To To
II. Main Canal
III. Distribution System
( Systemwise )
LEFT
i) Name, length in kms
ii)
RIGHT
iii)
iv)
IV. Other works
NOTES
1 Proforma 1 (A) to be accompanied by:
a) Index plan of thz project and preferably PERT chart for the dam and headworks.
b) Longitudinal Section of the Dam/Head works showing the construction programme annually as-indicated in Proforma A-l in different colpurs.
c) Longitudinal Section and plan of the Canal System showing the main canal, Branches, Distributaries, the off-take points and the ayacut under each subsystem as per
sample schematic diagram enclosed in different colours ( fdr different years ).
2 The proforma is generally to be used for all projects. In some projects, it may not be possible to furnish information in this format and in such cases, format may be
modified suitably by project authorities.PROFORMA A-2
Annual Year
( Clause 3.6 )
. . . . . . . . - . . . . . . . . . . . . -- . . . . . . . . . . . .._ Project ( . _. . . . . . . . . . . . . . . . . . . . . . . . . . _, . . . . . . . ..State )
PROGRAMME/TARGETS OF WORK FOR THE YEAR/SEASON
Activiti~~fP.~ Items Estimated Unit Balance Work to be Done in 5 Quar- Total Work to be Done in . . ..-_ bat T$l Remarks
Quantity Work to ters Directly Connected not Connected with Creation
be Done with Creation of of Potential Upto (11-15)
Potential Up to r-- --___--Y
--* ---7 First Second Third Fourth Fifth
First Second Third Fourth Fifth Quar- Quar- Quar- Quar- Quar-
Qpar- Quar- Quar- Quar- Quar- ter ter ter ter ter
ter ter ter ter ter
(1) (2) (3) (4) (5) (6) (7) (8) (9) (10) (11) (12) (13) (14) (15) (16) (17)
Dam ma
MasonsgjCowcte Dam do
_.
Excavation in foundation do
Masonry/Concrete
Earth Dsm/ReckfiY Dam
Cut-off trench do
.Earthwork/Rockfill do
Protection works ( rock toe filter, do
riprap, etc )
Ooerjlow
Excavation for foundation do
Masonry concrete do
Gates Nos.
Lining of U/s, D/s channel ms
River diversion works
( Co,& dam tunnels )
Barrage/ Weir
Excavation in foundation
Pile driving, if any
Masonry/concrete ma :. :FROFORMA A-2 ( coruluded )
PROGRAMMR/TARGETS OF WORK FOR THE YEAR/SEASON
unit Balance Work to be Done in 5 Quar- Total Work to be Dome in but Total Remarks
Work to tas Directly Connected co1 mot Connected with Creation
be Done with Creation of 5-9 of Potential Upto lE5
Potential Upto c-- &-------~
‘-----_-7 First Second Third Fourth Fifth
First Second Third Fourth Fifth Quar- Quar- Quar- Quar Quar-
Quar- Quar- Quar- Quar- Quar- ter ter ter ter ter
ter ter ter ter ter
*
(1) (2) (3) (4) (5) (6) (7) (8) (3) (10) (II) (12) (13) (14) (15) (16) (17)
Head regulators
i) Structures
ii) Gates tee
Gates
i) Upper sluices
Qo
ii) Other barrage gates
River training works
Any other important items
( Locks, silt excluders, etc )
Head Regtdafor
Excavation for foundation m8
Concrete/Masonry do
Control gates NOS.
Canal System
Left bank canal km8
Right bank canal do
Director canal for reservoir do
‘Miners ( with names, if any )
Earthwork rns
Reservoir cutting do
LiningMasonry/Concrstc Structuru~
Fans NOS.
Regulators Nos.
C Works NOS.
Miners and Water COWS~S
Field channels to be constructed at km
the cost of irrigation project, if
any
NOTES
1 The items listed are only indicative and they may be suitably modified according to the convenience by project authorities.
2 The break-up of the quantities be shown separately for executed works by departmental and contractual agencies.
,.-
,PROFORMA A-3 (i)
Annual Year
( Clause 3.7 )
. . . . . . . . . . ..- . . . . . . ._. . . . . . . . . . . . . -Project . . . ..*........... . . . . . . . .- . . . . .- . . . State
PRE-CONSTRUCTION ACTIVITIES - PRR_INVESTIGATIONS, INFRASTRUCTURES, CONSTRUCTION PLANNING AND ANY OTHER MATTER
NOTE - The report may be in narrative form and the points mentioned below may generally be covered.
1. Hydrological Studies for Headworks - Dam/Barrage
2. Geological and Foundation Investigations:
a) Dam and reservoirs
b) Barrage/weir
C) Big canal structures
3. Organisation ( for Survey and Investigations, Designs, Execution, Quality Control, Monitoring, etc )
a) Creation of new posts
b) Deployment of personnel
4. Communications
z
a) Roads, railways, etc
b) Postal facilities, telegraph, telephones
5. Colony : Residential and Non-residential buildings and other facilities ( Including Land Acquisition)
6. Plant and Equipment and Vehicles
a) Construction - planning
b) Procurement of construction equipment and spare parts
c) Import of equipment and spare parts - schedule of delivery, bottlenecks, etc
d) Inspection and transport vehicles
7. Administrative and technical sanctions of project estimates
B. Inter-State/International Matters@k&bOkikiA A-d (ii)
Annual Year
( Clause 3.7 )
. . . . . . . . . . . . . . *. . . . . . . . . . . . . . . . . . . Project ( . . . . . ‘ i.. . . . . . . . . . . . . . . . . . . . . . . . . .-... State )
.a.
PRE-CONSTRUCTION ACTIVITIES - LAND ACQUISITION, SURVEYS AND INVESTIGATIONS
--
Sl Activities/ Total unit Completed Current Year Year-wise Programme Reasons for Shortfall,
No. Main Items of Work Estimated Up to June Say ( 1 Till Completion If Any, Corrective
Q-W of Previous y--__&-_7 r------ h-_----~ Action Proposed
Year Prog- Achieve- From To From To From To
famme ment
(1) (2) (3) (4) (5) (6) (7) (3) (3) (10) (11) ___
1. Acquisition of Land
a) Dam and appurtenant work hectare
b) Reservoir 9,
c) Barrage/weir with head ,,
regulator and river training
works
d) Main canals and branches kilometrc
e) Distributaries of miners
f) Water courses and field hectge of
channels (to he constructed command area
at Government cost )
g) Others
c
+ 2. Rehabilitation of Oustees
a) Families NOS.
b) Villages Nos.
3. Topographical Surveys
a) Dam and reservoir hectare
b) Barrage/weirs and river ,9
training works
c) Main canals and branches kilometres
d) Distributaries of miners
e) Others
4. Surveys for quarries and bor-
row areas ( in terms of quan-
tities required for construction )
a) Dam H
M
i) Masonry/Concrete ms
-
ii) Earth/RockSll 3,
b) Barrage/Wears ti
i) River training works $9 z
c) Main canal and branches 99
3
. 5. Pre-irrigation soil surveys and hectare
drainage in command !i
L
NOTES
V
1 The items listed above are indicative and they may be suitably modified according to the convenience by project authorities. . .
c
2 In case of aquisition of land, the land to be acquired from public ( cultivated and uncultivated ) and Government departments ( Iike Forest, etc ) be indicated g
separately.
mPROFORMA A-3 (iii)
( Czause3 .7 )
Due on 31st Augusz
Project ( __..................... -... ..,... . . . . . . State ) h
._, ..* .I............ *.-. . . . . _ . . . . . . . . . .
PRE-CONSTRUCTION ACTIVITIES - DESIGN, TENDERS AND AWARD OF WORK z
x
( All the dates shall be ACTUAL if the activity is complete on the date of reports of ANTICIPATED if the activity is to start or is in progress ) CI
V
61 Item of Work Design and Drawing Tenders and Award Contracts Award Date Date of Reasons for y
No. ~~---*---_ ~ r_-_,-_--_*-- _-__ -_--_ Date of Comple- Slippage If 5
Preliminary Fin;ArD;E;ing Date of Invitation of Tenders Start tion Any in an m
Drawings for r ___-h-I----_ Activity and N
Tender Pur- truction Preparation Date of Date of opening Corrective
poses Purposes of issue of tender Action
- >--7 TD-h---; documents ---_-*-----7 Proposed
La% Date Tender Origi- Extended
of of of of notice nal or
start finish start finish re-tender
(I’) (2) (3) (4) (5) (3) (7) (8) (3) (10) (11) (12) (13) (14) (15)
1. Dam .
a) Coffer dam
b) EarthJRockfill
K
c) Right bank
Left bank
d) Concrete/Masonry
e) Non-overflow s. ’
f) Spillway
1
2. 7%&s
a) Diversion
b) Irrigation or power
c) Barrage/weir
d) Main structure
e) Head regulators
3. Mairt Canals and Bran&s
( s@arateIy for each Canal )
a) Reach-wise
b) Tunnels
c) Big structures (Falls, Regu-
lators, Cross Drainage
Works, Bridges, Railway
Crossing, etc )
NOTES
1 The items listed above are only indicative and they may be suitably modified and new items added wherever necessary.
2 For departmental construction only the schedule date of start and completion of the work may be mentioned.
3 The report for a particular year should Include all works under construction and those proposed for conrtruction during the current and succeeding year.
--!F
,
PROFORMA A-4
( Clause 3.8 )
THE IRRIGATION POTENTIAL CROPWISE AREA
Year of Report
Name of the state :
Name of the district : ( Area in thousand hectares )
Name of Project Perennial Two Khatif Rabi Hot Weather Total
Major/Medium Seasonal
(1) (2) (3) (4) (5) (6) (7)
1. i.
ii.
. . .
111.
2. i.
..
ll.
. . .
111.
E;
i. On full development ( only when project under construction ).
ii. Created by . ..” . . . . . . . . . . month and . . . . . . . . . . . ..year ( this row may be filled with area figures of the project for the year of report ).
iii. Likely additional creation during the subsequent year.PROFORMA A-5
( Clause 3.9 )
UTILIZATION OF WATER AND REVENUE RECEIPTS
Year of Report
Name of the state :
w
Name of the district : Y
. .
Name of project Names of Crop Areas in Thousand ha and Water Total Total Revenue Receipts Total 5;
( As in Proforma A ) crops Utilisation in Th.ha.m Area Water (RsiaLakhs) , Revenue 8
( Major/Mediam ) r---- ---_-___“h__----------~ +- ,: Utilisation _--__h---_-~ in Lakhs
Perennial Two Kharif Rabi H. W. Current Arrears
Seasonal +-A7 IAT
x---+ U r-h-7 A U A U 2% A U
A U
Total of district... _. . . . . .._......___...........
A = Area of crop in thousand hectares,
U = Water utilised ( if cropwise utilisation is not available, seasonwise water utilisation total in th.ha.m to be given ).Standard Mark
I
The use of the Standard Mark is governed by the provisions of the Bureau of Indian
StanaIm& 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 con-
formity to that standard as a further safeguard. Details of conditions under which a licence
for the use of the Standard Mark may be granted to manufacturers or producers may be
obtained from the Bureau of Indian Standards.
!..
|
12770.pdf
|
IS 12770 : 1989
Indian Standard
COAL FOR CEMENT MANUFACTURE -
SPECIFICATION
UDC 662’66.666’94
@ BIS 1990
BUREAU OF INDIAN STANDARDS
MANAK BHAVAN, 9 BAHADUR SHAH ZAFAR MARG
NEW DELHl 110002
March 1990 Price Group ISolid Mineral Fuels Sectional Committee, PCD 7
FOREWORD
This Indian Standard was adopted by the Bureau of Indian Standards on 13 September 1989, after
the draft finalized by the Solid Mineral Fuels Sectional Committee had been approved by the
Petroleum, Coal and Related Products Division Council.
Coal being the main source of energy and one of the basic ingredients, its quality is very important
for cement manufacture.
Cement plants all over the country receive slack coal, as per the linkage, from heterogeneous
sources with varying ash content ranging from 28 to 30 percent to as high as 42 to 50 percent.
The use of inconsistent quality of coal results in numerous operational problems such as reduced
coal mill output rates and increased grinding energy, improper and inefficient combustion, increased
fuel consumption and need for better quality, limestones, deterioration in clinker quality and
inconsistent production, etc.
Separate standards have been evolved for coal preparation, methods of sampling and tests, etc,
which are necessary to evaluate the quality of coal in a given consignment either at coal mines or
at user’s end, as agreed to between the supplier and ,he buyer.
The quality requirement of coal for cement industry have been judiciously evolved in this
specification keeping in view the mining bottlenecks at the coal reserves in the country and the
optimum requirement of cement industry. Requirements have also been stipulated with the
technical consideration that coal is used in rotary kilns by cement plants.
It is envisaged that as far as possible, the coal suppliers as well as cement industry would endeav-
our to adhere, as close as possible, to the optimum requirements of coal stipulated in the standard.
However, it is obvious that conformity of a vital raw material like coal to this specification does
not imply that the quality of cement would be necessarily in accordance with the relevant specifica-
tion for cement. Similarly, any shortfall/deviation also from this specification may not be con-
strued as a compromise on quality of cement. It is stressed that efforts are needed for beneficiation
of coal to make the best use of available resources. The present standard is expected to serve as
a basis to aim for and achieve desired quality of coal in the interest of development of cement
industry.
For the purpose of deciding whether a particular requirement of this standard is ccmplied with,
the final value, observed or calculated, expressing the result of a test or analysis, shall be ro,unded
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 12170 : 1989
Indian Standard
COALFORCEMENTMANUFACTURE-
SPECIFICATION
1 SCOPE IS No. Title
1.1T his standard ‘prescribes the requirements IS 1350 ( Part 3 ) : 1969 Methods of test
for coal and coke.-
and methods of sampling and test !for coal for
Part 3 Determina
cement manufacture in rotary kiln.
tion of sulphur
IS 1350 (Part 5 ) : 1979 Methods of test
2 REFERENCES
for coal and coke:
Part 5 Special
IS No. Title
impurities
IS 436 (Part l/Set 1 ) : 1964 Methods of sampl- 3 REQUIREMENTS
ing of coal and
3.1 Coal shall comply with the requirements
coke: Part 1 Sam-
pling of coal, given in Table 1 when tested according to the
Section 1 Manual methods prescribed in the relevant Indian
sampling (revised) Standards. Reference to the relevant standards
is given in co1 4 of Table 1. The samples shall
IS 437 : 1979 Size analysis of be tested at 60 percent RH and 40°C for deter-
coal and coke for mination of moisture, volatile matter, ash,
marketing ( third sulphur and chlorides.
revision )
4 SAMPLING
IS 1350 ( Part 1 ) : 1984 Methods of test
for coal and coke : 4.1 Methods of Sampling
Part I Proximate
analysis ( second Methods of sampling shall be as prescribed in
revision ) IS 436 ( Part l/Set 1 ) : 1964.
Table 1 Requirements for Coal for Cement Industry
( Clause 3.1 >
SI Characteristic Requirement Method of Test, Ref to
No. Clause in Indian Standard
(1) (2) (3) (4)
i) Total moisture content ( at 60 percent RH and 8 6.7 of IS 1350 ( Part 1,) : 1984
40°C ), percent by mass, Max
ii) Volatile matter ( air dry basis ), percent by 24 7 of IS 1350 ( Part 1 ) : 1984
mass, Min
iii) Ash. percent by mass, Max
a) dry process 27
b) wet process 24 8 of IS 1350 ( Part I ) : 1984
iv) Sulphur, percent by mass, Max 0.8 5.1 of IS 1350 ( Part 3 ) : 1969
v) Chloride, percent by mass, Max 0.01 6.1 of IS 1350 ( Part 5 ) : 1979
vi) Size, mm, Max 250 5 of IS : 437 - 1979Standard Mark
The use of the Standard Mark is governed by the provisions of the Bureau of Indian
Standards Act, 1986 and the Rules and Regulations made thereunder. The Standard Mark on
products covered by an Indian Standard conveys the assurance that they have been produced
to comply with the requirements of that standard under a well defined system of inspection,
testing and quality control which is devised and supervised by BIS and operated by the pro-
ducer. Standard marked products are also continuously checked by BIS for conformity to
that standard as a further safeguard. Details of conditions under which a licence for the use
of the Standard Mark may be granted to manufacturers or producers may be obtained from
the Bureau of Indian Standards.Bureau of Indian Standards
BIS is a statutory institution established under the Bureau of Indian Standards Act, 1986 to promote
harmonious development of the activities of standardization, marking and quality certification of
goods and attending to connected matters in the country.
Copyright
BIS has the copyright of all its publications. No part of these publications may be reproduced in
any form without the prior permission in writing of BIS. This does not preclude the free use, in
the course of implementing the standard, of necessary details, such as symbols and sizes, type or
grade designations. Enquiries relating to copyright be addressed to the Director (Publications), BIS.
Revision of Indian Standards
Indian Standards are reviewed periodically and revised, when necessary and amendments, if any,
are issued from time to time. Users of Indian Standards should ascertain that they are in possession
of the latest amendments or edition. Comments on this Indian Standard may be sent to BIS
giving the following reference :
Dot : No. PCDC 7 (864 )
Amendments Issued Since Poblication
Amend No. Date of Issue Text Affected
BUREAU OF INDIAN STANDARDS
Headquarters :
Manak Bhavan, 9 Bahadur Shah Zafar Marg, New Delhi 110002
Telephones : 331 01 31, 331 13 75 Telegrams : Manaksanstha
(,Common to all Offices )
Regional Offices : Telephone
Central : Manak Bhavan, 9 Bahadur Shah Zafar Marg 331 01‘31
NEW DELHI 110002 331 13 75
Eastern : l/14 C.I.T. Scheme VII M, V.I.P. Road, Maniktola
CALCUTTA 700054 36 24 99
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BOMBAY 400093 6 32 92 95
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TRIVANDRUM.
Printed at Swatantra Bharat Press, Delhi, India
|
9401_2r.pdf
|
IS : 9401( Part II ) - 1982
Indian Standard
METHOD OF MEASUREMENT OF WORKS IN
RIVER VALLEY PROJECTS ( DAMS AND
APPURTENANT STRUCTURES )
PART II DEWATERING
Measurement of Works of River Valley Projects Sectional
Committee, BDC 69
Chairman
SKRI S. P. CAPRIHAN
Redecon ( India ) Pvt Ltd, B-92 Himalava House,
Kasturba Gandhi Marg, New Delhi
Members Representing
SEIRI K. D. ARGOT Engineers India Limited, New Delhi
SHRI G. K. NATRAJAN ( Alternate)
Smr J. BAnanus Irrigation Department, Government of Bihar, Patna
SHRI H. S. BnAT Karnataka Power Corporation Ltd, Bangalore
C_H~I.~E F ENQINEER, IRRIGATION Irrigation Department, Government of Karnataka,
( NORTH ) Bansalore
CHIEF ENGINEER ( M .%JOR IRRI- Irrigation Department, Governnment of Andhra
GATION & GEYER IL ) Pradesh, Hyderabad
CnrEF ENGINEER ( MEDIUM
IRRIGATION & DESIGNS ) ( Alfernale )
CHIEF EWGINEER( PROJECTS ) Water and Power ( Irrigation ) Department, Govern-
ment of Kerala, Trivandrum
DEPUTY CHIEF ENGINEER
( IRRICATIO~~) (Alternate )
SnnI S. M. DEB Irrigation and Waterways Department, Government
of West Bensal, Calcutta
DIRECTOR ( R & C ) Central Water Commission, New Delhi
SHRI 03s PRAKASH GUPTA Irrigation Department, Government of UP,
Lucknow
SHRI S. M. Joss~ Gammon India Limited, Bombay
SHRI G. G. KARBURKAR Institution of Surveyors, Delhi
PROF S. KRISHNAMOORTHY Indian Institute of Technology, New Delhi
SnRr B. N. MATHUR Irrigation Department, Government of Rajasthan,
Jaipur
Sirtlr T. S. MURTIIY National Projects Construction Corporation Ltd,
New Delhi
SHRI M. G. SAMPATHKUMARAN ( Alternate )
( Con:inued on page 2 )
@ Copyrighf 1982
INDIAN STANDARDS INSTITUTION
This publication is protected under the Indian Copyright Act ( XIV of 1957 ) and
reproduction in whole or in part by any means except with written permission of the
i publisher shall be deemed to be an infringement of copyright under the said Act.IS : 9401 ( Part II ) - 1982
( Continuedf rom page 1 )
Members Representing
SHRI R. G. PATEL Public Works Department, Government of Gujarat,
Ahmadabad
SRRI P. S. RAO Irrigation Department, Government of Haryana,
zhandigarh
SHRI D. M. SAVUR Hindustan Construction Co Ltd, Bombay
SHRI K.N. SHUKLA Irrigation Department, Government of Maharashtra,
Bombay
SHRI P.S. SUBRAMANIAM Tarapore & Company, Madras
SUPERINTENDIN* ENGINEER Public Works Department, Government of J & K,
Srinagar
S~RFI.~I~Z?~M National Hydro-electric Power Corporation Ltd,
New Delhi
MISS E. DIVATIA ( Alternate )
SHRI M. B. VITTAL RAO Irrigation Department, Government of Karnataka,
Bangalore
SRRI G. RAMAN, Director General, IS1 ( Ex-ogicio Mem6er )
Director ( Civ Engg )
Secretary
SHRI J. VENKATARAMAN
Deputy Director ( Civ Engg ), IS1
2IS : 9401 ( Part II ) - 1982
Indian Standard
METHOD OF MEASUREMENT OF WORKS IN
RIVER VALLEY PROJECTS ( DAMS AND
APPURTENANT STRUCTURES )
PART II DEWATERING
0. FOREWORD
0.1 This Indian Standard (Part II ) was adopted by the Indian
Standards Institution on 27 May 1982, after the draft finalized by the
Measurement of Works of River Valley Projects Sectional Committee
had been approved by the Civil Engineering Division Council.
0.2 In measurement of quantities in construction of river valley projects
a large diversity of methods exist at present according to local practices.
This lack of uniformity creates complication regarding measurements
and payments. This standard is intended to provide a uniform basis
for measurement of dewatering items in the construction of river valley
projects.
0.3 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”.
1. SCOPE
1.1 This standard ( Part II ) covers the method of measurement of
dewatering works in river valley projects ( dams and appurtenant
structures ).
2. GENERAL
2.1 In order to drain water out of the site of work and to maintain the
site of work in a normally dry condition, where further activities of
work can be taken up during the entire period of execution of the work,
adequate measures are required to be taken.
*Rules for rounding off numerical values ( revised ).
3IS : 9401 (Part II ) - 1982
2.2 There are various methods of dewatering such as bailing out,
electro-osmosis, freezing, draining, pumping as also well point system,
constructing diversion channels/drains, coffer dams, etc. The method
of dewatering to be adopted shall have the approval of Engineer-in-
Charge.
2.3 Dewatering has to be done with utmost care and caution so that
there is no bailing, heaving up or displacement of materials below the
foundation level of structure to be newly constructed or already
constructed. Lowering of water table by dewatering shall be clone
gradually.
2.4 The free water surface of depressed water table shall not be less than
150 mm below the deepest subgrade level of the structure and 1 000 mm
in case of fill placement in core trench.
2.5 Cost of all pumping, bailing out or any other works to dewater the
foundation area during the entire period of execution of work including
cost of all materials, labour, cost of machinery and equipments shall be
included in dewatering.
3. METHODS OF MEASUREMENT
3.1 General
3.1.1 Dewatering may be included in the item of excavation or
masonry or concrete work in foundation and in such a case measurement
shall not be made separately for dewatering.
3.2 Hewatering by Means of Manual Labour
3.2.1 The unit of measurement shall be in mandays if the nature of
work is small.’
3.3 Dewatering by Means of Pumps
3.3.1 Dewatering by means of pumps may be by any one of the
methods given below:
a) Electrical pumps,
b) Diesel pumps; and
c) Pneumatic pumps.
3.3.2 The unit of measurement in case of dewatering by electrical
pumps shall be kilowatt hours ( kwh ).
3.3.3 The unit of measurement in case of dewatering by diesel pumps
shall be horsepower hour.
3.3.4 The unit of measurement in case of dewatering by pneumatic
pumps shall be cubic metre of air per hour ( ms/h ).
4
|
1196.pdf
|
Indian Standard
CODE OF PRACTICE FOR
LAYING BITUMEN MASTIC FLOORING
( Second Revision )
Third Reprint DECEMBER 1998
UDC 69.025.331.2 : 69.001.3
Q Copyright 1978
BUREAU OF INDIAN STANDARDS
MANAK BHAVAN, 9 BAHADUR SHAH ZAFAR MARG
NEW DELHI 110002
Gr3 my 1978Is : 1196 - 197%
Indian Standard
CODE OF PRACTICE FOR
LAYING BITUMEN MASTIC FLOORING
( Second Revision )
Flooring and Plastering Sectional Committee, BDC 5
Chairman Representing
SHRI 0. P. MITTAL Central Public Works Department, New Delhi
Members
SHRI E. T. ANTIA Concrete Association of India, Bombay
SARI M. G. DANDAVATE ( Alternate)
BRIG P. M. BHATI.4 Institution of Engineers ( India ), Calcutta
SIIRI A. K. BX~TTUXARYYA National Test House, Calcutta
S~rrtl 13. C. DAM ( Alternate )
SHRT. DINFSH A. CliOmmI Arcoy Industries, Ahmadabad
SHRI Rasrx~~r, A. CHOESHI ( Altemafe )
L>BPUTY DIlt~:l’1.011 STANDARDS Railway Board ( Ministry of Railways )
( I: & S ), KLJSO, LUCKNOW
D~:~x:TY D~~CTOR ( ARCH 1,
RDSO, Li-criaow ( Alternate )
DIRP.cT<r!L Mah;z;ttra Engineering Research Institute,
K 1.:s 1: A 1: (’ 1, OFFICEH,
Mavl:nr.~~, ‘I’XSTING DIVISION ( Alternate )
SHJLI R. G. Goxii.~~,e Bureau of Public Enterprises ( Ministry of
Finance )
Srlltl S. S. &IMAL (Alternate j
SHI~II i. V. GI~RIJSWAXY Indian Oil Corporation Ltd, New Delhi
Snar G. V. PAWGARKAR ( Alternate )
SH~I N. HAIIILAL Oxychloride Flooring Products Ltd, Bombay
SHRI H.J. VAKEEL (Alternate)
SHRI s.c.&J?OOR Modern Tiles 8s Marble, New Delhi
SHRI A. C. KAPOOB ( Altmzufe )
DR I. V. KRISHNAWJRTY National Rubber Manufacturers’ Ltd, Calcutta
SHRI K. E. S. MANI Bhor Industries Ltd, Bombay
SHHI RA~ESH D. PATEL ( Al&mate)
SIIRI G. R. MIRCIIANDANI Engineer-in-Chief’s Branch, Army Headquarters,
New Delhi
MAJ V. S. RAO ( Altem~&)
( Continued on page 2)
@ Ciq+glu 1978
BUREAU OF INDIAN STANDARDS
This publication is protected under the Zadiaa Ck@v&ht Act ( XIV of 1957 ) and
reproduction in whole or in part by any means except with written permission of the
publkher shall be deemed to be an infringement of copyright under the said Act.c --
B t ii96- 1978
( Conliaaedfrom @ags 1 )
Mnnbcrs Representing
Da MOHAN RAI Central Building Research Institute ( CSIR ),
Roorkee
SHRI R. K. JAIN ( Alternate)
SHRI M. V. MURUCUPPAN Coromandel Prodorite Pvt Ltd, Madras
SHRI R. SRINIVASAN ( Alternate)
SHRI H. M. NANDKEOLYaR India Linoleums Ltd, 24 Parganas ( West Bengal )
SHRI K. P. Sxaa ( Alternate j
SHEI 0. P. RATRA National Buildings Organization, New Delhi
SHRI G. C. SIL~RYA Indian Institute of Architects, Bombay
SHRI D. B. Sxrr ( Alternate I )
SERI S. B. SEIFLOXANY( AlterMte II )
S u P E a I N T E N D I N Q ENGINEER Public Works Department, Government of Tamil
( PLANNINO AND DESIGN CIRCLJJ ) Nadu
EXEOUTIVE ENOINEER
( BUILDINGC ENTRE DIVISION ) ( Alternak )
SUPERINTENDINO SURVEYOR OB Central Public Works Department, New Delhi
WORKS ( ND2 )
SURVEYOR OF WORKS I ( Alternate )
Sanr D. AJITRI Sma.4, Director General, IS1 ( Ex-ofiio Member )
Director ( Civ Engg )
Secretary
SHRI SU~ESH MALKANI
Assistant Director ( Civ Engg ), IS1
Bituminous Flooring Subcommittee, BDC 5:5
Convener
P~OF C. G. SWAMINATHAN Central Road Research Institute (CSIR ), New
Delhi
M.?mbcrS
ADDITIONAL DIREOTOR Railway Board ( Ministry of Railways )
SHRI G. T. BHIDE National Buildings Organization, New Delhi
DB R. S. RAT~A ( Alternate )
SHRI G. C. DAS National Test House, Calcutta
Da D. K. DAS (Alternate )
SHRI A. Y. GUPTE Hindustan Petroleum Corporation Ltd, Bombay
SHRI C. V. RAIUASWAMY( Alternate )
DR G. W. KAPSE Cent~~or~~lding Research Institute ( CSIR ),
SHRI M. ASLAM ( Alternate )
SH~I D. R. KOHLI Bharat Refineries Ltd, Bombay
SHRI K. C. CHOPRA ( Alternate )
SHRI G. R. MIRCHANDANI Mic try of Defence ( Engineer-in-Chief ‘S
Branch )
’ MAJ V. S. RAO (Alternate )
SHRI T. K. ROY Shal~imT:utar Products ( 1935) Pvt Ltd,
SHRI B. K. BHATTACHA~YA ( Alternate )
SIJRVEYORO F WORKS ( NDZ ) Central Public Works Department, New Delhi
2
i ^
1 ’
.
‘
,. ._Indian Standard
CODE OF PRACTICE FOR
LAYING BITUMEN MASTIC FLOORING
( Second Revision)
0. FOREWORD
0.1 This Indian Standard ( Second Revision ) was adopted by the Indian
Standards Institution on 31 January 1978, after the draft finalized by the
Flooring and Plastering Sectional Committee had been approved by the
Civil Engineering Division Council.
0.2 This standard was first published in 1958 and subsequently revised in
1968. The second revision has been based on further experience gained
during course of these years in the use of bitumen mastic. The salient
features of this revision include information to the users regarding resis-
tance of bitumen mastic floor finishes to chemical attack so that the use of
bitumen mastic is fully appreciated in practice. Provisions for surface
armouring to increase abrasion resistance for industrial purposes have also
been incorporated. Information regarding provision of an isolating
membrane has been suitably elaborated.
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 referring to BS CP 204 : 1965
’ In situ floor finishes ’ issued by the British Standards Institution.
0.3.1 This code of practice represents a standard of good practice and,
therefore, takes the form of recommendation.
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.
*Rules for rounding off numerical values (w&d).
3X8:1196-1978
1. SCOPE *
1.1 This standard lays down the procedure for laying ‘bitumen mastic
flooring and its maintenance.
1.2 It does not include provisions of acid resistant bitumen mastic.
I.3 Details of floor finishes, fixings and adhesives when bitumen mastic is
used as a damp-proofing base are not included in this specification.
2. TERMINOLOGY
2.1 For the purpose of this standard, the definitions given in IS : 334-1965*
shall apply.
3. GENERAL
3.1 Necessary Information - For efficient planning and execution of
flooring work, detailed data and information as given below shall be
taken into account:
4 The function which the bitumen mastic flooring has to fulfil;
b) Type of traffic - light, medium or heavy;
4 Wheeled conveyors, loads and rates of travel, types and widths
of wheel or tyre;
4 Weight of standing loads, nature of load and bearing area;
4 Maximum and,, minimum temperatures to which the bitumen
mastic is to be subjected;
f) Type of surface finish;
g) Age, nature and present condition of the base over which the
bitumen mastic is to be laid;
h) Type and thickness of concrete screed to be laid on the base;
j) Type of underlay, or separating layer, if any;
k) Space available for plant and means of storing and hoisting
materials; and
m) Any other special requirements.
4. DESIGN CONSIDERATIONS
4.1 Bitumen mastic is dustless, odourless, jointless and impervious to the
transmission of moisture, either in liquid or vapour form. The surface is
easily cleaned, noiseless under traffic and resilient. Bitumen mastic is also
durable. While it may carry heavy loads, application of concentrated
point load may cause indentation. In designing the bitumen mastic floor-
ing consideration shall be given to the anticipated service conditions.
Bitumen mastic is, therefore, suitable for a variety of uses under a wide
range of climatic and service conditions.
*Glossaryo f terms relating to bitumen and tar (first revision ).
4
.4.1.1 Limihhbu of Use -The surface of bitumen mastic is liable to
become gradually softended by prolonged contact with greases, fats and
oils. Contamination with such materials shall be avoided.
4.1.2 Susceptibility of bitumen mastic floor finishes to chemical attack
isgiveninTable 1.
4.2 TLIckrau - The total thickness to which bitumen mastic should be
laid depends upon the traffic conditions to which the flooring will be
subjected. Usually the bitumen mastic should be laid in one coat, but
two-coat work may be used, depending on the thickness of floor finish.
As a general guide the thicknesses as given in Table 2 are recommended.
5.1 Bitumen mastic shall conform to the requirements given in
IS : 1195-1988*.
5.2 The bitumen mastic may be delivered to the site either in the form of
blocks weighing about 25 kg or in molten condition in a mobile mixer or
prepared at the site.
5.3 sarfaee Armouring -Special types of metal armouring may be
incorporated in bitumen mastic flooring for industrial purposes to increase
resistance of abrasion.
6. EQUIPMENT
6.1 The equipment shall consist of a bitumen boiler, a mechanically
agitated mixer called mastic cooker and other accessories. The equipment
shall be set up as near the site of work as possible so as to avoid cooling of
the molten material.
7. CONSTRUCTION
7.1 The base on which the bitumen mastic flooring is to be laid shall be
adequately strong to receive the mastic and to carry the anticipated
traffic over it.
7.2 Preparation of the Base - The base shall have a true, even and
dry surface which has been slightly coarsened by means 0f.a’ stiff broom
or wire brush and should be free from ridges and hollows. A steel
trowelled finish is not desirable. The levels of the base should be such
that the specified thickness of bitumen mastic may be applied uniformly.
If the finished tloor is likely to have water or industrial liquors upon it, a
straight fall of not less than 1 in 75 should be provided. Channels should
be provided as necessary to ensure adequate drainage.
*Specificationf or bitumen mastic for flooring (fist rmision) .
5IS : 1199- 1979
TABLE I S-OF BITUMEN MASTIC FLOOR FINISHES TO
OHEMIOAL AND TEMPERATURE ATTACK
( Claurr 4.1.2 )
I%. AQxm7Y SV~CEPTI~ILITY TO ATTACIL
(1) (2) (3)
3 Acids and vegetable extracts Normal grades of bitumen mastic are subject
other than oils to attack by acids, but special grades are
available to withstand attack by dilute solu-
tions
ii) Alcoholic liquors Normal grades of bitumen mastic are subject
to attack by certain alcoholic liquors and
the use of special grades may be necessary in
some situations, for example, breweries and
distilleries
iii) Alkalis Alkali solutions of low concentration, at normal
temperatures, have little or no effect on
bitumen mastic. Alkali solutions above 38’C,
particularly of high concentration, will affect
bitumen mastic
iv) Brine (sodium and calcium Under normal conditions, bitumen mastic is
chforide ) and sulphate unaffected by these agencies
salts
v) Complex industrial liquors Laboratory tests are essential to ensure that a
and radio-active materials suitable grade of bitumen mastic is used
Vi) Radio-active materials Special grades of bitumen mastic are required
xii) Dairy p’roducts and milk Where hygienic conditions are maintained by
adequate cleansing,. a normal grade is
suitable. Where churns or milk cans are
handled, it is advisable to incorporate metal
armourmg in the floor surface, otherwise the
floor will become indented and in these areas
fats may accumulate and attack the mastic
viii) Mineral, animal and vege- Bitumen mastic floor finish is subject to attack by
table oils, fats and greases these oils, fats and greases
IX): Sugar, syrup, sugar solu- Bitumen mastic is unaffected by dry sugar or
tions, etc solutions of low concentration at normal
temperatures. Syrups, molasses and other
concentrated solutions will affect bitumen
mastic at all temperatures
Water Bitumen mastic is unaffected unless frequently
in contact with hot water; under such circums-
tances, a high-temperature grade mastic should
be used. Hot and cold water frequently
discharged on to the floor may cause cracking
6IS: 1198- 1978
TABLE 2 THICKNESS OF BITUMBN MASTIC FOR DIFFERENT
SERVICE CONDITIONS
( ClauW 4.2 )
SL EXAMPLES OF SERVICE TYPE OF RECOMMENDED
No. CONDITIONS FLOORING THICKNESS
mm
(1) (2) (3) (4)
i) Medium wear due to foot traffic Light duty 15 to 20
Exam@ Small scale industries,
such as those manufacturing
electronic and electrical
equipment
ii) Severe abrasion due to Medium duty 20 to 25
continuous root traffic
Exam#la: Passenger platforms,
footpaths, workshops, etc
iii) Severe abrasion combined with Heavy duty 25 to 30
impact and more
Exampls: Heavy engineering
workshops, despatch yards,
loading docks, goods plat-
forms, loading platfcrms for
trucks carrying milk bottles
in dairy, etc
7.3 Treatment of the Base -The treatment of the base shall be decided
by the ‘designer in consultation with those responsible for the flooring.
One of the following may be used:
a>
A screeded bed of cement concrete or lime concrete not less than
25 mm thick; or
b) An isolating membrane or underlay (see 7.4 ); or
4 On metal floors, a thin priming coat of bitumen paint applied
over a clean and dry surface. The paint should be dry before the
mastic is laid.
7.4 Isolating Membrane -An isolating membrane conforming to Type 1
of IS: 1322-1970* is normally used where bitumen mastic up to 20 mm in
thickness is laid. Where the base is in direct contact with the ground,
glass fibre felt (see IS : 7193-1974t ) may be used as an alternative.
*Specification for bitumen felts for waterproofing and damp-proofing (.~onrl
revision) .
~SpcvScation for glass fibre base coal tar pitch and bitumen felts.
7IS t 1196 - 1978
Thickness of bitumen mastic exceeding 20 mm on new concrete are usually
laid without an isolating membrane except in circumstances described in
( b ) below. Isolating membranes should be laid loose.
a) An isolating membrane is essential:
1) on a timber base;
2) on a base of porous or open texture, such as no-fines or light-
weight concrete;
3) where the concrete surfaces contains line cracks;
4) on a concrete base which has received a surface treatment,
such as sodium silicate solution;
5) when concrete has been contaminated by foreign matter from
industrial processes, such as oils, greases, sugar solutions or
chemicals; and
6) when the mastic is to be laid over a thermal insulating
medium, for example, in cold stores.
b) An isolating membrane may also be found necessary in circums-
tances arising immediately before or at the time of laying, such
as the following:
1) When the bitumen mastic cools too rapidly to allow it to be
manipulated and properly finished. Premature cooling may
be caused by the dissipation of heat through the base or by
weather conditions, or both. It may also occur when it is
necessary to transport the material far from the cauldron or
mixer. Under these conditions, an isolating membrane may
act as a thermal insulating medium to assist the retention of
heat for a longer time after laying.
2) When (blowing ’ of the mastic asphalt occurs and cannot be
avoided by dusting the base with a suitable powder. The
reasons for c blowing ’ are obscure, but it may be due to
extreme dampness or dryness or by the nature of the surface
texture of the concrete. Where it is known in advance that
these conditions may arise, those entrusted with laying ,
bitumen mastic should be notified.
7.5 Placing the Underlay - The underlay, when required should be laid
loose with lapped joints.
7.6 Setting Out - The setting out of the floor area into bays is normally
decided according to workable requirements. The arrangement of the bays
depends upon the design of the floor and the number of spreaders engaged,
so that the laying and finishing processes may both be easily controlled by
the operatives.
8IS : 1196- 1978
7.7 Re-melting at Site - Re-melting is the term applied to the melting
at the site or in a mobile mixer of the pieces of broken bitumen mastic
blocks. The blocks shall be broken to convenient size not exceeding
60 mm cubes and loaded into the mechanically agitated mixer or mastic
cooker at the site of work. The material shall then be carefully remelted.
At this stage any coarse aggregate preferably preheated shall be fed
in successive portions until the complete charge is thoroughly incorporated.
After all the coarse aggregate has been incorporated, the material shall
be mixed continuously for a period of not less than one hour before laying
is begun, and mixing shall be continued until laying operation is com-
pleted, so as to maintain the coarse aggregate in suspension. At no stage
during the re-melting and mixing process, shall the temperature exceed
205°C.
7.8 Laying
7.8.1 Transgort of Molten Material-When the material is sufficiently
molten to be workable, it should be carried in flat mortar pans, to the
point of laying. To prevent the molten material from sticking to the pans
they may be sprinkled inside with a minimum quantity of inorganic dust,
sudh as limestone dust, cement, ash or oil shall not be used.
7.8.2 @reading-Bitumen mastic should generally be laid in bays in
one coat. It should be spread to the specified thickness by means of
suitable hand tools, gauges, straight edges and hand levels being used to
ensure accuracy. The bitumen mastic should then be floated to a
uniformly level surface by a heavy wooden float and should be free from
roughness and’ imperfections.
7.8.2.1 If ‘blowing ’ occurs, the bubbles should be punctured and
the area affected carefully made good while the mastic is still hot.
7.8.2.2 Two-coat work should be treated in a manner similar to that
for single-coat work, but care should be taken to arrange that the joints
in successive layers are staggered.
7.8.3 Surface Finish -The type of surface finish required should be
specified by the designer. The following.are the two types:
a>
Muttfinish - The surface should be rubbed in with sand during
the final floating operation. The sand should be clean and free
from foreign matter. All surplus material should be removed after
rubbing is completed, and
b) Polishedjnish - The surface should be finished with a float in a
manner similar to that used for a matt finish but without the use
of an abrasive,
9
‘,’__-_ ._.-. _---_
IS I 1198 - 1978
7.8.3.1 Immediately after completion of the laying, the bitumen
mastic should be protected from damage till the material cools to the
surrounding temperature.
7&A Slijperiness - Bitumen mastic has reasonable slip-resistance, but
frequent polishing tends to make it slippery. Where mastic is used as
paving to stairs a suitable-non-slip safety nosing or inset should be
incorporated in the tread.
7.9 Juncdons - S pecial care should be taken in effecting proper junctions
between new and previously laid sections of work. The contact edges of
the previously laid mastic should be cleaned and warmed by additional
applications of hot mastic. This procedure should also be adopted at
junctions between the floor finish and skirtings, coves or fillets.
7.10 skirtisgs - Skirtings should be executed in not less than two coats,
particular care being taken to ensure proper adhesion of the first coat to
the base. Special care should be taken at external angles to ensure the
full thickness of the material.
7.11 Protection of the Surface -The newly laid surface should be
protected from damage due to careless handling of construction equip-
ment, spillage of oils, paints, chemicals, plying of vehicles, etc. Concrete
or mortar shall not be mixed directly on the bitumen mastic surface.
7.12 Bringing into Service - The mastic flooring should not be subjected
to traffic until the material has cooled throughout to the temperature of
the surrounding atmosphere.
8. INSPECTION
8.1 The work shall be inspected while in progress and after completion,
special attention shall be paid to the following points:
-4 General condition of the base;
b) Irregular surface of the base, and correct laying of the underlay,
when used;
4 Cleanliness of plant for re-melting;
,
4 Correct temperature of the mixture prior to laying;
e) Use of the correct kind of dust to assist removal of mixture from
the buckets;
f) Making good all ( blows ‘;
g) Correct thickness throughout;
h) Removal of all asphalt tailings;
3 Correctness of finished level and specified finish; and
W Correct pattern of decorative designs, if any.
109. MAINTENANCE
9.1 The bitumen mastic surface requires relatively little maintenance,
though attention is necessary to obtain maximum service, Superficial dirt
may normally be removed by washing with warm water and suitable
detergents. Where there is much dirt on the floor, the additions of a
small quantity of washing soda to the warm water may be desirable. After
the dirt has been removed the floor should be mopped with clean water.
It is essential that all oils, fats and greases spilled on the floor should be
removed immediately.
9.2 Repairs
9.2.1 When a damaged section has to be removed, it should be done
carefully. Considerable damage may result from an attempt to cut away
an affected area with the hammer and chisel or to soften it with a blow
lamp. The correct method is to place hot mastic around and over the
area concerned, and after this has had a sufficient softening effect, the area
shall be carefully cut away and made good, with fresh bitumen mastic.
9.2.2 When two-coat work is being restored or made good, the edge
along the perimeter of the area shall be cut back not less than 75 mm to
half the total thickness of the mastic, to form a lapped joint.
11BUREAU OF INDIAN STANDARDS
.
-:
Mmdt Sham,‘9 Bahedr Shah ZaMr Marg, NPW DELHI 110092
Tdrphorwib: 323 0131, 323 3375, 323 9492
Fax:91113234062,91113239399.91113239382
TekgrcmS : l4wdsmstha
(Common to dl Ottices)
curwL&om&ry: TW
Plot No. 20/9, Site IV, Sahibabad Industrial Area, SAHIBABAD 201010 0-770032
Reg&wwo#ces:
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‘Eastern : l/14 CIT Scheme VII M. V.I.P. Road, Maniktota, CALCUTTA799954 337 86 62
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Southern : C.I.T. Campus, IV Cross Road, CHENNAI 690113 23523 15
TWestern : Manakalaya, E9 Behind Marol Telephone Exchange, Andheri (East), 632 92 95
MUMBAI 499093
‘PushpaIr’. Nurmchamed Shaikh Marg, Khanpur, AHMEDABAD 369991 5591340
SPeenya lndustrii Area, 1st Stage, Bangatom-Tumkur Road, 0394955
BANGALORE 569058
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LUCKNOW 226001
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THIRUVANANTHAPURAM 695034
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*Sales Offlce is at 5 Chowrin$ws Approach, P 0. Prtncep Street,
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Prtntsda t New lndls Prhtln9 Press, Khurjs. trv9a
--I,-“.. ~. - .-
c,,
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3025_30.pdf
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UDC 628*1/‘3 : 643’36 1.4 ( Second Reprint JULY 1998 ) IS : 3025 ( Part ( R3 ea0 f fir) m - e d1 9 198 98 3 )
Indian Standard
METHODS OF SAMPLING AND
TEST ( PHYSICAL AND CHEMICAL) FOR
WATER AND WASTEWATER
PART 30 BROMIDE ’
( First Revision )
1. Scope - This standard prescribes two methods for determination of bromide, Bromides ir
the samples are oxidized to bromine in presence of phenol red and subsequently phenol red i:
brominated by addition of chloramine-T. The brominated compound thus produced is reddisl
to violet depending upon its concentration. The concentration of chloramine-T and the timint
of reaction before dechlorination are critical. The COIOU~ maching is done either visually or usins
a spectrophotometer. ln case of any difference of opinion, the spectrophotometric method shal
be the referee method.
2. Interference - ions commonly found in water do not interfere in the test, but oxidizing an(
reducing agents and iodides do interfere.
3. Apparatus
3.1 Spectrophotometer - for use at 590 nm, providing a light path of at least 2 cm.
3.2 Nessler Cyclinders - 100 ml capacity.
4. Reagents
4.1 Acetate Buffer Solution - Dissolve 68 g sodium acetate trihydrate ( NaCsHs02.3Hs0 ) ir
distilled water. Add 30 ml of glacial acetic acid and make up to 1 litre. The pH should be 4’6 tc
4.7.
4.2 Phenol Red Indicator Solution - Dissolve 0.021 g phenol red ( phenol sulphonaphthaleir
sodium salt ) and dilute to 100 ml with distilled water.
4.3 Chloramine-T Solution - Dissolve 0.5 g chloramine-T and dilute to 100 ml with distillec
Inrater. Store in a dark bottle in refrigerator.
a.4 Sodium Thiosulphate Solution - 2 N. Dissolve 49’6 g of sodium thiosulphate (NasSsOs,5HsO o
31.6 g NasS,Os ) and dilute to 100 ml with distilled water.
4.5 Stock Bromide Solution - Dissolve 744.6 mg anhydrous potassium bromide ( KBr ) ir
_listil!ed water and make up to 1 litre. One millilitre of the solution = 0 50 mg Br.
4.5.1 Standard bromide solution - Dilute 10.0 ml of stock solution to 1 litre. One millilitre of
he diltuted solution = 5.00 &I Br.
i. Procedure - Take 50 ml or an aliquot of sample diluted to 50 ml containing 0 1 to 1 .O mg/l
If bromide. Add 2 ml buffer solution, 2 ml phenol red solution and 0’50 ml chloramine-T solution.
dix thoroughly and allow to stand for exactly 20 minutes. Dechlorinate by mixing with 0.5 ml
rf sodium thiosulphate solution. Compare colour visually in Nessler cylinders against bromide
tandards prepared simultaneously with the sample or preferably read absorbance in a spectro-
bhotometer at 590 nm against reagent blank. Determine mg of bromide per litre against
bsorbance from a calibration curve.
i. Calculation
;.I Bromide ( as Br ), mg/l = M ’ JIooo
( in case of visual
comparison >
where
/kl - milligrams of bromide in the matching control standard, and
v, = volume in ml of sample.
Adopted 1 January 1988 @ July 1988, BIS Gr 1
,
BUREAU OF INDIAN STANDARDS
MANAK BHAVAN, 9 BAHADUR SHAH ZAFAR MARG
NEW DELHI 110002IS : 3025 ( Part 30) - 1933
EXPLANATORY NOTE
Bromide may occur in varying amounts in well supplies in coastal areas as a result of sea
water intrusion. Industrial discharges may contribute the bromide found in some fresh water
streams. Under normal circumstances, the bromide content of most drinking waters is negligible,
seldom exceeding 1 mg/l. This standard supersedes 28 of IS : 3025-1964 ‘Methods of sampling
and test ( physical and chemical ) for water used in industry’.
Reprography Unit, BE, New Delhi, India
|
6909.pdf
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IS 6909 : 1990
(Reaffirmed 2000)
Edition 2.4
(2000-04)
Indian Standard
SUPERSULPHATED CEMENT —
SPECIFICATION
( First Revision )
(Incorporating Amendment Nos. 1, 2, 3 & 4)
UDC 666.943.4
© BIS 2003
B U R E A U O F I N D I A N S T A N D A R D S
MANAK BHAVAN, 9 BAHADUR SHAH ZAFAR MARG
NEW DELHI 110002
Price Group 3Cement and Concrete Sectional Committee, CED 2
FOREWORD
This Indian Standard (First Revision) was adopted by the Bureau of Indian Standards, after the
draft finalized by the Cement and Concrete Sectional Committee had been approved by the Civil
Engineering Division Council.
This standard was first published in 1973 and since then large number of amendments have been
issued from time to time in order to modify various provisions based on the requirements of the
users and also keeping in view the raw materials and fuel available in the country for manufacture
of cement. The important amendments include incorporating a clause on false set of cement,
permitting packaging of cement in 25 kg bags, making compulsory provision for issuing a
certificate indicating the total chloride content in percent by mass of cement, modification in the
tolerance requirements for the mass of cement packed in bags, etc. In view of these large number
of amendments, the Sectional Committee decided to bring out the first revision of the standard
incorporating all these amendments so as to make it convenient for the users.
Supersulphated cement has been successfully used in a variety of aggressive conditions, for
example, for marine works, mass concrete jobs to resist the attack by aggressive water, reinforced
concrete pipes in ground water, concrete construction in sulphate bearing soils, and in chemical
works under conditions involving exposure to high concentrations of sulphates of weak solutions of
mineral acids. It has been used for the underside of bridges over railways and for concrete sewers
carrying industrial effluents. Its use under tropical conditions has also been recommended,
provided the prevailing temperature is below 40°C (see Note). Although its use as a general
purpose cement can be made with adequate precautions, it is not recommended for producing
steam-cured products. Production of this cement will also result in greater utilization of
blastfurnace slag, an industrial by-product of steel in the country.
NOTE — The limit of 40°C for use of this cement in tropical conditions is on the basis of available literature and this
limit will be reviewed when more experience will be gained with the use of this cement in this country.
Mass of cement packed in bags and the tolerance requirements for the mass of cement packed in
bags shall be in accordance with the relevant provisions of the Standards of Weights and Measures
(Packaged Commodities) Rules, 1977 and B-1.2 (see Annex B for information). Any modification
in these rules in respect of tolerance on mass of cement would apply automatically to this
standard.
The composition of the committee responsible for the formulation of this standard is given in
Annex C.
This edition 2.4 incorporates Amendment No. 1 (June 1991), Amendment No. 2 (November1991),
Amendment No. 3 (November 1993) and Amendment No. 4 (April2000). Side bar indicates
modification of the text as the result of incorporation of the amendments.
For the purpose of deciding whether a particular requirement of this standard is complied with,
the final value, observed or calculated, expressing the result of a test or analysis, shall be rounded
off in accordance with IS 2 : 1960 ‘Rules for rounding off numerical values (revised)’. The number
of significant places retained in the rounded off value should be the same as that of the specified
value in this standard.IS 6909 : 1990
Indian Standard
SUPERSULPHATED CEMENT —
SPECIFICATION
( First Revision )
1 SCOPE 4.2An approved or established grinding aid
may be used provided it is used in very small
1.1This standard covers the requirements for
amounts in a manner similar to the grinding of
composition, manufacture and testing of
clinker.
supersulphated cement.
5 CHEMICAL REQUIREMENTS
2 REFERENCES
2.1The Indian Standards listed in Annex A are 5.1The supersulphated cement shall comply
necessary adjuncts to this standard. with the following chemical requirements when
tested in accordance with the methods given in
3 TERMINOLOGY IS 4032 : 1985.
3.1For the purpose of this standard, the
Insoluble residue 4 percent, Max
definitions given in IS 4845 : 1968 shall apply,
in addition to the following. Magnesium oxide 10 percent, Max
Sulphuric anhydride 6 percent, Min
3.2 Supersulphated Cement
Sulphide sulphur 1.5 percent, Max
A hydraulic cement produced by intergrinding
or intimately blending a mixture of granulated
NOTES
blastfurnace slag, calcium sulphate and a small
amount of Portland cement, Portland cement 1The limit of total chloride content in cement for use in
clinker or any other source of lime. The plain and other reinforced concrete structures is being
reviewed. Till that time, the limit may be mutually
abbreviation ‘SSC’ shall be used for
agreed to between the purchaser and the manufacturer.
‘supersulphated cement’. (Method of test for determination of chloride content in
cement is given in IS 12423 : 1988).
3.3 Calcium Sulphate
2Granulated slag conforming to IS 12089 : 1987 has
Calcium sulphate obtained by calcining high been found suitable for manufacture of supersulphated
purity gypsum to convert it to anhydrite; cement.
calcination temperature may range from 500 to
6 PHYSICAL REQUIREMENTS
700°C. Naturally occurring anhydrite (CaSO )
4
or industrial by-product anhydrite may also be 6.1 Fineness
used.
When tested by Blaine’s air permeability
4 COMPOSITION AND MANUFACTURE
method given in IS 4031 (Part 2) : 1988, the
4.1Supersulphated cement shall be supersulphated cement shall have a fineness
manufactured by intergrinding or intimately (specific surface) of not less than 400 m2/kg;
blending a mixture of granulated blastfurnace
6.2 Soundness (Cold-Expansion)
slag, calcium sulphate and a small amount of
33 grade ordinary Portland cement, Portland The cement when tested for soundness by the
clinker or any other source of lime (see Note). Le-Chatelier method described in IS 4031
The dry granulated blastfurnace slag (Part3) : 1988 (modified to omit the boiling test
component of the mixture shall not be less than so that the initial reading is taken immediately
70 percent by mass. The cement shall be after moulding and the final reading after
ground finer than 33 grade ordinary Portland immersion in water at 27 ± 2°C for 24 hours)
cement and the technology of production shall shall not have an expansion of more than
ensure most intimate blending of its 5mm.
constituents.
NOTE — The Le-Chatelier boiling test procedure and
NOTE — When produced by intimate blending, the autoclave expansion are omitted since excessive
various ingredients sought to be blended shall also have unhydrated calcium oxide and periclase content are not
prior grinding to the fineness required. envisaged.
1IS 6909 : 1990
6.3 Setting Time inspection and in a suitable weather-tight
building to protect the cement and clinker
The setting time of the supersulphated cement
component from hydration and to minimize
when tested by the Vicat apparatus method
warehouse deterioration.
described in IS 4031 (Part 5) : 1988 shall be as
follows: 8 MARKING AND DELIVERY
a) Initial setting time Not less than 30 8.1The cement shall be packed in bags [jute
minutes sacking bag conforming to IS 2580 : 1982,
double hessian bituminized (CRI type),
b) Final setting time Not more than 600 multiwall paper conforming to IS11761 : 1986,
minutes polyethylene lined (CRI type), jute, light weight
jute conforming to IS 12154 : 1987, woven
6.3.1If cement exhibits false set, the ratio of
HDPE conforming to IS 11652 : 1986, woven
final penetration measured after 5 minutes of
polypropylene conforming to IS 11653 : 1986,
completion of mixing period to the initial
jute synthetic union conforming to IS12174 :
penetration measured exactly after 20 seconds
1987, or any other approved composite bags]
of completion of mixing period, expressed as
bearing the manufacturer’s name or his
percent, shall be not less than 50 when tested
registered trade-mark, if any. The words
according to the method described in IS 4031
‘Supersulphated Cement’ and a suitable mark
(Part 14):1989. In the event of cement
to distinguish supersulphated cement from
exhibiting false set, the initial and final setting
other cements shall be clearly and indelibly
time of cement when tested by the method
made on each bag. The number of bags (net
described in IS 4031 (Part 5):1988 after
mass) to the tonne or the net mass of the
breaking the false set, shall conform to 6.3.
cement shall be legibly and indelibly marked on
6.4 Compressive Strength each bag. The bags shall be in good condition at
The average compressive strength of at least the time of inspection.
three mortar cubes (area of face 50 cm2)
8.1.1Similar information shall be provided in
composed of one part of supersulphated
the delivery advices accompanying the
cement, three parts of standard sand by mass
shipment of packed or bulk cement (see 8.3).
and p/4 + 3.0 percent (of combined mass of
cement plus sand) water, and prepared, stored 8.2The net mass of cement per bag shall be
and tested in the manner described in IS 4031 50kg (see Annex B).
(Part 6) : 1988 shall be as follows:
NOTE — Since the specific gravity (2.80 to 2.90) and the
bulk density (1.3 kg/l) of supersulphated cement are
a) 72 ± 1 hour not less than 15 MPa
lower than those of ordinary Portland cement, the size
b) 168 ± 2 hours not less than 22 MPa of the bag for 50 kg supersulphated cement will be
somewhat larger compared to the size of conventional
c) 672 ± 4 hours not less than 30 MPa bag for ordinary Portland cement.
8.2.1The net mass of cement per bag may also
NOTES
be 25 kg subject to tolerances as given in
1Standard sand shall conform to IS 650 : 1966.
8.2.1.1 and packed in suitable bags as agreed to
2P is the percentage of water required to produce a
between the purchaser and the manufacturer.
paste of standard consistency (see 11.3).
6.5By agreement between the purchaser and 8.2.1.1The number of bags in a sample taken
the manufacturer, transverse strength test of for weighment showing a minus error greater
plastic mortar in accordance with the method than 2 percent of the specified net mass shall be
described in IS 4031 (Part 8) : 1988 may be not more than 5 percent of the bags in the
specified in addition to the test specified in 6.4. sample. Also the minus error in none of such
The permissible values of the transverse bags in the sample shall exceed 4 percent of the
strength for supersulphated cement shall be specified net mass of cement in the bag.
mutually agreed to between the purchaser and However, the net mass of cement in a sample
supplier at the time of placing order. shall be equa1 to or more than 25 kg.
6.6Notwithstanding the strength requirements
8.2.2When cement is intended for export and if
in 6.4 and 6.5, supersulphated cement shall
the purchaser so requires, packing of cement
show at 168 hours and 672 hours a progressive
may be done in bags or in drums with a net
increase in strength from the strength at 72
mass of cement per bag or drum as agreed to
hours.
between the purchaser and the manufacturer.
7 STORAGE
8.2.2.1For this purpose the permission of the
7.1The supersulphated cement shall be stored certifying authority shall be obtained in
in such a manner as to permit easy access for advance for each export order.
2IS 6909 : 1990
8.2.2.2The words ‘FOR EXPORT’ and the net 11 TESTS
mass of cement per bag/drum shall be clearly
11.1The sample or samples of cement for tests
marked in indelible ink on each bag/drum.
shall be taken as described in 10.1 and 10.2
8.2.2.3The packing material shall be as agreed and shall be tested in the manner prescribed in
to between the manufacturer and the the relevant clauses.
purchaser.
11.2 Temperature for Testing
8.2.2.4The tolerance requirements for the
The temperature at which physical tests are
mass of cement packed in bags/drum shall be as
given in 8.2.1.1 except the net mass which shall carried out should, as far as possible, be
be equal to or more than the quantity in 8.2.2. 27±2°C.
11.3Consistency of Standard Cement
8.3Supplies of cement in bulk may be made by
agreement between the purchaser and the Paste
supplier (manufacturer or stockist). The quantity of water required to produce a
NOTE — A single bag or container containing 1 000kg paste of standard consistency, to be used for the
or more net mass of cement shall be considered as bulk determination of the water content of mortar
supply of cement. Supplies of cement may also be made for the compressive strength tests and for the
in intermediate containers, for example, drums of
determination of soundness and setting time,
200kg, by agreement between the purchaser and the
manufacturer. shall be obtained by the method described in
IS4031 (Part 4) : 1988.
9 MANUFACTURER’S CERTIFICATE
11.4 Non-compliance with Test
9.1The manufacturer shall satisfy himself that
the cement conforms to the requirements of Any cement which does not comply with any of
this standard, and if requested, shall furnish a the tests and analysis specified in this standard
certificate to this effect to the purchaser or his or which has not been stored in the manner
representative. provided under 7.1 may be rejected as not
9.2The manufacturer shall furnish a complying with this standard.
certificate, within ten days of despatch of
11.5 Independent Testing
cement, indicating the total chloride content in
percent by mass of cement. 11.5.1If the purchaser or his representative
requires independent tests, the samples shall
10 SAMPLING
be taken before or immediately after delivery at
10.1Samples for Testing and by Whom to the option of the purchaser or his
be Taken representative, and the tests shall be carried
out in accordance with this standard on the
A sample or samples for testing may be taken
written instructions of the purchaser or his
by the purchaser or his representative, or by
representative.
any person appointed to superintend the work
for the purpose for which the supersulphated 11.5.2Cost of Testing
cement is required, or by the later’s
The manufacturer shall supply, free of charge,
representative. The samples shall be taken
the supersulphated cement required for testing.
within three weeks of delivery and the tests
Unless otherwise specified in the enquiry and
shall be commenced within four weeks of
order, the cost of the tests shall be borne as
delivery.
follows:
10.2Notwithstanding the requirements of 10.1
the methods and procedure of sampling shall be a)By the manufacturer in the event of the
in accordance with IS 3535 : 1986. results showing that the cement does not
comply with this standard, and
10.3Facilities for Sampling and
Identifying b)By the purchaser in the event of the
results showing that the cement complies
The manufacturer or supplier shall afford every
with this standard.
facility, and shall provide all labour and
materials for taking and packing the samples 11.5.3After a representative sample has been
for testing the supersulphated cement and for drawn and hermetically sealed, tests on the
subsequent identification of the cement sample shall be carried out as expeditiously as
samples. possible.
3IS 6909 : 1990
ANNEX A
(Clause 2.1)
LIST OF REFERRED INDIAN STANDARDS
IS No. Title IS No. Title
650 : 1966 Standard sand for testing of 11652 : 1986 High density polyethylene
cement (first revision) (HDPE) woven sacks for
packing cement
2580 : 1982 Jute sacking bags for packing
cement (second revision) 11653 : 1986 Polypropylene (PP) woven
sacks for packing cement
3535 : 1986 Methods of sampling hydraulic
cement (first revision)
11761 : 1986 Specification for multiwall
4031 (Parts 1 to Methods of physical tests for paper sacks for cement,
Part 13) : 1988 hydraulic cement (first valved-sewn-gussetted type
revision)
12089 : 1987 Granulated slag for the
4031 (Part 14) : Methods of physical tests for manufacture of Portland slag
1989 hydraulic cement: Part 14 cement
Determination of false set
12154 : 1987 Light weight jute bags for
4032 : 1985 Method of chemical analysis of
packing cement
hydraulic cement (first
revision) 12174 : 1987 Jute synthetic union bags for
packing cement
4845 : 1968 Definitions and terminology
relating to hydraulic cement
12423 : 1988 Method for colorimetric
4905 : 1968 Methods for random sampling analysis of hydraulic cement
ANNEX B
( Clause 8.2 )
TOLERANCE REQUIREMENTS FOR THE MASS OF CEMENT
PACKED IN BAGS
B-1The net mass of cement packed in bags at specified net mass (50 kg) shall be not more
the plant in a sample shall be equal to or more than 5 percent of the bags in the sample. Also
than 50 kg. The number of bags in a sample the minus error in none of such bags in the
shall be as given below: sample shall exceed 4 percent of the specified
net mass of cement in the bag.
Batch Size Sample Size
NOTE — The matter given in B-1 and B-1.1 are
100 to 150 20 extracts based on the Standards of Weights and
Measures (Packaged Commodities) Rules, 1977 to
151 to 280 32 which reference shall be made for full details. Any
modification made in these Rules and other related Acts
281 to 500 50
and Rules would apply automatically.
501 to 1 200 80 B-1.2In case of a wagon/truck load up to 25
tonnes, the overall tolerance on net mass of
1 201 to 3 200 125
cement shall be 0 to + 0.5 percent.
3 201 and over 200
NOTE — The mass of a jute sacking bag conforming to
IS 2580 : 1982 to hold 50 kg of cement is 531g, the mass
The bags in a sample shall be selected at
of a double hessian bituminized (CRI type) bag to hold
random (see IS 4905 : 1968). 50 kg of cement is 630g, the mass of a 6-ply paper bag
to hold 50kg of cement is approximately 400g and the
B-1.1The number of bags in a sample showing
mass of a polyethylene lined (CRI type) jute bag to hold
a minus error greater than 2 percent of the
50kg of cement is approximately 480g.
4IS 6909 : 1990
ANNEX C
( Foreword )
Cement and Concrete Sectional Committee, CED 2
Chairman Representing
DR H. C. VISVESVARAYA National Council for Cement and Building Materials,
NewDelhi
Member
SHRI K. P. BANERJEE Larsen and Toubro Limited, Bombay
SHRI HARISH N. MALANI ( Alternate )
SHRI S. K. BANERJEE National Test House, Calcutta
CHIEF ENGINEER (BD) Bhakra Beas Management Board, Nangal Township
SHRI J. C. BASUR ( Alternate )
CHIEF ENGINEER (DESIGNS) Central Public Works Department, New Delhi
SUPERINTENDING ENGINEER (S & S) ( Alternate )
CHIEF ENGINEER (RESEARCH-CUM-DIRECTOR) Irrigation Department, Government of Punjab
RESEARCH OFFICER (CONCRETE TECHNOLOGY) ( Alternate )
DIRECTOR A. P. Engineering Research Laboratories, Hyderabad
JOINT DIRECTOR ( Alternate )
DIRECTOR Central Soil and Materials Research Station, New Delhi
CHIEF RESEARCH OFFICER ( Alternate )
DIRECTOR (C & MDD-II) Central Water Commission, New Delhi
DEPUTY DIRECTOR (C & MDD-II) ( Alternate )
SHRI V. K. GHANEKAR Structural Engineering Research Centre (CSIR),
Ghaziabad
SHRI S. GOPINATH India Cements Limited, Madras
SHRI A. K. GUPTA Hyderabad Industries Limited, Hyderabad
SHRI J. SEN GUPTA National Buildings Organization, New Delhi
SHRI P. J. JAGUS Associated Cement Companies Ltd, Bombay
DR. A. K. CHATTERJEE ( Alternate )
JOINT DIRECTOR STANDARDS (B & S)/CB-I Research, Designs and Standards Organization (Ministry
of Railways), Lucknow
JOINT DIRECTOR STANDARDS (B & S)/CB-II ( Alternate )
SHRI N. G. JOSHI Indian Hume Pipes Co. Limited, Bombay
SHRI R. L. KAPOOR Roads Wing (Ministry of Transport), Department of
Surface Transport, New Delhi
SHRI R. K. SAXENA ( Alternate )
DR. A. K. MULLICK National Council for Cement and Building Materials, New
Delhi
SHRI G. K. MAJUMDAR Hospital Services Consultancy Corporation (India) Ltd,
New Delhi
SHRI P. N. MEHTA Geological Survey of India, Calcutta
SHRI S. K. MATHUR ( Alternate )
SHRI NIRMAL SINGH Development Commissioner for Cement Industry (Ministry
of Industry)
SHRI S. S. MIGLANI ( Alternate )
SHRI S. N. PAL M. N. Dastur and Company Private Limited, Calcutta
SHRI BIMAN DASGUPTA ( Alternate )
SHRI R. C. PARATE Engineer-in-Chief’s Branch, Army Headquarters
LT-COL R. K. SINGH ( Alternate )
SHRI H. S. PASRICHA Hindustan Prefab Limited, New Delhi
SHRI Y. R. PHULL Indian Roads Congress, New Delhi; and Central Road
Research Institute (CSIR), New Delhi
SHRI S. S. SEEHRA ( Alternate ) Central Road Research Institute (CSIR), New Delhi
DR. MOHAN RAI Central Building Research Institute (CSIR), Roorkee
DR S. S. RESHI ( Alternate )
SHRI A. V. RAMAN Dalmia Cement (Bharat) Limited, New Delhi
DR. K. C. NARANG ( Alternate )
SHRI G. RAMDAS Directorate General of Supplies and Disposals, New Delhi
SHRI T. N. SUBBA RAO Gammon India Limited, Bombay
SHRI S. A. REDDI ( Alternate )
DR M. RAMAIAH Structural Engineering Research Centre (CSIR), Madras
DR. A. G. MADHAVA RAO ( Alternate )
SHRI A. U. RIJHSINGHANI Cement Corporation of India Ltd, New Delhi
SHRI C. S. SHARMA ( Alternate )
SECRETARY Central Board of Irrigation and Power, New Delhi
SHRI K. R. SAXENA ( Alternate )
SUPERINTENDING ENGINEER (DESIGNS) Public Works Department, Government of Tamil Nadu
EXECUTIVE ENGINEER (SMD DIVISION) ( Alternate )
SHRI L. SWAROOP Orissa Cement Limited, New Delhi
SHRI H. BHATTACHARYA ( Alternate )
SHRI S. K. GUHA THAKURTA Gannon Dunkerley & Company Ltd, Bombay
SHRI S. P. SANKARNARAYANAN ( Alternate )
5IS 6909 : 1990
Members Representing
DR H. C. VISVESVARAYA Institute of Engineers (India), Calcutta
SHRI D. C. CHATURVEDI ( Alternate )
SHRI G. Raman, Director General, BIS ( Ex-officio Member )
Director (Civ Engg)
Secretary
SHRI N. C. BANDYOPADHYAY
Joint Director (Civ Engg), BIS
Cement, Pozzolana and Cement Additives Subcommittee, CED 2 : 1
Convener
DR H. C. VISVESVARAYA National Council for Cement and Building Materials,
NewDelhi
Members
DR. A. K. MULLICK
( Alternates to DR. H. C. VISVESVARAYA )
DR. (SHRIMATI) S. LAXMI
SHRI S. K. BANERJEE National Test House, Calcutta
SHRI N. G. BASAK Directorate General of Technical Development, New Delhi
SHRI T. MADNESHWAR ( Alternate )
SHRI SOMNATH BANERJEE Cement Manufacturers Association, Bombay
CHIEF ENGINEER (RESEARCH-CUM-DIRECTOR) Irrigation Department, Government of Punjab
RESEARCH OFFICER (CT) ( Alternate )
SHRI N. B. DESAI Gujarat Engineering Research Institute, Vadodara
SHRI J. K. PATEL ( Alternate )
DIRECTOR Maharashtra Engineering Research Institute, Nasik
RESEARCH OFFICER ( Alternate )
DIRECTOR (C & MDD-II) Central Water Commission, New Delhi
DEPUTY DIRECTOR (C & MDD-II) ( Alternate )
SHRI R. K. GATTANI Shree Digvijay Cement Company Ltd, Bombay
SHRI R. K. VAISHNAVI ( Alternate )
SHRI J. SEN GUPTA National Buildings Organization, New Delhi
SHRI P. J. JAGUS Associated Cement Companies Ltd, Bombay
DR A. K. CHATTERJEE ( Alternate )
JOINT DIRECTOR, STANDARDS (B & S)/CB-I Research, Designs and Standards Organization, Lucknow
JOINT DIRECTOR, STANDARDS (B & S)/CB-II ( Alternate )
SHRI R. L. KAPOOR Roads Wing (Ministry of Transport), Department of
Surface Transport, New Delhi
SHRI R. K. DATTA ( Alternate )
SHRI W. N. KARODE Hindustan Construction Co. Ltd, Bombay
SHRI R. KUNJITHAPATTAM Chettinad Cement Corporation Ltd, Poliyur, Tamil Nadu
SHRI G. K. MAJUMDAR Hospital Services Consulting Corporation (India) Ltd,
NewDelhi
SHRI K. P. MOHIDEEN Central Warehousing Corporation, New Delhi
SHRI NIRMAL SINGH Development Commissioner for Cement Industry (Ministry
of Industry)
SHRI S. S. MIGLANI ( Alternate )
SHRI Y. R. PHULL Central Road Research Institute (CSIR), New Delhi
SHRI N. R. CHATTERJEE ( Alternate )
SHRI A. V. RAMANA Dalmia Cement (Bharat) Ltd, New Delhi
DR K. C. NARANG ( Alternate )
COL V. K. RAO Engineer-in-Chief’s Branch, Army Headquarters
SHRI N. S. GALANDE ( Alternate )
SHRI S. A. REDDI Gammon India Ltd, Bombay
DR S. S. REHSI Central Building Research Institute (CSIR), Roorkee
DR IRSHAD MASOOD ( Alternate )
SHRI A. U. RIJHSINGHANI Cement Corporation of India Ltd, New Delhi
SHRI M. P. SINGH Federation of Mini Cement Plants, New Delhi
SUPERINTENDING ENGINEER (D) Public Works Department, Government of Tamil Nadu
SENIOR DEPUTY CHIEF ENGINEER (GENERAL) ( Alternate )
SHRI L. SWAROOP Orissa Cement Ltd, New Delhi
SHRI H. BHATTACHARYA ( Alternate )
SHRI V. M. WAD Bhilai Steel Plant, Bhilai
6Bureau of Indian Standards
BIS is a statutory institution established under the Bureau of Indian Standards Act, 1986 to promote
harmonious development of the activities of standardization, marking and quality certification of goods and
attending to connected matters in the country.
Copyright
BIS has the copyright of all its publications. No part of these publications may be reproduced in any form
without the prior permission in writing of BIS. This does not preclude the free use, in the course of
implementing the standard, of necessary details, such as symbols and sizes, type or grade designations.
Enquiries relating to copyright be addressed to the Director (Publications), BIS.
Review of Indian Standards
Amendments are issued to standards as the need arises on the basis of comments. Standards are also
reviewed periodically; a standard along with amendments is reaffirmed when such review indicates that no
changes are needed; if the review indicates that changes are needed, it is taken up for revision. Users of
Indian Standards should ascertain that they are in possession of the latest amendments or edition by
referring to the latest issue of ‘BIS Catalogue’ and ‘Standards:Monthly Additions’.
This Indian Standard has been developed from Doc:No. CEDC 2 (4787)
Amendments Issued Since Publication
Amend No. Date of Issue
Amd. No. 1 June 1991
Amd. No. 2 November 1991
Amd. No. 3 November 1993
Amd. No. 4 April 2000
BUREAU OF INDIAN STANDARDS
Headquarters:
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10403.pdf
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4s : 10403 nl_983
s. ( Rs8mml8d lmm)
Indian Standard
GLOSSARY OF TERMS
RELATING TO BUILDING FINISHES
(Second Reprint APRIL 1999 )
UDC 001 : 4 : 693 : 6
(QC opyright 1983
BUREAU OF INDIAN STANDARDS
MANAK BHAVAN, 9 BAHADUR SHAH ZAFAR MARG
NEW DELHI 110002
Gr3 May 1983IS:10403- 1983
Indian Standard
GLOSSARY OF TERMS
RELATING TO BUILDING FINISHES
Flooring and Plastering Sectional Committee, BDC 5
Chairman
SHRI 0. P. MITTAL
S-252 Panchshila Park
New Delhi-l 10017
Members Representing
SHBX S. K. BANERJBE National Test House, Calcutta
SHRI P. R. DAB ( Alternate)
SEXI N. BOBALIN~IAH Builder’s Association of India, Bombay
SHRI DINEEH A. CHOKSHI Arcoy Industries, Ahmadabad
SHRI RASIKLAL A. CEOKSHI ( Alternate )
DIREOTOB Mahera;tra Engineering Research Institute,
RESEARCH OFFICER, MATERIAL
TESTING DIVISION ( Alternate )
DR V. S. GUPTA Project & Development India Ltd, Sindri
SHBI K. V. GURUSWAMY Indian Oil Corporation Ltd, New Delhi
SHRI G. V. PAN~ARKER ( Alternate )
JOINT DIRECTOR ( ARCH ) RDSO, Railway Board (Ministry of Railways )
DEPUTY DIRECTOR ( ARCH )
RDSO ( Alternate )
SERX S. C. KAPOOR Modern Tiles & Marble, New Delhi
SHRI A. C. KAPOOR ( Alternate )
BRICJ D. R. KATEURI~ Institution of Engineers ( India ), Calcutta
SEW K. E. S. MANX Bhor Industries Ltd, Bombay
SHRI RA~WESED . PATEL ( Altsrnatc )
DR MOHAN RAI Central Building Research Institute ( CSIR ),
Roorkee
DR R. K. JAIN (Alternate)
SEW M. V. MUBUQAPPAN Coromandal Prodorite Pvt Ltd. Madras
SHRI R. SRINIVASAN ( Alternatc )
SERI RANJ~T SINGE Ministry of Defence ( R & D )
SHRI K. A. SUVRASKAR ( Aftcrnatr )
SHRI 0. P. RATRA National Buildings Organization, New Delhi
SHRI D. B. SEN Indian Institute of Architects, Bombay
SRRI S. B. SHIROMANY ( Alternate )
( Continued on page 2 )
0 Cob9right 1983
BUREAU OF INDIAN STANDARDS
This publication is protected under the In&n Coplright Act ( XIV of 1957 ) and
reproduction in whole or in part by nny means except with written permission of the
publisher shall be deemed to be an infringement of copyright under the said Act.IS:10403 - 1983
Mmnbrrr Rtprcsrntinf
LT-COL M. P. TRAUMA Engineer-in-Chief’s Branch, Army Headquarters,
New Delhi
SHXI A. P. JAIN ( Alternate)
SHRI P. SRINIVASAN Concrete Association of India, Bombay
SHRI G. R. Josax ( Alternate )
SUPElrINTENDINo BNoINEER Public Works Department, Government of Tamil
Nadu, Madras
( PLANNING AND DE.YI~N CIXCLE )
EXECUTIVE ENQINEER
( BUILDING CENTIXE DIVISION)
( Alternate )
SUPERINTENDINQ SUI~VEYOB OB Central Public Works Department, New Delhi
wouxs (CZ )
.%JXVEYOR OF WORRS 1 (CZ) (Alternate)
SHRI G. RAMAN, Director General, ISI (Ex-ojicio Mem68r)
Director ( Civil Engg )
Sccrrtaty
SHRI K. M. MATHUR
Deputy Director ( Civ Engg ), IS1
2IS t 10403- 1983
Indian Standard
GLOSSARY OF TER’MS
RELATING TO BUILDING FINISHES
0. FOREWORD
0.1 This Indian Standard was adopted by the Indian Standards
Institution on 20 January 1983, after the draft finalized by the Flooring
and Plastering Sectional Committee had been approved by the Civil
Engineering Division Council.
0.2 It is realized that terms in common use by all concerned with
plastering and rendering appear in a number of Indian Standard
specilkations, codes of practice, and it has been considered preferable for
all definitions to be put together in one publication. This glossary has,
therefore, been prepared which would be handy for day to day use and
assist the reader of technical literature to understand the meaning of the
terms used.
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 India.
1. SCOPE
1.1 This standard covers definitions of terms relating to building finishes.
2. DEFINITIONS
A
2.1 Acoustic Plaster - A plaster designed to provide a surface having
improved sound properties.
2.2 Additives - Are chemicals or other materials added to the mortar
of normal plaster to obtain special effects such as waterproofing, aeration,
etc.
23 Applications-The separate operations are carried out over the
whole area to be plastered, which together constitute a coat. A finishing
_.
3ZS : 10403 - 1983
coat, for instance, may be applied in three separate operations, often
referred to as trowel, float and trowel respectively, from the particular
tool used in each case.
2.4 Ashlar Marking - The marking of a rendering to stimulate a wall
constructed of masonry blocks.
B
‘2.5 Background - Tlte material or combination of materials to which
the first coat of plaster or rendering is applied.
2.6 Backing Coat - A coat of plaster other than the finished coat.
2.7 Bay - The area plastered, rendered, or screeded in one operation.
2.8 Bell Coat - The shaping of the lower edge of an external rendering
to shed ram.
2.9 Bleeding - The separation of water from an unhardened mix.
2.10 Blistering -The development of one or more local swellings on
the finished plaster surface.
,2.11 Butter Co&t -The soft final coat to which the aggregate is applied
in pebble, spar or shingle dashing.
C
2.12 Coarse Stuff - A wet mixture of lime and sand for use in
undercoates; it may also contain hair.
2.13 Close in ( Tighten in) -The operation of consolidating the
surface of a final coat with a finishing trowel.
2.14 Combing --Operation of giving parallel wavy scratch marks on the
surface after partial setting of the intermediate coat to provide proper
grip of the finishing coat.
2.15 Cracking - The development of one or more fissures not assignable
to structural cause.
NOTE - Cracks in plaster in the vicinity of' a structural crack are not assignable
to structural failure unless they are in conformity with the structural crack.
2.16 Crazing -The development of a series of hair cracks on the
‘finished plaster surface. Known as ‘! map crazing ‘, when it forms an
haphazard pattern over the wall surface affected.
4D
2.17 Dashed Finish -A rough textured finish ( usually external
rendering ) of dry or wet dash.
2.17.1 Dry Dash - A finish in which suitably sized aggregate of natural
or manufactured materials is thrown ondo a freshly applied final coat of
mortar and left exposed.
2.17.2 Wet Dash - A finish produced when the final coat, containing a
proportion of fairly coarse aggregate, is thrown on as a wet mix and is
left in the ‘rough ’ condition. The texture desired is regulated by the size
of the coarse aggregate.
2.18 Drip - Providing of shaped grooves in the plastered surfaces on the
underside of projection near the edges.
2.19 Dot - A small patch of plaster, fixed at intervals on a background,
plumbed or levelled, and used in fixing screeds.
A short piece of wood lath bedded in plaster.
2.20 Dry Lining - The technique of surfacing walls with plaster board
instead of wet plastering.
2.21 Dubbing Out - The operation of attaching pieces of slate, tile, etc,
to a wall with plaster, and then likewise covering them in order to fill out
I
hollows or to form projections.
E
2.22 Efflorescence - A deposit of soluble salts on the surface of the
plaster or background.
F
2.23 Final Coat - The final continuous coat of rendering. material. In
dry finishes, it,i$ the coat on to which the dash is thrown while the coat is
still soft. In, roughcast or machine-applied finishes it is the last coat
thrown on to complete the finish.
2.24 Final Set - The condition at which the plasticity of a mix permits
little or no movement under the trowel. Trowelling after the final set has
the effect either of polishing or in other cases of weakening or disrupting
the surface.
52.25 Finishing - The smooth final coat to an external rendering.
2.26 Finishing Coat - The final coat in two or three coat plaster work.
This is also referred to as the final coat, setting coat, face coat or
skimming coat ( the term ‘ skimming coat ’ is also applied to single-coat
work ).
2.27 Finishing Treatment - ( see also 2.17 ).
2.27.1 Machine Applied Finish -. A final rendering coat applied by means
of hand or power-operated machines which spatter or throw the material
on to the wall. The roughness of the finished surface varies with the
material used and the type of machine. .
2.27.2 Scrq+f Finish - A finish in which the ‘final rendering coat, after
being levetred and allowed to stiffen for a few hours, is scrapped with a
suitable tool to remove the surface skin.
2.27.3 Stipple Finish - A textured finish produced by dabbing with a
brush or sponge.
2.27.4 Stucco - A form of rough cast plastering.
2.27.5 Textured Finish - A finish having an ornamental patterned or
textured surface produced by treatment of the freshly applied final coat
with various tools.
2.27.6 Sponge Plaster Finish - A textured finish produced by dabbing
with a sponge.
2.27.7 Water Proojng Plaster - Applying mortars with special additives
to surface for making the same dense and resistant to percolation of
water.
2.28 Flaking - The scaling away of patches of plaster surface due to
lack or loss of adhesion with the earlier coat.
2.23 Floating Coat - The undercoat immediately preceding the final
coat.
G
2.30 Gauging - The mixing of various constituents of a plaster. This
term is also used for denoting the addition of cement to a lime-sand mix
or of lime to a cement-sand mix. ‘A gauging’ is the term given to an
individual plaster work.
2.31 Green Saction -The early suction of a cement-based backing
which develops during setting.
6IS : 10403 - 1993
2.32 Grinning -The appearance on the surface of the plaster of the
pattern of joints or similar breaks in the continuity of the surface
characteristics of the background.
2.33 Gypsum Plaster - Plaster based on calcium sulphate.
2.33.1 Anhydrous Gj@um Plaster - Plaster consisting essentially of
calcium sulphate, CaS04, in anhydrous form which has been produced
by the dehydration of gypsum by heat whose set has been suitably
accelerated.
2.33.2 Semi-hydrate Gypsum Plaster - Plaster consisting essentially of
material from which only part of the water has been removed during
the calcining of gypsum.
2.33.3 Pre-mixed Lightmass Gyksum Pfaster - A plaster in which a light-
mass aggregate has been pre-mixed dry with a gypsum plaster to give a
low density.
H
234 Hacking - The roughing of solid backgrounds, by hand or
mechanical methods, to provide a suitable key.
K
2.35 Killing - Destroying the set of a plaster by continued mixing,
with some anhydrous gypsum plasters.
M
2.36 Mechanical Application* - The application of plaster by machine
usually by pumping and spraying.
P
2.37 Pattern Staining - Surface staining which sometimes occurs when
the two sides of a composite structure are consistently exposed to different
temperatures. The cause of such staining is the differential deposition
of atmospheric dust on those portions of the structure which are cooler,
as a result of higher thermal conductivity.
2.38 Peeling -The dislodgement of substantial areas of plaster work
from the background.
‘Denotes a term applicable to mechanical plastedng.IS I 10403 - 1983
2.39 Plaster - The general term for a material used to cover specified
surfaces, which is applied while plastic and which hardens after
application ( see 2.48 ).
2.40 Plastering - The range of operations involved in the application
of plaster to internal surfaces.
2.41 Plasticizer - An additive to improve the plasticity of mix, usually
by entraining air.
2.42 Popping - The appearance on the surface of the plaster or render-
ing of conical hollows ( pops or blows). They are due to the presence
of particles of reactive material which expand, after the plaster has set,
with sufficient force to push out the plaster in front of the particle.
2.43 Pricing up Coat - The first coat on metal testing.
2.44 Pugging - Coarse stuff or other suitable material used above
ceilings, between joists, to assist in sound proofing.
2.45 Punning - Fine finishing of plastered surfaces with addition of
thin layer of binding material.
R
2.46 Raking - Removing mortar from masonry joints to provide suit-
able key for the plastering and pointing.
2.47 Retempering - The re-mixing of a plastering or rendering mix
which has begun to stiffen.
2.48 Rendering - A mix which is applied while plastic to building
surfaces and which hardens after application ( see 2.39 ).
S
2.49 Screed -Narrow strips or bands of plaster laid on walls or
ceilings to serve as guide for bringing the whole work to a true or even
surface, the screeds being incorporated in the final undercoats.
2.53 Screeding - The range of operation involved in laying a screed
to receive floor finish.
2.51 Separating Layer - A layer of material between the screed and
sub-floor to prevent adhesion.
8IS : 10403 - r9&3
2.52 Snap Set -The very rapid hardening of some semihydrale ~:)‘;:s::FL
plasters following a normal initial set.
2.53 Spatterdash - A mix of cement and fairly coarse sand, prepared
as a thick slurry. It is thrown on as initial coating to provide a key on
dense backgrounds having poor suction, or to reduce or even-out suction
of other types of background.
2.54 Suction - That property of a background which determines its rate
of absorption of water.
T
2.55 Thin-Wall Plaster -Ready-mixed plaster normally supplied as a
paste for application generally by spraying as a thin coat and hardening
by drying.
U
2.56 Undercoats - Plaster coats ( often referred to as backing coats) the
main function of which is to provide surface suitables for the application
of succeeding coats. There are two types of undercoats.
2.56.1 Rendsring Coat -The coat which is applied directly to the
building surfaces to be plastered ( also referred to as the ‘first coat’).
2.56.2 Floating coat-The coat used in three-coat work to bring the
first coat to a true and even surface before the finishing coat is applied
( also referred to as the ‘second coat’ ).
9BUREAU OF INDIAN STANDARDS
Manak Bhavan, 9 Bahadur Shah Zafar Marg, NEW DELHI 110002
Telephones: 323 0131,323 3375,323 9402
Fax : 91 113234062,91 11 3239399, 91 11 3239302
T&grams :mslh
centmlLabomtoty: (Commonest
Plot No: 20/9, Site IV, Sahibabad Industrial Area, Sahibabad 201010 s-77003$
Regiond O#fces:
Central : Manak Bhavan, 9 Bahadur Shah afar Marg, NEW DELHI 110002 323 76 17
*Eastern : l/l 4 CIT Scheme VII M, V.I.P. Road, Maniktoia, CALCUTTA 700054 3378662
Northern : SCD 335-336, Sector 34-A, CHANDIGARH 160022 603843
Southern : C.I.T. Campus, IV Cross Road, CHENNAI 600113 235 23 15
tWestem : Manakalaya, E9, Behind Mtvol Tebqhone &change, Andheri (East), 832 92 95
MUMBAf 400093
&anch olllces::
‘Pwhpak’, Nurmohamed Shaikh Marg, Khanpur, AHMEDABAD 380001 5501348
SPeenya Industrial Area, 1 sf Stage, Bangabre-Tumkur Road, 8394955
BANGALORE 560058
Gangotrf Complex, 5th Floor, Bhadbhada Road, T.T. Nagar, BHDPAL 462003 55 40 21
Plot No. 62-63, Unit VI, Ganga Nagar, BHUBANESHWAR 751001 403627
Kaiaikathir ‘Buifdings, 670 Avtnashi Road, COIMBATORE 641037 21 01 41
Plot No. 43, Sector 16 A, Mathura Road, FARiDABAD 121001 B-28 88 01
Savitri Complex, 116 G.T. Road, GHAZiABAD 201001 8-71 1996
53/5 Ward No.29, R.G. Barua Road, 5th By-lane, GUWAHATI 781003 541137
S-956C, L.N. Gupta Marg, Nampafty Station Road, HYDERABAD 500001 201083
E-52, Chitaranjan Marg, C-Scheme, JAIPUR 302001 37 29 25
117/418 B, Sarvodaya Nagar, KANPUR 209005 21 6876
Seth Bhawan, 2nd Floor, Behind Leela Cinema, Naval ffishore Road, 238923
LUCKNOW 226001
NIT Building, Second Floor, Gokulpat Market, NAGPUR 440010 52 51 71
Patfiputra Industrial Estate, PATNA 900013 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. paleyam, THfRUVmRAM 695034 621 17
*Sales Cffice is at 5 Chowringhee Approach, P.O. Prlncep Street, 271085
CALCUlTA 700072
tSales Cffice is at Novelty Chambers, Grant Road, MUMBAI 400007 3096528
*Sales Office is at ‘F’ Block, Unity BuiMing, Narashknaraja Square, 222 39 71
BANGALORE 560902
Printed at Prilltograph, New Delhi (INDIA).
|
4995_1.pdf
|
IS : 4935 ( Part I ) - 1974
Indian Standard
CRITERIA FOR DESIGN OF REINFORCED
CONCRETE BINS FOR THE STORAGE
OF GRANULAR AND POWDERY MATERIALS
PART I GENERAL REQUIREMENTS AND ASSESSMENT
OF BIN LOADS
( First Revision )
Third Reprint SEPTEMBER 1992
IJDC 624’953’012’45
0 Copyright 1975
BUREAU OF INDIAN STANDARDS
MANAK BHAVAN, 9 BAHADUR SHAH ZAFAR MARG
NEW DELHI 110002
Gr 5 Augusr 1975IS : 4995 ( Part I I- 1974
Indian Standard
CRITERIA FOR DESIGN OF REINFORCED
CONCRETE BINS FOR THE STORAGE
OF GRANULAR AND POWDERY MATERIALS
PART I GENERAL REQUIREMENTS AND ASSESSMENT
OF BIN LOADS
First Revision )
(
Criteria for Design of Structures Sectional Cornmittcr, BDC 38
Chairman R$rcscnfing
Pnos G. S. RA~UIIYWANY Srru;~;rl~ginerring Rescilrch Centre ( CSIR ),
’ L
Members
SI~RI M. RAhrAIaH (Alternab to
Prof G. S. Ramaswamy )
Dn B. M. AHUJA Indian Institute of Technology, New Delhi
PROF*K. SEETH.%R.UIULU ( Alternate j
SHEI B. K. CHaTTEn JEE nlis Chatterjee, Polk, Kukreja, New Delhi
Da Y. C. DAS Indian Institute of Technology, Kanpur
DR P. DATARATN.~JI ( Alternate )
SHRI P. C. DAVE Drvclopment Consultants Pvt Ltd, Calcutta
DEBP~;E;ECTOR ( STANDARDS ), Research Designs SC Standards Organization
( Ministry of Railways), Lucknow
b&TOR (TCD) Central Water Sr Power Commission, New Delhi
Sun1 V. M. GAD Atomic Energy Commission, Bombay
SHRI I<. C. GHOSAL Alokudyog Cement Service, Sawai Madhopur
SH~I X. D. GUPTA Fertilizer Corporation of India, Sindri
Smt~ V. G. HEGDE National Buildings Organization, New Delhi
SHRI A. C. GUPT.~ ( Altcnlate )
SRIZI G. S. IYER Hindustan Construction Co Ltd, Bombay
SIIRI V. S. KA~IATH ( d&mate)
Dn 0. P. JOIN University of Roorkee, Roorkee
( Continued on page 2 J
@ Copyright 1975
BUREAU OF INDIAN STANDARDS
This publication is protected under the Zndiun 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 10 be an infringement of copyright under rhe said Act.( Cotiinucd from page 1 )
Members Representing
SHRI B. K. JINDAL CentxaJorfe;ilding Research Institute ( CSIR ),
SH~I B. S. GUPTA (Alternate)
SHRI S. B. JOSEI S. B.. Joshi & Co Ltd, Bombay
SHRI J. S. GOEIXALE ( Alternate)
SHBI S. I’. JOSHI Tata Consulting Engineers, Bombay
SEBI K. C. KARAMCEANDANI Engineers India Limited, New Delhi
SEPI K. N. SINHA ( Alternate )
SHRI M. KUPPUSWA~Y Ministry of Food & Agriculture (Department of
Food ), New Delhi
SERI MAEENDBA RAJ In personal capacity ( Consulting Engineer, I.!? E,
Defence Colony, .New Delhi )
SEBI M. A. MEETA Concrete Association of India, Bombay
SHRI B. T. UNWALLA( Alternate )
LT-COL M. H. S. MURTHY Engineer-in-Chief’s Branch, Army Headquarters
SO 2 ( DESIGNS ) ( Alternate)
SEBI K. C. PANDYA M/s Shah & Pandya, Bombay
SEEI B. BALWANT RAO Ministry of Transport (Roads Wing)
SHRI S. SEETHA~AMAN ( Alternate )
SEBI R. A. RAMA RAO The National Industrial Development Corporation
Ltd, New Delhi
DR J. K. SRIDHAB RAO NatiF: geyhyittee on Science and Technology,
SHBI T. N. SUEBA RAO Gamzon India Ltd, Bombay
SERI P. B. PATI& ( Alternate)
SHRI K. G. SALVI Hindustan Housing;Factory, New Delhi
SHRI S. K. CHATTERJEE ( Alternate )
DE B. R. SEN Indian Institute of Technology, Kharagpur
DR S. K. MALLICK ( Alternate )
SHBI C. N. SRINIVASAN M/s C. R. Narayana Rao, Madras
SUPERINTENDINQ SUFLVEYOR OF Central Public Works Department, New Delhi
WORKS ( I )
SEBI V. VENKATESWABULU (Alternate)
SEIU M. C. TANDON Stup India Ltd, Bombay
SHXI N. C. JAIN ( Alternate )
SHRI R. N. VAKIL Vakil-Mehta-Sheth, C o n s u 1 t in g Engineers,
Ahmedabad
PROF P. C. VAR~HESE lndian Institute of Technology, Madras
Da S. SRINIVASA RAO ( Alternate)
SI~RI K. VEERAHAGBAVACHARY Bharat Heavy Electricals Ltd, Tiruchirapalli
SHRI D. AJITHA SI~OIA, Director General, IS1 ( Ex-officio Member)
Director ( Civ Engg )
Secretary
SHRI V. SURESH
Assistant Director ( Civ Engg ), IS1
( Continued on jagc 17 )IS : 4995 ( Part I ) - 1974
Indian Standard
CRITERIA FOR DESIGN OF REINFORCED
CONCRETE BINS FOR THE STORAGE
OF GRANULAR AND POWDERY MATERIALS
PART I GENERAL REQUIREMENTS AND ASSESSMENT
OF BIN LOADS
( First Revision )
0. FOREWORD
0.1 This Indian Standard ( Part I ) ( First Revision ) was adopted by the
Indian Standards Institution on 9 December 1974, after the draft finalized
by the Criteria for Design of Structures Sectional Committee had been
approved by the Civil Engineering Division Council.
0.2 Storage structures like bins (silos and bunkers ) for storing different
materials are one among the important structures coming up in any
industrial or organized storage complex. The necessity to store and contain
materials like coke, coal, ores in the various steel plants and other industrial
establishments cannot be overemphasized. In cement factories as well as
in construction projects, cement is stored in large silos, On the agricultural
front the foodgrain storage structures play a vital role in ensuring the supply
of foodgrains at all times of the year. Bulk storage of materials in bins has
certain advantages over other forms of storage. Therefore, the necessity to
formulate standard criteria Tar design of such structures has been felt and
this standard is aimed at giving the necessary guidelines to arrive at the
structural design of reinforced concrete bins for the storage of various
materials of different properties and characteristics.
0.3 This standard published in 1968 covered the requirements of the
structural design for foodgrain storage bins ( silos ). It has been felt that
instead of bringing out one separate standard to cover the requirements of
all materials other than foodgrains, it would he judicious to cover the subject
under one standard in which provisions for bins storing diflerent matrrials
could be dealt with adequately. Therefore, the first revision of this standard
had been taken up to cover the requirements of storage bins for all materials
including foodgrains,
3IS : 4995 ( Part I ) - 1974
0.4 The different stored materials, such as coke, coal, ores, foodgrains,
fertilizers, cement and flour can be classified either as granular or powdery
materials. Extensive research work all over the world has indicated that
assessment of bin loads caused due to a stored material would require
different treatments depending upon whether it is a granular or powdery
material. Considering this, the standard has now been brought out in two
parts, namely, Part I - General requirements and assessment of bin loads,
and Part II - Design criteria.
0.5 In the formulation of this standard due weightage has been given to the
findings of recent research and international coordination amongst the
standards and practices prevailing in different countries. This has been
met with by referring to the following standards and publications:
DIN 1055 ( Sheet 6 ) Design loads for building-bin loads. November
1964. Deutscher Normenausschuss.
PIEPER (K) and WENZEL (F). Pressure distribution in bins 1964.
Verlag von Wilhelm Ernst & Sohn, Berlin, Munchen.
REISNER (W) and ROTHE (M E). Bins and bunkers for handling bulk
materials. Trans. Tech. Publications, Ohio.
0.5.1 In view of the continuing research done on flow characteristics of
materials, the emphasis in the code is on structural adequacy of bins.
However, as regards flow characteristics of the materials, the designers
would be well advised to consult the relevant litera,are. This code is based
on the latest available data and is amenable to review as and when more
reliable information on this subject becomes available.
0.6 For the purpose of deciding whether a particular requirement of this
standard is complied with, the final value, observed or calculated, expressing
the result of a test or analysis, shall be rounded off in accordance with
IS : 2-1960*. The number of significant places retained in the rounded off
value should be the same as that of the specified value in this standard
1. SCOPE
1.1 This standard (Part I ) deals -with the general requirements and
assessment of bin loads for granular and powdery materials.
1.2 This standard covers circular, polygonal and interstice bins.
1.3 This standard deals with the storage of materials in dry condition for
which properties are given in Table 1. However, if moisture content,
temperature, etc, vary, the actual values would have to be arrived at as
indicated under Note of Table 1. Provisions for thermal insulations,
*Rules for rounding off numerical values ( revised).
4IS : 4995 ( Part I ) - 1974
details of joints, weather proofing of joints, etc, are not covered in this
standard.
2. TERMINOLOGY
2.0 For the purpose of this standard, the following definitions shall apply.
2.1 Aeration -A process in which air is moved through the stored
material for ventilation.
2.2 Arching -A phenomenon in the bin during the emptying of a stored
material giving rise to formation of arches of the material across the bin
walls.
2.3 Bin - A storage structure, circular or polygonal in plan and intended
for storing bulk materials in vertical direction. Silo is a bin circular or
polygonal in plan. Bunker is a bin whose cross section in plan would be
square or rectangular,
2.4 Bin Loads - Loads exerted by a stored material on the walls of a bin.
2.5 Foodgrain- All cereals, pulses, millets, except oil seeds.
2.6 Granular Materials - All materials having mean .particle size more
than 0.2 mm. No cohesion between the particles is assumed.
2.7 Interstice Bin -Bin that is formed out of the space enclosed by a
battery of interconnected bins.
2.8 Powdery Materials - All materials having mean particle size less
than 0’06 mm.
3. NOTATIONS
3.1 For the purpose of this standard, the following notations shall have the
meaning indicated against each:
A = Horizontal interior cross-sectional area of bin.
a = Side of a square bin or shorter side of a rectangular bin,
b = Longer side of a rectangular bin.
D = Internal diameter of a circular bin.
d = Maximum diameter of the circle that can be inscribed in the
bin.
h = Height of the bin.
Pa - Pressure of air injected for pneumatic emptying of a bin.
Ph = Horizontal pressure on bin walls due to stored material.
Pi = Stands for Ph or P, or Pm as the case may be.
5IS : 4995 ( Part I ) - 1974
Phi = Pressure obtained on the wall of a bin imagined to be enlarged
in plan so as to make the eccentric opening concentric.
P, = Vertical pressure on the horizontal cross section of the stored
material.
P, = Vertical load transferred to the wall due to friction between
material stored and bin wall.
R = A/U.
11 = Interior perimeter of the bin.
W 7 Bulk density of stored material.
5 = Depth below the levelled surface of the maximum possible fill
in the bin (Fig. 1 ).
9 = Angle of internal friction of the stored material.
6 = Angle of wall friction.
h = Pressure ratio ( = PjL/Pw) .
A, = Pressure ratio during filling.
he = Pressure ratio during emptying.
!J = Coefficient of wall friction ( p= tan 6 ).
Erf = CoefTicient of wall friction during filling.
Ile = Coeficient of wall friction during emptying.
FIG. I DEPTH BELOW THE LEVELLED SURFACE OF THE MAXIMUM
POSSIBLEF ILL IN THE BIN
4. GENERAL
4.1 Location - Location of bins and specially those storing foodgrains
shall conform to the relevant provisions of IS : 3453-1966* and IS : 5503
(Part I)-1969t.
*Code of practice for construction of hexagonal type of concrete-cum-masonry bins
for bulk storage of foodgrains.
tGenera1 requirements for silos for grain storage: Part I Constructional requirements.
6IS : 4995 ( Part I ) - 1974
4.2 Economic Considerations - Dimensions, shape and layout of the
bins, etc shall be so arrived as to effect optimum economies, the details of
\vhich are given in 4.2.1 to 4.2.3. In addition, the material handling
ijcilities shall also be considered.
4.2.1 Dimensions - Volume of each bin and height to diameter ratio shall
be governed by its storage and functional requirements of materials. To
achieve a reduction in latera pressure over a larger height, it may be
preferable to select a height/diameter ratio greater than or equal to two.
4.2.2 Shabe- A bin may be circular or polygonal in plan and is provided
with a roof and bottom which may bc flat, conical and pyramidal. In
case of gravity flow bin, the angle made by the hopper with the horizontal,
shall preferably be 15” more than the angle of repose of the stored
material.
4.2.3 Layout - Storage bins may be either free standing individual bins
or arranged in the form of batteries of free standing bins or bins inter-
connected in one or both the directions.
5. DESIGN PARAMETERS
5.0 Design parameters of stored materials include bulk density, angle of
internal friction, angle of wall friction and pressure ratio ( X ) which are
the governing factors for the computation of bin loads. Storage and flow
characteristics of granular materials differ \\-idely from those of powdery
materials.
5.1 Shape of the Bin - Tile cross-sectional shape of the bin is taken into
account by the factor R = A/U. In the case of interstice bins, the value of
R shall be approximated by the value of R for an equivalent square bin of
the same area.
5.2 Bulk Density and Angle of Internal Friction - Table 1 gives the
values of bulk density and angle of internal friction for some of the com-
monly stored materials.
5.3 Wall Friction - In the absence of reliable experimental data, the
angle of wall friction for granular and powdery materials: irrespective of
the roughness of bin wall, may be taken as given in Table ‘2.
5.3.1 For materials having mean particle diameters in bctwecn 0’06 mm
and 02 mm the necessary values of angle of wall friction may be obtained
by linear interpolation. If there is a possibility that the effect of moisture,
pressure increase due to consolidation, etc, may chnngr the angle of wall
friction, 6 to a value than that indicated in Table 2, thrn its value should
preferably be determined experimentally.
5.3.2 Pressure Raiio -For the purpose of computing bin loads, the
ratio of horizontal to vertical pressure, A, may 1)~ assumed as given in
‘I‘able 2.
7IS : 4995 (Part I ) - 1974
TABLE 1 BULK DENSITY AND ANGLE OF INTERNAL FRICTION OF
STORED MATERIALS
( Clnuses 1.3, 5.2 nnd 6.2.1 )
SL MATERIAL BULK DENSITY, ANGLE OB INTERNAL
No. FRICTION
( kgym3 )
(1) (2) (3)
i) Food grains and milled products:
a) Wheat 850 28
b) Paddy 575
c) Rice 900 3”:
d) Maize 800
e) Barley 690 ;“7
f) Corn 800 27
g) Sugar 820 35
h) Wheat flour 700 30
ii) Coal:
a) Bituminous, dry and broken 800 35
b) Raw ( 10 mm size) 1 040
c) Pulverized, aerated 570 2
d) Pulverized, compacted 890 25
iii) Anthracite:
a) Dry and broken 890
b) Pulverized, aerated 650 ifi
c) Pulverized, compacted 970 25
iv) Coke:
Dry, broken and loose 430 30
v) Ash :
a) Dry and compacted 720 it!
b) Loose 650
c) From pulverized fuel, dry and loose 1 120 30
vi) Ores:
a) Haematite ( 10 mm size) 3 700 35
b) Magnetite 4000 35
c) Manganese 2 570-2 900
d) Limestone 1 300-I 800 3”;
e) Copper and zinc 2 570-Z 900 35
f) Lead 5 250 35
vii) Others:
a) Cement 1550 25
b) Cement clinker 1 650 35-37
c) Pulverized lime I 350 25
NOTE-The values given in Table 1 may not be taken to be applicable
universally. The bulk density and angle of internal friction depend upon many
variable factors, such as moisture content, particle size and temperature, etc.
Wherever possible tests shall be conducted on actual samples to obtain the above
values under actual conditions of storage.IS : 4995 ( Part I ) - 1974
TABLE 2 ANGLE OF WALL FRICTION AND PRESSURE RATIO
( Clauses 5.3, 5 3.1, 5.3.2 and 6.2.1 )
SL hIATI?RlAL ASQLE oF1VAI.L PRESSURE
NO FRICTION, 6 RATIO, A
r----~__-~ r___-h_--~
\Vhile \Vhile \Vhile While
Filling Emptying Filling Emptying
(‘1 Pj (3) (4) (5) (6)
i) Granular materials with mean 0.75 q$ 0.6 4 0.5 1.0
particle diameter 2 0.2 mm
ii) Powdery materials ( except 1.0 4 1.0 # 0.5 0.7
wheat flour ) with mean
particle diameter <0.06 mm
iii) Wheat flour 0.75 $ 0.75 4 0.5 0.7
6. ASSESSMENT OF BIN LOADS
6.0 Bin Loads - There are three types of loads caused by a stored material
in a bin as shown in Fig. 2. They are:
a) horizontal load or horizontal pressure ( PA ) acting on the side
walls,
b) vertical load or vertical pressure ( P, ) acting on the cross-sectional
area of the bin filling, and
c) frictional wall load or frictional wall pressure ( P, ) introduced
into the side walls through wall friction.
pw
La
FIG. 2 BIN LOADS
6.0.;In this standard Janssen’s theory has been used for the assessment
of bin loads in which the value of A, 6 and II; are assumed to be constant
9IS : 4995 (Part I) - 1974
along the bin height. However, where necessary, the variation of W and 5
along the depth may be determined experimentally and used in the develop-
ment-derivation-of Janssen’s theory for computation of bin loads. Designs
can be carried out using mass/funnel flow characteristics, details for which
are not at present covered in the scope, and designers are well advised to
consult relevant literature.
6.1 Bin Loads due to Granular Materials
6.1.1 .Normal Filling and Emptying
6.1.1.1 Maximum pressures - The maximum values of the horizontal
pressures on the wall (P,, ), the vertical pressure on the horizontal cross
section of the stored material ( P,, ) and the vertical load transferred to the
wall per unit area due to friction ( P,,, ) shall be calculated as follows
( see also Fig. 2 ) :
jVame of Pressure During Filling During Emptying
Maximum P,,, WR WR
WR WR
Maximum Ph
t*f Pa
WR
Maximum P.
pJ,
6.1.1.2 PO and P, cannot be maximum at the same time. Hence
for the design of hopper bottom, maximum P, ( during filling ) should be
considered and this value will be the maximum P, at the particular depth
multiplied by area of cross section of bin. The maximum P, ( emptying )
shall be calculated when the side walls are to be designed at a particular
depth as:
\ -
7 4Pe /
If h/D ratio is less than or equal to 2, the values’ shall be:
a) the total weight of stored material when hopper bottom is to be
designed, and
b) the value indicated as Pw when side walls are to be designed.
6.1.1.3 Variation of pressure along the depth -The variation of P,,
pa and P, along the depth of the bin may be obtained from the expression
given below ( Fig. 3 ):
pi ( 5 ) = ( Pi ) moz ( 1 -e’z’Z0 )
10IS : 4995 (Part I) - 1974
where P stands for pressure and suffix i stands for w, h or v correspond-
ing to the pressures P,,,, Ph or P, respectively and zO assumes the values
given below:
During filling, ,& = R/pfXf
During emptying, <‘,, = RIpehe
Appendix A gives the values of ( I-e-Z’Zo ) for different values of
</&. Intermediate values may be obtained with sufhcient accuracy by
linear interpolation.
I
h
FILLING
PRESSURE
Pi
z
L REDUCTION DUE
OR 0*75h TO BIN BOTTOM
WHICHEVER
IS LESS
k-d--d
FIG. 3 PRESSURE VARIATION ALONG BIN DEPTH
6.1.1.4 Gooerning loading cases - In general, the loading cases as
indicated in Table 3 will give the governing design pressures.
TABLE 3 GOVERNING LOADING CASES
PRESSWRE GRANULAR MATERIAL POWDERY hfATERIlL
('1 (2) (3)
Emptying Filling = Emptying
P,O
Emptying Filling = Emptying
ph
PIJ Filling Filling
11IS : 4995 ( Part I) - 1974
6.2 Bin Loads due to Powdery Materials
6.2.1 Normal Filling and Emptying - Maximum design pressures under
this case shall be computed as specified under 6.1. Appropriate values
of various design parameters shall be taken from Tables 1 and 2.
6.2.2 Homogenization - In the case of homogenizing bin, the filling consists
of powdery materials which is circulated by compressed air for mixing
purposes. During homogenization of powdery materials the lateral and
vertical pressures depend upon the volume of the empty space available in
the upper portion of the bin. This may be kept about 40 percent of the
total volume of the bin. The lateral and vertical pressures shall be
calculated using the following expression and should not be less than
pressure evaluated as in 6.1.1:
Ph = P, = 0.6 W<
6.2.3 Rapid Filling - During rapid filling - material being filled at a rate
higher than the minimum filling speed - up to a certain height ,& from the
top layer, the upper stored material flows like a fluid. The following express-
ion may be used for computing the governing lateral pressures during rapid
filling of a silo with a filling speed u:
Rapid filling (Ph) = 0’8 W&
where
& = ( U-Uo) t;
V = actual filling speed, m/h;
v0 = the minimum filling speed, m/h; and
t = time lapse of one hour.
NOTE’- The values of ZJ, shall be taken as follows:
Material 00
Cement 2.6
Pulverized lime I.4
Wheat flour 4.8
6.2.3.1 Application of the formula given in 6.2.3 is only for
materials filled at a rate more than the minimum filling speed for different
materials. For speeds lesser than the minimum filling speed, the pressures
in 6.1 shall apply. However, when the filling speed exceeds the minimum
filling speed, a check should be made for the maximum pressure due to
rapid filling from the greater values arrived at according to the formula
given in 6.2.3 and the values given in 6.2.1, 6.2.2, 6.2.4 and 6.3.
6.2.4 Pneumatic Embtying - During pneumatic emptying air under pres-
sure is blown inside the bin through a number of small holes located in the
bin walls near the bin bottom. This causes liquefaction of the material in
12IS:49!95(Pa@tI)-1974
the lower portion of the bin and gives rise to higher values of Ph and P,
(both being equal ). The lateral pressures during pneumatic emptying shall
be calculated as shown in Fig. 4.
Pt, (NORMAL FILLING)
FIG. 4 PRESSURE SCHEME FOR PNEUMATIC EMPTYING
6.3 Effects Causing Increase in Bin Loads
6.3.1 Eccentric Emptying-Eccentric emptying of a bin gives rise to
increased horizontal loads non-uniformly distributed over the periphery and
extending over the full height of the bin. Eccentric outlets in bins shall be
avoided as far as possible, and, where they have to be provided to meet
functional requirements, due consideration shall be given in design to the
increased pressure experienced by the walls. Till more information is
available, the increased pressure may be calculated as given under 6.3.1.1.
This increased pressure shall be considered, for the purpose of design, to
be acting both on the wall nearer to the outlet as well as on the wall on the
opposite side.
6.3.1.1 The additional pressure P’h shall be considered to act for the
fuil height of the bin and is obtained from the expression given below:
P’h = Phi - Ph
where
phi = pressure obtained on the wall of the bin imagined to be enlarged
in plan so as to make the eccentric opening concentric, and
Ph = horizontal pressure on the wall due to stored material,
Phi and Ph shall be obtained as per 6.1.1.
13IS k 4995 ( Part I ) - 1974
6.3.L2 The enlarged shape of the bin which is required for the purpose
of computation of the pressure Phi shall be obtained as shown in Fig. 5.
p’ha
ttttttttttt
-
-
-
-
-
-ENLARGED BIN J
p’ha
5A RECTANGULAR BIN
Qc I
ECCENTRIC OUTLET
ENLARGED BIN
5B CIRCULAR BIN
FIG. 5 EFFECT OF EMPTYING THROUGH ECCIINTRIC OUTLETS
14IS : 4995 ( Part I ) - 1974
6.3.1.3 The effect of eccentric outlets may be ignored in des?gn if the
eccentricity is less than d/6 or the height of the bin is not greater than 2d,
where d is the maximum possible diameter of the circle that can be inscribed
in the bin.
6.3.2 Archiq of Stored Material - Some stored materials arc susceptible
to arching action across the bin walls. The frequent collapse of such arches
gives rise to increased vertical pressures. The vertical pressure on the
bottom of the bin storing such materials shall be taken as twice the filling
pressure, P,; h ow.e ver the load need not be assumed to be greater. than W.<.
6.3.3 Aeration of Stored Material - When bins are provided with equip-
ment for ventilating the bin filling at rest, a distinction must be made
between bins for granular material and bins for powdery material.
6.3.3.1 When the material is granular, an increase in the horizontal
pressures is to be cxpectcd. Therefore, the horizontal pressure Ph, as
calculated as per 6.1.1.1, for fillin g, nrc to be increased by the inlet pressure
of the air over that portion or the height of the bin in which the air inlets
are located. From the level of the highest inlet upwards, this increase in
pressure may be tapered off uniformly down to zero at the top of the bin.
6.3.3.2 For powdery materials the measurements made so far do not
indicate any significant increases in load when ventilating.
6.3.3.3 Bins for storage of powdery materials are often equipped with
devices (or pncumntic emptying, and thrsc bring about a loosening of the
bin filling in the region of the outlet. In this case also, no significant
increases in load due to the air supply have so far been detected.
6.3.4 Discharge Promoting Devices G- Modern bins storing various materials
may be provided with various discharge promoting devices such as inserts,
bridge like structure above the outlet or relief nose. In all such cases the
effective cross section of the bin is locally reduced. Recent research has
given an intlicntion that in such bins the horizontal wall pressures arc
esccssively incrcascd locally or along the tmtire bin height. In the absence
of reliable knowledge available on the subject the designer is cautioned to
assess the wall loads for such bins most judiciously and by carrying out
experimental investigation.
6.4 Effects Causing Decrease in Bin Loads - In view of the load
reducing effect of the bin bottom, the horizontal pressure during emptying
may be reduced up to a height 1’2 d or 0’75 h whichever is smaller from
the bin bottom. This may be considered as varying linearly from the
emptying pressure at this height to the filling pressure at the bin bottom
( see also Fig. 3 ).
1518:4995(PartI)-1974
APPEN.DDIX A
( Clause 6.1.1.3 )
VALUES OF 1 -e-ZIzo FOR DIFFERENT VALUFS Z/Z,
5150 1 _ t-z/zo 1 -e-z /zo -a& 1 -,-z/z0
(1) (2) (2) (1) (2)
0’1 0’093 2 0'798 1 3’1 0’955 0
0’2 0’181 3 0’817 3 3’2 0’959 2
0’3 0’259 2 0’834 7 3’3 0.963 1
0’4 0’329 7 0’850 4
0’393 5 0’864 7 33:; 00’’996669 68
;:;
0’451 2 0’877 5 3’6 0.972 7
0’7 0’503 4 0’689 2 3’7 0.975 3
0’8 0’550 7 0’899 7 3.8 0’977 6
0’9 0’593 4 0’909 3 3’9 0.979 8
1’0 0’632 1 0’917 9 4.0 0.981 7
1’1 0’667 1 0’925 7 - -
1’2 0’698 8 0’932 8 - -
0’727 5 0’939 2 -
;I; 0’753 4 0.945 0 - -
1’5 0.776 9 0’950 2 a I.000 0
1616:4995(P8rtI)-1974
( Continucd.from pdgc 2 )
Panel tbr Reinforced Concrete Bins and Silos, BDC 38 : P2
Convener Repcwnting
SHRI K. VEERARAOHAVACHABY Bharat Heavy Electricals Ltd, Tiruchirapalli
Members
SEW P. C. DAVE Development Consultants Pvt Ltd, Calcutta
SHRI A. K. BHATTACHA~YYA ( Alternate )
SHXI S. GOPALAKBISHNAN Structural Engineering Research Centre ( CSIR ),
Roorkee
SHRI M. KUPPTJSWAMY Ministry of Food 8t Agriculture ( Department of
Food ), New Delhi
DE S. K. MALLIK Indian Institute of Technology, Kharagpur
SHRI S. NAHAROY Engineering Construction Corporation Ltd, Madrar
SHRI A. RAMAXRI~HNA ( Alternate )
SURI P. B. BATiL Gammon India Ltd, Bombay
SHBI G;-R. HARIDAEI f Alternate )
17BUREAU OF INDIAN STANDARDS
Headquarters:
Mansk Bhavan, 9 Bahedur Shah Zafar Marg, NEW DELHI 110002
Talephones : 331 01 31, 331 13 75 Telegrams : Maneksanstha
( Common to all offices )
Regional Oft7ces: Telephones
Central : Manak Bhsvan, 9 Bahadur Shrh Zefar M8rg, 331 01 31
NEW DELHI-110002 [ 3311375
‘Eastern : 1 /14 C.I.T. Scheme VII M, V. I. P. Road, 36 24 99
Maniktola, CALCUTTA 700054
Northern : SC0 445-446, Sector 35-C, 21843
CHANDIGARH 160036 1 31641
41 24 42
Southern : C. I. T. Campus, MADRAS 600113 412519
.
1 41 2916
tWestern : Manakalaye, E9 MIDC, Marol, Andheri (East), 6329296
BOMBAY 400093
Branch Oflees:
‘Pushpak’ Nurmohamed Shaikh Marg, Khanpur, 26348
AH M EDABAD 380001 [ 2 63 49
SPeenya Industrial Area, 1 st Stage, Bangalore Tumkur Road 38 49 55
BANGALORE 560058 1 38 49 56
Gangotri Complex, 5th Floor, Bhadbhada Road, T. T. Nagar, 66716
BHOPAL 462003
Plot No. 82/83, Lewis Road, BHUBANESHWAR 751002 5 36 27
5315, Ward No. 29, R. G. B8rU8 Road, 5th Byelane, 3 31 77
GUWAHATI 781003
S-8-56C L. N. Gupta Marg ( Nampally Station Road), 23 1083
HYDERABAD 500001
63471
RI 4 Yudhister Marg, C Scheme, JAI PUR 302005
I 69832
21 68 76
117/418 B S8rVOd8y8 N8g8r, KANPUR 208005
[ 21 82 92
Patliputra Industrial Estate, PATNA 800013 62305
T.C. No. 14/1421, University P.O., P&yam 621 04
TRIVANDRUM 695035 1 621 17
inspection Oft7ce (With Sale Point) :
Pushpanjali, 1st Floor, 205-A West High Court Road, 2 61 71
Shankar Nagar Square, NAGPUR 440010
Institution of Engineers ( India ) Building, 1332 Shivaji Nagar, 52435
PUNE 411005
*Sales Office in Calcutta Is at 5 Chowringhee Approach, P.O. Prlncep 27 6s 00
Street, Calcutta 700072
tSales Ofice In Bombay Is at Novelty Chambers, Grant Road, 89 65 28
Bombay 400007
SSales Office In Bangaloro Is at Unlty Building, Naraslmharaja Square 22 36 71
Bangalore 560002
Printed at Slmco Prlntina Pr*r*. CMhi. IndIeA.MENDMENT NO. 1 JANUARY 1987
TO
IS : 4995 ( Part 1) - 1974 CRITERIA FOR DESIGN OF
REINFORCED CONCRETE BINS FOR THE STORAGE OF
GRANULAR AND POWDERY MATERIALS
PART 1 GENERAL REQUIREMENTS AND ASSESSMENT
OF BIN LOADS
( First Revision )
_ ( page 10, clause 6.k1.2) - Substitute the following for the existing
formula:
z
i ‘
P,=TDWR ~-z~,(l--e-~‘=
c L-
0
( Page 12, clause 6.2.3, Note ) - Add ‘m/h’ as unit under V, in the
informal table given in the Note.
( Page 13, Fig. 4 ) - Substitute the following for the existing figure:
NORMAL EMPTYING
---
NORMAL FILLING
PRESSURE
1.2 d OR Cb75h
AIR INLET HOSES
W min = Minimum bulk density of the stored material.
FIG. 4 PREWJRE SCHEMED URING PNEUMATIC EMPTYING
( Page 15, clause 6.3.3.3 ) -Substitute the following for the existing
clause:
‘6.3.3.3 Bins for storage of powdery materials are often equipped
with devices for pneumatic emptying and when these devices are used
for aeration of stored material, loosening of the material in the region of
the outlet occurs. In this case, no significant increase in load due to the
air supply has so far been detected.
(BBC381
Printed at Simco Printi- Press, Delhi. India
|
4410_20.pdf
|
IS : 4410 ( Part XX ) - 1983
Indian Standard
GLOSSARY OF TERMS
RELATING TO RIVER VALLEY PROJECTS
PART XX TUNNELS
Terminology Relating to River Valley Projects
Sectional Committee, BDC 46
Chairman Repescnting
SHRI S. M. DEB Irrigation & Water Works Department, Govem-
ment of West Bengal, Calcutta
Members
CHIEF ENQINEER ( DRAINAQE ) Irrigation Works, Government of Punjab,
Chandigarh
DIRECTOR WATER RESOURCES ( Alternate )
CEIIEF ENGINEER ( IRRIOATION ) Public Works Department, Government of Tamil
Nadu, Madras
SENIOR DEPUTY CHIEF ENQINEER ( Alternate)
DIRECTOR , Irrigation Department, Government of
Maharashtra. Bombay
DIRECTOR Survey of India, Dehra Dun
DEPUTY DIRECTOR ( ANnnate )
DIXECTOR ( CD0 ) Irrigation, Department, Government of Madhya
Pradesh, Bhopal
SHRI K. K. DDHR&E ( A&ate).
DIRECTOR ( HYDROLOQY-1 ) Central Water Commission, New Delhi
SERI N. K. DWIVEDI Irrigation Department, Government of Uttar
Pradesh, Lurknow
SHRI I. C. GTJPTA Beas Designs Organization, Nangal Township
( Punjab )
SHRI H. G. Josar ( Alternate )
JOIXT COMMISSIONER Ministry of Agriculture and Irrigation
S~nr K. V. KRIRTCNAMURTBY Hydro-Consult International Pvt Ltd, New Delhi
SHRI P. N. KUMRA ( Alternate )
PROF P. NATARAJAN Indian Institute of Technology, New Delhi
SBRI G. PANT ‘ Geological Survey of India, Calcutta
SRRI R. P. Smcn ( Alternate )
SHRI J. RAJA RAO Irrigation & Power Department, Government of
Andhra Pradesh, Hyderabad
DR J. PIJRUSHOTTAM( Altcmatc )
( Continued on page 2 )
Q f3jyright 1983
INDIAN STANDARDS INSTITUTION
This publication is protected under the Indian Copyright Act ( XIV of 1957 ) and
reproduction in whole or in part by any means except with written permission of the
publishet shall be deemed to be an infringement of copyright under the said Act.IS : 4410 ( i’art XX ) - 1983
( Conlinurdfrom pup 1 )
Mtt?&TS Repsding
SHRI DAMODAB SARU Irrigation & Power Department, Government of
Orissa, Bhubaneshwar
Da P. P. SEEOAL University of Uoorkee, Roorkee
SRRI G. RAMAN, Director General, IS1 ( Ex-ojicio Member )
Director ( Civ Engg )
secr&sry
SHRI S. K. CFIAUDHURI
Dtputy Director (Civ Engg), IS1
Panel for Glossary of Terms Relating to Tunnels, BDC 46 : P12
Convener
SHRI 0. P. DA~TA Beas Designs Organization, Talwara Township
Members
KUMARI E. DIVATIA National Hydro-Electric Power Corporation Ltd,
New Delhi
SHRI R. K. SEARMA (Alternate)
PROF B. K. KAUL B. N. Chakravarty University, Kurukshetra
( Haryana )
SHRI K. RAMABHADEAN NAIR Kerala State Electricity Board, Trivandrum
SHRI B. RAXACHANDB~ Geological Survey of India, Calcutta
SHRIS. N. CEATUBVEDI( Ahnate)
SHRI MOHINDER KUHAB SANUL Irrigation Department, Government of Uttar
-Pradesh, iucknow
DRH.R. SHARMA Central Water Commission, New Delhi
2IS : 4410 ( Part XX ) - 1983
Indian Standard
GLOSSARY OF TERMS
RELATlNG TO RIVER VALLEY PROJECTS
PART XX TUNNELS
0. FOREWORD
0.1 This Indian Standard (Part XX) was adopted by the Indian
Standards Institution on 21 February 1983, after the draft finalized by
the Terminology Relating to River Valley Projects Sectional Committee
had been approved by the Civil Engineering Division Council.
0.2 A number of Indian Standards have already been published covering
various aspects of river valley projects and a large number of similar
standards are in the process of formulation. These standards include
technical terms, the precise definitions of which are required to avoid
ambiguity in their interpretation. To achieve this end, the Committee
is bringing out this standard. The other parts of the standard are listed
on page 11.
1. SCOPE
1.1 This standard covers the definitions of terms relating to tunnels.
However, this standard does not cover terms relating to tunnel equip-
ments and geology.
2. DEFINITIONS
2.1 Access Tunnel - An approach tunnel provided to reach any
underground passage, cavern or structure.
2.2 Adit - A horizontal or nearly horizontal access tunnel provided to
reach inside of a main tunnel. It may also apply to a passage within
concrete structures, such as dams or spillways.
2.3 Arch Action - The action of transference of load of rock including
its overburden across a tunnel or structure on to the two sides of the
tunnel or the abutments.
2.4 Back Packing - Filling of gap between lagging and rock.
3IS : 4410 ( Part XX) - 1983
2.5 Benching - The operation of removal of the lower portion of the
tunnel profile after the top heading has been excavated.
2.6 Blocking - A process of providing’ wedges between rock and the
ribs to transfer the rock load to the ribs.
2.7 Bottom Heading - The face of the tunnel where actual tunnelling
operations are in progress. However, when it is prefixed by ‘top’ or
‘bottom’ it denotes a part section excavated in advance in the line of the
intended tunnel.
2.8 Bracing - A stiffening member provided between ribs/posts to
prevent their buckling or shifting.
2.9 Brattice -A partition wall of cloth plastered with clay erected
especially in a mine tunnel to divide the excavation in two parts length-
wise. The division permits the fresh air to pass-in through one part and
the stale air to passout through the other, thus, improving the ventilation
of the work area.
2.10 Breast Boards - A temporary support to prevent the face from
caving in or flowing into a tunnel.
2.11 Bridge Action Period - It is the time which elapses between
firing the shots and the breakdown of the equilibrium of the half dome
of unsupported section beyond the last rib of the tunnel supports.
2.12 Bulkhead - A barrier placed at a tunnel heading to prevent
inflow of water or shattered rock into the tunnel.
2.13 Cable Tunnel - A tunnel for leading power cables from power
house to switch yard.
2.14 Cavitation - The phenomenon and the consequential formation
of cavitation or pittings caused by the collapse of vapour bubbles in
zones undergoing change from excessively low ( or negative ) to high
pressure on the surface of a structure over which the liquid flows.
2.15 Conventional or Drill and Shoot Tunneiling - Method of
excavating tunnel involving drilling of holes in the tunnel fL:ce, loading
with explosive and then blasting.
2.16 Cover - Cover on a tunnel in any direction is the distance from
the tunnel soffit to the exposed surface of ground/rock in that direction.
2.17 Crown Bars - These are horizontal bars provided during.
excavation at the crown of the tunnel for supporting the roof and are
located parallel to the centre line to ensure safety and limit overbreak.
4
\IS : 4410 ( Part XX ) - 1983
2.18 Cut - In the drilling pattern ( see 2.24 ) the group of holes fired
first in a round to provide additional free faces for the succeeding
shots.
2.19 Cut and Cover Section - A closed section of a water-way’ that is
formed by first excavating an open channel in the ground and then
roofing it over.
2.20 Detonator - A device for producing detonation in a high
explosive charge, and initiated by a safety fuse or by electricity.
2.21 Dome Action - The action of transference of load of rock
including its overburden accross the tunnel on its sides, or in a tunnel
near the heading on sides and working face.
2.22 Drift - A horizontal tunnel usually of small cross-section and
length driven either from surface for exploration purposes or from an
underground face for any purpose.
2.23 Drill Carriages - A vehicle on which one or more drill booms
are mounted to permit the drills to be brought easily to their work site
and to be removed before blasting.
2.24 Drilling Pattern - An arrangement showing location, direction
and depth of the holes to be drilled into the face of a tunfiel.
2.25 Dry Intake Tower - An intake tower through which passes pipe
carrying water under pressure. The interior of the tower is dry and is
accessible for inspection and operation of the intake pipe.
2.26 Easer - Ring of holes drilled around cut holes and fired after cut
holes.
2.27 Explosive - Any mixture of chemical compound which, under
favourable conditions, will burn or detonate quickly to produce high
pressure.
2.28 Final Lining - It is the concrete between primary lining and the
finished face of the tunnel.
2.29 Fore Poling Method - Method of tunnelling by driving wood or
steel members into soft or weak rock/ soil in the arch of the tunnel beyond
.
the heading to provide roof support.
l
2.30 Free Level Tunnel or Free Flow Tunnel : A tunnel in which
water flows with a free water surface.
51s : 4410 ( Part XX) - 1983
2.31 Full Face Method - Excavating tunnel in full section with a
single operation.
2.32 Grade Tunnel - A waterway tunnel constructed with the elevation
of the top above the hydraulic gradient.
2.33 Guniting - A process of applying mixture of sand and cement
pneumatically conveyed in a dry state to the nozzle of the gun where
water is added immediately prior to expulsion and shot into place. Wet
mixing can also be adopted as an alternative.
2.34 Heading - The face of the tunnel where actual tunnelling
operations are in progress. However when it is prefixed by ‘top’ or
‘bottom’ it denotes a part section excavated in advance in the line of the
intended tunnel.
2.35 Head Race Tunnel - A tunnel leading water from a reservoir or
headworks to the forebay/penstock intakes/turbines.
2.36 High Explosive - An explosive that reacts to detonation as an
extremely rapid, almost instantaneous process with consequential release
of tremendous energy and produces large volume of gases at exceptionally
high ,pressure.
2.37 Inlet or Intake Structure - A structure built at the upstream
and of an water conductor system to draw water usually combined with
trash rack structure.
2.38 Intake or Inlet Control Structure - It is the inlet or intake
structure housing the regulating and/or emergency gates.
2.39 Intake Ports - The openings in the intake structure or tower
which admit water.
2.40 Intake Tower ‘- An inlet control structure to enable controlled
drawal of water from lakes, reservoirs or rivers with wide fluctuations or
at different depths or both.
2.41 Invert - The floor, bottom or lowest portion of the internal cross
section of a tunnel.
2.42 Invert Strut - Strut installed between the side posts at the invert
of the tunnel to withstand side pressure.
2.43 Jumbo - A mobile platform with number of decks used at the
heading of large size tunnels for drilling and also for scaling, erectionof
roof supports, guniting, shotcreting, etc. . .. .I>.
6IS : 4410 ( Part XX ) - 1983
2.44 Jump Set - Steel or timber set placed between existing sets to
provide additional support.
2.45 Lagging -Members of a tunnel support which span the space
between main supporting ribs.
2.46 Machine Tunnelling - Method of excavating tunnel by deploying
machines such as mole, shield, drifter, etc, without using explosive. Also
known as ‘Boring a Tunnel’.
2.47 Minimum Excavation Line ( A Line > - It is the line within
which no unexcavated material of any kind shall be permitted to
remain.
2.48 Mucking -The operation of removal of the blasted stones/material
after the blast has taken place.
2.49 Outlet Tunnel - A tunnel for controlled releases of water for
irrigation, water supply and/or power generation from the storage
reservoir.
2.50 Outlet Works - A collective term for all components of the
means provided in a hydraulic system for release or drawal of water. The
term includes such items as trash barrier, intake structures, the tunnels
or conduits the emergency and regulating gates or valves, the gate
chamber or valve houses and stilling basin. This term excludes
spillways.
2.51 Overbreak - Removal of rock as the result of a blast, beyond the
minimum excavation line.
2.52 Overflow Shafts - Shafts in long pressure tunnels constructed to
limit internal pressures by over-flow beyond a certain hydro-static head
and to serve as air-vents for inlets during filling and emptying.
2.53 Overt - The top arch portion of the tunnel.
2.54 Packing - Material which is used to fill the empty space between
the lagging and rock surface.
2.55 Pay Line ( B Line) - An assumed line ( beyond A-line) to which
payment of excavation is made whether the actual excavation falls inside
or outside it. Sometimes B-line may merge with A-line.
2.56 Permanent Ssspports - These are tunnel supports which are left
in place permanently.
7l8:44lO(PartXX)-1983
2.57 Pilot Tunnel - A tunnel smaller in section driven ahead of a main
tunnel to determine its strata, grade and direction, and/or to facilitate the
construction of main tunnel by enlargement method.
2.58 Popping - Falling of thin slabs of rock suddenly detached after the
rock has been exposed in a tunnel.
2.59 Portal - SGC2 .94.
2.60 Power Tunnel - A tunnel for supplying water under pressure or
free flow to the penstocks or turbines.
2.61 Pre-Splitting - Creating artificial crack along periphery of tunnel
by drilling hole at suitable spacing, leading alternative holes and blasting.
2.62 Pressure Shaft - A vertical or inclined shaft designed to take up
high pressures.
2.63 Pressure Tunnel -A tunnel in which the water is under pressure
and wets its entire perimeter.
2.64 Primary Lining -A concrete lining laid immediately after
excavation and installation of steel supports. This may cover the full
section excavated or part section depending on conditions of strata.
2.65 Primer Cartridge-The explosive cartridge into which the
detonator has been inserted.
2.66 Rib: Rib and Post or Rib, Post and Invert Strut - These are
the components of support system.
2.67 Rock Bolts - Long steel bolts inserted into rock and concrete by
wedging, by expanding sleeves or cementing to support laminated,
partially detached or otherwise incompetent strata.
2.68 Rock Burst - A sudden explosive detachment of a rock slab or
rock mass from the arch, wall or invert.of any underground opening.
2.69 Rockcrete - A nearly dry mixture of sand, crushed rock, and
cement sprayed on the arch and wall of a tunnel to provide support.
279 Rock-Load -It indicates the height of the mass of rock which
tends to exert pressure on the support.
2.71 Scaling - An operation to remove ah loose bits of rock from the
blasted surface, after the blasting is over.
8IS : 4410 (Part XX ) - 1983
2.72 Shaft - A nearly vertical pit or well driven from surface to tunnel
or gallery or any other underground opening.
2.73 Shotcrete - Pnuematically applied mixture of cement, sand, water
and small coarse aggregate ( up to 10 mm ) shot into place.
2.74 Side Drift - Drift on the side of the tunnel.
2.75 Skeleton Lagging - Lagging placed with interstices.
2.76 Soffits - Under surface of the top of an arch.
2.77 Soft Strata - Strata having tensile and shearing strength far
below than that of hard, firm rocks. The stand-up time of such strata is
limited and consequently an opening excavated through them requires
supports to be installed within a short period of excavation.
2.78 Soils - See IS : 1498-1970*.
2.79 Spitting Rock - A rock mass under stress that breaks and ejects
small fragments with considerable velocity.
2.80 Spreader - Wood section placed between ribs to maintain tension
on tie rods or preserve alignment.
2.81 Squeezing Rocks - Rock strata which due to inherent internal
stresses, gradually squeezes into the excavated profile.
2.82 Steming - The adding of inert material, such as rock dust, in a
borehole on top of an explosive to confine the energy of the explosion.
2.83 Stopping - Operations for oyer head excavation by drilling from
an underground face.
2.84 Submerged Intake - An intake structure functioning entirely
under water.
2.85 Swelling Ground - Rock that swells after being exposed. Usually
increases in volume because of hydration of clay minerals in an altered
rock.
2.86 Tail Race Tunnel - A tunnel conducting water released from
water turbines to a suitable point for further disposal.
2.87 Temporary Supports - These are tunnel supports which are
erected during excavation and removed before erection of either the
permanent lining or permanent supports.
*Classification and identification of soil for general engineering purposes (JitJt
reuision ) .IS : 4410 ( Part XX ) - 1983
2.88 Tight Lagging - Lagging without interstices.
2.89 Top Heading - See 2.34.
2.90 Transition - A length of tunnel wherein the cross-sectional shape
is gradually changed from that of the tunnel upstream to that of the
tunnel downstream.
2.91 Trimmer - Holes at the periphery of an excavation, fired to give
the excavation its final cutline.
2.92 Truss Panel - Panel located on the spring line constituting a
temporary support for ribs while taking out the bench and are replaced
by posts in the final stage of erection. These serve a function similar to
that of crown bars.
2.93 Tunnel - A passage constructed underground through high ground
or mountains, open at both ends so as to provide a path for a road,
railway, water, sewage, etc.
2.94 Tunnel Portal-Structure built at the inlet ( or entrance ) and
outlet ( or exit ) of the tunnel.
2.95 Tunnel Portal Transitions - Structural arrangements at inlet
and outlet portals of the tunnel changing the shape of the flow area, to
obtain desirable flow conditions.
2.96 Tunnel Spillway - A tunnel used as a spillway.
2.97 Tunnel Spillway Bucket - A device to deflect and spread the
high velocity flow high into the air and permit the dissipation of energy
at a safe distance downstream from the tunnel outlet.
2.98 Tunnel Support - Structure erected in the tunnel to support the
strata surrounding the excavated section.
2.99 Valve Chamber or Valve House - A structure housing the
regulating valves, control mechanism for operation of valves and
equipment required to remove parts for repair, etc.
2.100 Wall Plates - Sills for ribs for transmitting the load from ribs
through blocks or posts to the rock.
2.101 Wall Plate Drift - Drift at the spring line to install wall plates.
2.102 Weeper ( Weep ) - A pipe or drilled hole in rock or concrete
designed to relieve pressure of underground water on the tunnel lining.
2.103 Wet Intake Tower -An intake tower which is filled with water
to the level of the source of supply.
10INDIAN STANDARDS
ON
TERMINOLOGY RELATING TO RIVER VALLEY PROJECTS
IS :
4410 Glossary of terms relating to river valley projects :
Part I Irrigation practice
Part II Project planning
Part III Ibver and river training
Part IV Drawings
Part V Canals
Part VI Reservoirs
Part VII Engineering geology
Part VIII Dams and dam sections
Part IX Spillways and syphons
Part X Civil works of hydro-electric generation system including water conductor
system
Part XI Hydrology, Section 1 General terms
Part XI Hydrology, Section 2 Precipitation and run off
Part XI Hydrology, Section 3 Infiltration and water losses
Part XI Hydrology, Section 4 Hydrographs
Part XI Hydrology, Section 5 Floods
Part XII Diversion works
Part XIV Soil conservation and reclamation, Section I Soil conservation
Part XIV Soil conservation and reclamation, Section 2 Reclamation
Part XV Canal structures, Section 1 General terms
Part XV Canal structures, Section 2 Transitions
Part XV Canal structures, Section 3 Flumes
Part XV Canal structures, Section 4 Regulating works
Part XV Canal structures, Section 5 Cross-drainage works
Part XVI Gates and valves, Section 1 Gates
Part XVI Gates and valves, Section 2 Valves
Part XVII Water requirements of crops
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8043.pdf
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IS 8043 : 1991
(Reaffirmed2000)
Edition3.3
(2000-04)
Indian Standard
HYDROPHOBIC PORTLAND CEMENT —
SPECIFICATION
( Second Revision )
(Incorporating Amendment Nos. 1, 2 & 3)
UDC 666.942.4/.7
© 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 3Cement and Concrete Sectional Committee, CED 2
FOREWORD
This Indian Standard (Second Revision) was adopted by the Bureau of Indian Standards, after the
draft finalized by the Cement and Concrete Sectional Committee had been approved by the Civil
Engineering Division Council.
Hydrophobic cement deteriorates very little during prolonged storage under unfavourable
conditions. This cement is obtained by intergrinding 33 grade ordinary Portland cement clinker
with certain hydrophobic agents which will impart to the cement a water repelling property. The
hydrophobic properties are due to the formation of a water repellant film around each particle of
cement. This film is broken during the mixing of the concrete, and normal hydration takes place.
Hydrophobic cement shall not be confused with waterproofing cements. A test on hydrophobicity is
also included in this standard.
This standard was first issued as an emergency standard in 1976 and subsequently revised in
1978. Since publication of the first revision of this standard, amendments have been issued from
time to time in order to modify various requirements based on the requirements of the users and
also keeping in view the raw materials and fuel available in the country for manufacture of
cement. The important amendments include modification in the tolerance requirements for the
mass of cement packed in bags, permitting packaging of cement in 25 kg bags, making compulsory
provision for issuing a certificate indicating the total chloride content in percent by mass of
cement, permitting different bags for packing of cement, incorporating details for considering of
supply of cement as bulk supply, etc. In view of these large number of amendments, the
Committee decided to bring out the second revision of this standard incorporating all these
amendments so as to make it convenient for the users.
Mass of cement packed in bags and the tolerance requirements for the mass of cement packed in
bags shall be in accordance with the relevant provisions of the Standards of Weights and Measures
(Packaged Commodities) Rules, 1977 and C-1.2 (see Annex C for information). Any modification
in these rules in respect of tolerance on mass of cement would apply automatically to this
standard.
The composition of the Technical Committee responsible for the formulation of this standard is
given at Annex D.
This edition 3.3 incorporates Amendment No. 1 (November1991), Amendment No. 2
(November1993) and Amendment No. 3 (April2000). Side bar indicates modification of the text as
the result of incorporation of the amendments.
For the purpose of deciding whether a particular requirement of this standard is complied with,
the final value, observed or calculated, expressing the result of a test or analysis, shall be rounded
off in accordance with IS 2 : 1960 ‘Rules for rounding off numerical values (revised)’. The number
of significant places retained in the rounded off value should be the same as that of the specified
value in this standard.IS 8043 : 1991
Indian Standard
HYDROPHOBIC PORTLAND CEMENT —
SPECIFICATION
( Second Revision )
1 SCOPE 6.2The physical requirements, such as
soundness and setting time shall be as laid
This standard covers the manufacture and
down in IS 269 : 1989.
chemical and physical requirements of
hydrophobic Portland cement. 6.3 Compressive Strength
The average compressive strength of at least
2 REFERENCES
three mortar cubes (area of face 50 cm2)
The Indian Standards listed in Annex A are composed of one part of cement, three parts of
necessary adjuncts to this standard. standard sand (conforming to IS 650 : 1966) by
mass and P/4 + 3.0 percent (of combined mass
3 TERMINOLOGY
of cement and sand) water, and prepared,
3.1For the purpose of this standard, the stored and tested in the manner described in
definitions given in IS 4845 : 1968 and the IS4031 (Part 6) : 1988 shall be as follows:
following shall apply. a) 72 ± 1 hours Not less than 15.69 MPa
3.1.1Hydrophobic Cement b) 168 ± 2 hours Not less than 21.57 MPa
c) 672 ± 4 hours Not less than 30.40 MPa
Cement obtained by grinding 33 grade ordinary
Portland cement clinker with an additive which NOTE—P is the percentage of water required to
will impart to ground cement, a water repelling produce a paste of standard consistency.
property which shall be destroyed only by wet 6.4By agreement between the purchaser and
attrition, such as in concrete mixer. The the manufacturer, transverse strength test of
hydrophobic quality of cement would facilitate plastic mortar in accordance with the method
its storage for longer periods in extremely wet described in IS 4031 (Part 8) : 1988 may be
climatic conditions. specified in addition to the test specified in 6.3.
The permissible value of the transverse
4 MANUFACTURE
strength for hydrophobic Portland cement shall
4.1Hydrophobic cement shall be manufactured be mutually agreed to between the purchaser
by intimately mixing together calcareous and and the supplier at the time of placing order.
argillaceous and/or other silica, alumina or iron
6.5Notwithstanding the strength requirements
oxide bearing materials, burning them at
specified in 6.3 and 6.4, the cement shall show
clinkering temperature and grinding the
a progressive increase in strength from the
resultant clinker with natural or chemical
strength at 72 hours.
gypsum and small quantities (0.1 to 0.5 percent
by mass of clinker) of a hydrophobic agent. 6.6Hydrophobicity of the cement shall be
tested and accepted in accordance with
NOTE—Some of the hydrophobic agents used in the
AnnexB.
manufacture of hydrophobic cement are oleic acid,
naphthenic acid, stearic acid, pentachlorophenol, etc. 7STORAGE, SAMPLING, TESTS AND
5 CHEMICAL REQUIREMENTS REJECTION
5.1The chemical requirements of hydrophobic
7.1Storage, sampling, tests and rejection of
hydrophobic cement shall be as laid down in
cement shall be as laid in IS 269 : 1989.
IS269 : 1989.
6 PHYSICAL REQUIREMENTS
8 MANUFACTURER’S CERTIFICATE
6.1 Fineness
8.1The manufacturer shall satisfy himself that
When tested for fineness in terms of specific the cement conforms to the requirements of
surface by Blaine’s air permeability method as this standard, and if requested, shall furnish a
described in IS 4031 (Part 2) : 1988, the specific certificate to this effect to the purchaser or his
surface of the hydrophobic cement shall be not representative within ten days of despatch of
less than 350 m2/kg. the cement.
1IS 8043 : 1991
8.2The manufacturer shall furnish a than 2 percent of the specified net mass shall be
certificate, within ten days of despatch of not more than 5 percent of the bags in the
cement, indicating the total chloride content in sample. Also the minus error in none of such
percent by mass of cement. bags in the sample shall exceed 4 percent of the
specified net mass of cement in the bag.
9 DELIVERY
However, the net mass of cement in a sample
9.1The cement shall be packed in bags [jute shall be equal to or more than 25 kg.
sacking bag conforming to IS 2580 : 1982, 9.2.2When cement is intended for export and if
double hessian bituminized (CRI type), the purchaser so requires, packing of cement
multiwall paper conforming to IS 11761 : 1986, may be done in bags or in drums with net mass
polyethylene lined (CRI type), jute, light weight of cement per bag or drum as agreed to between
jute conforming to IS 12154 : 1987, woven the purchaser and the manufacturer.
HDPE conforming to IS 11652 : 1986, woven
9.2.2.1For this purpose the permission of the
polypropylene conforming to IS 11653 : 1986,
certifying authority shall be obtained in
jute synthetic union conforming to IS 12174 :
advance for each export order.
1987 or any other approved composite bags]
bearing the manufacturer’s name or his 9.2.2.2The words ‘FOR EXPORT’ and the net
registered trade-mark, if any. The words mass of cement per bag/drum shall be clearly
‘Hydrophobic Cement’ and the number of bags marked in indelible ink on each bag/drum.
to a tonne or the nominal net mass (see 9.2) of 9.2.2.3The packing material shall be as agreed
the cement shall be marked legibly and to between the manufacturer and the
indelibly on each bag. Bags shall be in good purchaser.
condition at the time of inspection.
9.2.2.4The tolerance requirements for the
9.1.1The bags or packages may also be marked mass of cement packed in bags/drum shall be as
with the Standard Mark. given in 9.2.1.1 except the net mass which shall
be equal to or more than the quantity in 9.2.2.
9.2The net mass of cement per bag shall be
50kg (see Annex C). 9.3Supplies of cement in bulk may be made by
arrangement between the purchaser and the
9.2.1The net mass of cement per bag may also
supplier (manufacturer or stockist).
be 25 kg subject to tolerances as given in
NOTE—A single bag or container containing 1000 kg
9.2.1.1 and packed in suitable bags as agreed to
or more net mass of cement shall be considered as bulk
between the purchaser and the manufacturer. supply of cement. Supplies of cement may also be made
in intermediate containers, for example, drums of
9.2.1.1The number of bags in a sample taken
200kg, by agreement between the purchaser and the
for weighment showing a minus error greater manufacturer.
ANNEX A
(Clause 2.1)
LIST OF REFERRED INDIAN STANDARDS
IS No. Title IS No. Title
269 : 1989 Specification for 33 grade 11652 : 1986 Specification for high density
ordinary Portland cement (fourth polyethylene (HDPE) woven
revision) sacks for packing cement
650 : 1966 Specification for standard sand 11653 : 1986 Specification for polypropylene
for testing of cement (first (PP) woven sacks for packing
revision) cement
2580 : 1982 Specification for jute sacking 11761 : 1986 Specification for multi-wall paper
bags for packing cement (second sacks for cement valved-sewn
revision) gussetted type
3535 : 1986 Methods of sampling hydraulic 12089 : 1987 Specification for granulated slag
cements (first revision) for the manufacture of Portland
4031 (Part 1 Methods of Physical tests for slag cement
to 13) : 1988 hydraulic cement (first revision) 12154 : 1987 Specification for light weight jute
4845 : 1968 Definitions and terminology bags for packing cement
relating to hydraulic cement
12174 : 1987 Specification for jute synthetic
4905 : 1968 Methods of random sampling union bag for packing cement.
2IS 8043 : 1991
ANNEX B
(Clause 6.6)
HYDROPHOBICITY TEST
B-1 QUANTITATIVE TEST show loss on ignition more than 30 percent of
the value for the 33 grade ordinary Portland
B-1.1Take 5 g each of fresh and free flowing 33
cement.
grade ordinary Portland cement and the hydro-
phobic cement under test and spread each of B-2 QUALITATIVE TEST (FLOATATION)
the samples evenly in a thin layer in 15 cm
B-2.1Sprinkle a small quantity of hydrophobic
(dia) petri dish. Expose it to a relative humidity
cement on water in a container. The cement
of not less than 99.9 percent at 27 ± 2°C for
shall float on the water for a period of not less
24hours. Determine the mass loss at 550°C for
than 24 hours.
the two samples. Hydrophobic cement shall not
ANNEX C
(Clause 9.2)
TOLERANCE REQUIREMENTS FOR THE MASS OF CEMENT PACKED IN BAGS
C-1The net mass of cement packed in bags at specified net mass (50 kg) shall be not more
the plant in a sample shall be equal to or more than 5 percent of the bags in the sample. Also
than 50 kg. The number of bags in a sample the minus error in none of such bags in the
shall be as given below: sample shall exceed 4 percent of the specified
net mass of cement in the bag.
Batch Size Sample Size
NOTE—The matter given in C-1 and C-1.1 are
100to 150 20 extracts based on the Standards of Weights and
Measures (Packaged Commodities) Rules, 1977 to which
151to 280 32
reference shall be made for full details. Any
281to 500 50 modification made in these Rules and other related Acts
and Rules would apply automatically.
501to 1200 80
C-1.2In case of a wagon/truck load up to 25
1201to 3200 125 tonnes, the overall tolerance on net mass of
cement shall be 0 to + 0.5 percent.
3201and over 200
NOTE—The mass of a jute sacking bag conforming to
The bags in a sample shall be selected at IS 2580 : 1982 to hold 50 kg of cement is 531 g, the mass
random (see IS 4905 : 1968). of a double hessian bituminized (CRI type) bag to hold
50 kg of cement is 630 g, the mass of a 6 ply paper bag to
C-1.1The number of bags in a sample showing hold 50 kg of cement is approximately 400 g and the
a minus error greater than 2 percent of the mass of a polyethylene lined (CRI type) jute bag to hold
50 kg of cement is approximately 480 g.
3IS 8043 : 1991
ANNEX D
(Foreword)
COMPOSITION OF THE TECHNICAL COMMITTEE
Cement and Concrete Sectional Committee, CED 2
Chairman Representing
DR H. C. VISVESVARAYA In personal capacity (University of Roorkee, Roorkee 247667)
Members
SHRI H. BHATTACHARYA Orissa Cement Limited, New Delhi
DR A. K. CHATTERJEE The Associated Cement Companies Ltd, Bombay
SHRI S. H. SUBRAMANIAN (Alternate)
CHIEF ENGINEER (DESIGNS) Central Public Works Department, New Delhi
SUPERINTENDING ENGINEER (S & S)
(Alternate)
CHIEF ENGINEER, NAVAGAM DAM Sardar Sarovar Narmada Nigam Ltd, Gandhinagar
SUPERINTENDING ENGINEER, OCC
(Alternate)
CHIEF ENGINEER (RESEARCH-CUM- Irrigation and Power Research Institute, Amritsar
DIRECTOR)
RESEARCH OFFICER (CONCRETE
TECHNOLOGY) (Alternate)
DIRECTOR A. P. Engineering Research Laboratories, Hyderabad
JOINT DIRECTOR (Alternate)
DIRECTOR (C & MDD) (N & W) Central Water Commission, New Delhi
DEPUTY DIRECTOR (C & MDD)
(NW & S) (Alternate)
SHRI K. H. GANGWAL Hyderabad Industries Limited, Hyderabad
SHRI V. PATTABHI (Alternate)
SHRI V. K. GHANEKAR Structural Engineering Research Centre (CSIR), Ghaziabad
SHRI S. GOPINATH The India Cements Limited, Madras
SHRI R. TAAMILAKARAN (Alternate)
SHRI S. K. GUHA THAKURTA Gannon Dunkerley & Company Limited, Bombay
SHRI S. P. SHANKARANARAYANAN
(Alternate)
DR IRSHAD MASOOD Central Building Research Institute (CSIR), Roorkee
DR MD KHALID (Alternate)
JOINT DIRECTOR, STANDARDS (B & S) (CB-I)Research, Designs and Standards Organization (Ministry of Railways),
JOINT DIRECTOR STANDARDS (B & S)/ Lucknow
(CB-II) (Alternate)
SHRI N. G. JOSHI Indian Hume Pipes Co Limited, Bombay
SHRI P. D. KELKAR (Alternate)
SHRI D. K. KANUNGO National Test House, Calcutta
SHRI B. R. MEENA (Alternate)
SHRI P. KRISHNAMURTHY Larsen and Toubro Limited, Bombay
SHRI S. CHAKRAVARTHY (Alternate)
SHRI G. K. MAJUMDAR Hospital Services Consultancy Corporation (India) Ltd, New Delhi
SHRI S. O. RANGARI (Alternate)
SHRI P. N. MEHTA Geological Survey of India, Calcutta
SHRI J. S. SANGANERIA (Alternate)
MEMBER SECRETARY Central Board of Irrigation and Power, New Delhi
DIRECTOR (CIVIL) (Alternate)
SHRI M. K. MUKHERJEE Roads Wing Department of Surface Transport (Ministry of Transport),
SHRI M. K. GHOSH (Alternate) NewDelhi
DR A. K. MULLICK National Council for Cement and Building Materials, New Delhi
DR. S. C. AHLUWALIA (Alternate)
SHRI NIRMAL SINGH Development Commissioner for Cement Industry (Ministry of Industry)
SHRI S. S. MIGLANI (Alternate)
SHRI R. C. PARATE Engineer-in-Chief’s Branch, Army Headquarters
LT-COL R. K. SINGH (Alternate)
4IS 8043 : 1991
Members Representing
SHRI H. S. PASRICHA Hindustan Prefab Ltd, New Delhi
SHRI Y. R. PHULL Central Road Research Institute (CSIR), New Delhi
SHRI S. S. SEEHRA (Alternate)
SHRI Y. R. PHULL Indian Roads Congress, New Delhi
SHRI K. B. THANDEVAN (Alternate)
DR M. RAMAIAH Structural Engineering Research Centre (CSIR), Madras
DR A. G. MADHAVA RAO (Alternate)
SHRI G. RAMDAS Directorate General of Supplies and Disposals, New Delhi
REPRESENTATIVE Builders Association of India, Bombay
SHRI A. U. RIJHSINGHANI Cement Corporation of India, New Delhi
SHRI C. S. SHARMA (Alternate)
SHRI J. SEN GUPTA National Buildings Organization, New Delhi
SHRI A. K. LAL (Alternate)
SHRI T. N. SUBBA RAO Gammon India Limited, Bombay
SHRI S. A. REDDI (Alternate)
SUPT. ENGINEER (DESIGNS) Public Works Department, Government of Tamil Nadu
EXECUTIVE ENGINEER (S.M.R. DIVISION)
(Alternate)
SHRI S. B. SURI Central Soil and Materials Research Station, New Delhi
SHRI N. CHANDRASEKARAN (Alternate)
DR H. C. VISVESVARAYA The Institution of Engineers (India), Calcutta
SHRI D. C. CHATURVEDI (Alternate)
SHRI G. RAMAN Director General, BIS (Ex-officio Member)
Director (Civil Engg)
Secretary
SHRI N. C. BANDYOPADHYAY
Joint Director (Civil Engg), BIS
Cement, Pozzolana and Cement Additives Subcommittee, CED 2 : 1
Convener
DR H. C. VISVESVARAYA In personal capacity (University of Roorkee, Roorkee 247667)
Members
SHRI S. K. BANERJEE National Test House, Calcutta
SHRI N. G. BASAK Directorate General of Technical Development, New Delhi
SHRI T. MADNESHWAR (Alternate)
SHRI SOMNATH BANERJEE Cement Manufacturers Association, Bombay
CHIEF ENGINEER (RESEARCH-CUM DIRECTOR) Irrigation Department, Government of Punjab
RESEARCH OFFICER (CT) (Alternate)
SHRI N. B. DESAI Gujarat Engineering Research Institute, Vadodara
SHRI J. K. PATEL (Alternate)
DIRECTOR Maharashtra Engineering Research Institute, Nasik
RESEARCH OFFICER (Alternate)
DIRECTOR (C & MDD II) Central Water Commission, New Delhi
DEPUTY DIRECTOR (C & MDD II)
(Alternate)
SHRI R. K. GATTANI Shree Digvijay Cement Co Ltd, Bombay
SHRI R. K. VAISHNAVI (Alternate)
SHRI P. J. JAGUS The Associated Cement Companies Ltd, Bombay
DR A. K. CHATTERJEE (Alternate)
JOINT DIRECTOR (MATERIALS) National Buildings Organization, New Delhi
ASSTT DIRECTOR (PLASTIC) (Alternate)
JOINT DIRECTOR STANDARDS (B & S) (CB-I) Research, Designs and Standards Organization (Ministry of Railways),
Lucknow
JOINT DIRECTOR, STANDARDS (B & S)
(CB-II) (Alternate)
SHRI R. L. KAPOOR Roads Wing, Department of Surface Transport, Ministry of Transport,
SHRI R. K. DATTA (Alternate) NewDelhi
SHRI W. N. KARODE The Hindustan Construction Co Ltd, Bombay
SHRI R. KUNJITHAPATTAM Chettinad Cement Corporation Ltd, Poliyur, Tamil Nadu
5IS 8043 : 1991
Members Representing
SHRI G. K. MAJUMDAR Hospital Services Consultancy Corporation (India) Ltd, New Delhi
DR IRSHAD MASOOD Central Building Research Institute (CSIR), Roorkee
SHRI K. P. MOHIDEEN Central Warehousing Corporation, New Delhi
DR A. K. MULLICK National Council for Cement and Building Materials, New Delhi
DR (SMT) S. LAXMI (Alternate)
SHRI K. NARANAPPA Central Electricity Authority, New Delhi
SHRI D. P. KEWALRAMANI (Alternate)
SHRI NIRMAL SINGH Development Commissioner for Cement Industry (Ministry of Industry)
SHRI S. S. MIGLANI (Alternate)
SHRI Y. R. PHULL Central Road Research Institute (CSIR), New Delhi
SHRI S. S. SEEHRA (Alternate)
SHRI A. V. RAMANA Dalmia Cement (Bharat) Ltd, New Delhi
DR K. C. NARANG (Alternate)
COL V. K. RAO Engineer-in-Chief’s Branch, Army Headquarters
SHRI N. S. GALANDE (Alternate)
SHRI S. A. REDDI Gammon India Ltd, Bombay
SHRI A. U. RIJHSINGHANI Cement Corporation of India Ltd, New Delhi
SHRI M. P. SINGH Federation of Mini Cement Plants, New Delhi
SUPERINTENDING ENGINEER (D) Public Works Department, Govt of Temil Nadu
SENIOR DEPUTY CHIEF ENGINEER
(GENERAL) (Alternate)
SHRI S. B. SURI Central Soil and Materials Research Station, New Delhi
SHRI N. CHANDRASEKARAN (Alternate)
SHRI L. SWAROOP Orissa Cement Ltd, New Delhi
SHRI H. BHATTACHARYA (Alternate)
SHRI V. M. WAD Bhilai Steel Plant, Bhilai
6Bureau of Indian Standards
BIS is a statutory institution established under the Bureau of Indian Standards Act, 1986 to promote
harmonious development of the activities of standardization, marking and quality certification of goods and
attending to connected matters in the country.
Copyright
BIS has the copyright of all its publications. No part of these publications may be reproduced in any form
without the prior permission in writing of BIS. This does not preclude the free use, in the course of
implementing the standard, of necessary details, such as symbols and sizes, type or grade designations.
Enquiries relating to copyright be addressed to the Director (Publications), BIS.
Review of Indian Standards
Amendments are issued to standards as the need arises on the basis of comments. Standards are also
reviewed periodically; a standard along with amendments is reaffirmed when such review indicates that no
changes are needed; if the review indicates that changes are needed, it is taken up for revision. Users of
Indian Standards should ascertain that they are in possession of the latest amendments or edition by
referring to the latest issue of ‘BIS Catalogue’ and ‘Standards:Monthly Additions’.
This Indian Standard has been developed from Doc:No. CED 2 (4796)
Amendments Issued Since Publication
Amend No. Date of Issue
Amd. No. 1 November 1991
Amd. No. 2 November 1993
Amd. No. 3 April 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
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|
6932_4.pdf
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b” ._____..
IS : 6932 ( Part IV ) 1973
l
Indian Standard
METHODS OF TESTS FOR BUILDING LIMES
PART IV DETERMINATION OF FINENESS OF
HYDRATED LIME
( Third Reprint APRIL 1993 )
c
UDC 691’51 : 539’539
0 Copyrfghf 1974
BUREAU OF INDIAN STANDARDS
MANAK BHAVAN. 9 BAHADUR SHAH ZAFAR MARC3
NEW DELHI 110002
Gr 1 February 1974IS : 6932 ( Part IV ) - 1973
Indian Standard
METHODS OF TESTS FOR BUILDING LIMES
PART IV DETERMINATION OF FINENESS OF
HYDRATED LIME
c 0. FOREWORD
0.1 This Indian Standard ( Part IV ) was adopted by the Indian Standards
Institution on 22 March 1973, after the draft finalized by the Building Limes
Sectional Committee had been approved by the Civil Engineering Division
Council.
0.2 Hitherto, methods of tests for assessing qualitative requirements of
building limes were included in IS : 712-1964. For facilitating the use of
these tests it has been decided to print these tests as different parts of a separate
Indian Standard. This part covers determination of fineness of building
limes.,
0.3 In reporting the results of a test or analysis made in accordance with .
this standard, if the final value, observed or calculated, is to be rounded off,
it shall be done in accordance with IS : 2-1960*.
1. SCOPE
1.1 This standard ( Part IV ) covers the procedure for determination of the
fineness of hydrated lime represented by the mass of the residue left on a
standard IS Sieve conforming to IS : 460-1962t.
2. GENERAL
2.1 Preparation of the Sample-The sample shall be prepared in
accordance with 7.2 of IS : 712-1973$.
*Rules for rounding off numerical values ( retired) .
tspecification for test sieves ( revised).
jspecification for building limes ( second rcoision ) .
@ Co&ighAt1 974
BUREAU OF INDIAN STANDARDS
MANAK BHAVAN, 9 BAHADUR SHAH ZAFAR MARa
NEW DELHI 110002IS I 6932 ( Part lV ) - 1973
2.2 The distilled water ( 566 IS : 1070-1960* ) shall be used where use of
water as a reagent is intended.
3. DETERMINATION OF FINENESS
3.1 Procedure - The IS Sieves specified in the material specification shall
be superimposed, one above the other with the coarser sieves at the top and
finer sieves at the bottom. Holding the sieves in both hands, sieving shall be
done with a gentle wrist motion, this will involve no danger of spilling the
lime which shall be kept well spread out on the sieve. Place 100 g of the
hydrated lime on the top sieve and the material washed through the sieves
with a moderate jet of water from a flexible tube, the whole operation shall
not take more than 30 minutes. The residue shall not be rubbed through
the sieve. The residue on each sieve shall be dried at lOO& 10°C to constant
mass. The residue on each of the sieves shall be weighed.
3.2 Report of Test Results -The result shall be expressed as a
percentage of mass of the hydrated lime taken.
*Specification for water, distilled quality ( feoirrd). ( SiaCe revised )
2.
BUREAU OF INDIAN STANDARDS
Headquarters;
Manak Bhavan, 9 Bahadur Shah Zafar Marg, NEW DELHI 110002
Talephones : 331 01 31, 331 13 75 Telegrams : Manaksanrtha
( Common to all offices )
Regional Oflces: Telephones
Central : Manak Bhavan, 9 Bshadur Shah Zafar Marg, 331 01 31
NEW DELHI-l 10002 I 3311375
*Eastern : l/14 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 [ 31641
41 24 42
Southern : C. 1. T. Campus, MADRAS 600113 412519
{ 41 29 16
twestern : Manakalaya, E9 MIDC, Marol, Andheri (East), 6329295
BOMBAY 400093
Branch O&es: i
‘Pushpak’ Nurmohamed Shaikh Marg, Khanpur, 26348
AHMEDABAD 380001 1 2 63 49
SPeenya Industrial Area, 1 st Stage, Bangalore Tumkur Road 38 49 55
BANGALORE 560058 [ 38 49 56
Gangotri Complex, 5th Floor, Bhadbhada Road, T. T. Nagar, 66716
BHOPAL 462003
Plot NQ. 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
5-6-56C L. N. Gupta Marg ( Nampally Station Road), 23 1083
HYDERABAD 500001
63471
R14 Yudhlster 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., Palayatn 6 21 04
TRIVANDRUM 695035 1 621 17
inspection Oflce (With Sale Point) :
Pushpanjali, 1st Floor, 205-A West High Court Road, 2 51 71
Shankar Nagar Square, NAGPUR 440010
Institution of Engineers ( India ) Building, 1332 Shivaji Nager, 52435
PUNE 411005
lS &!er Office In Calcutta is at 5 Chowrinohrr Approach, P.O. Prlncsp 27 56 00
Strret, Calcutta 700072
tSaler Omco In Bombay Is at Novelty Chamber@, Grant Road, 52 55 25
Bombay 400007
$Saler ORice In Bangalore ID at Unity BulldIng, Naramlmharaja Square 22 35 71
Bnnflalorr 550002
Prlntrd at Slmso Printing l’re#m. Dolhl. IndiaAMENDMENT NO. 1 NOVEMBER 1983
TO
IS:6932(Part 41-1973 METHODS OF TESTS FOR
BUILDING LIMES
PART 4 DETERMINATION OF FINENESS OF HYDRATED LIME
-A lt-e-r-a-t-i ons
(Page I, clause 1.1, line 3) - Substitute
'IS:46O(Part I.)-1978' for 'Is:460-1962'.
(Page I, foot-note with '*' mrk) - Substitute
the following for the existing foot-note:
'%pecification for test sieves: Part 1 Wire
cloth test sieves (second revision).'
(BDC 4)
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4091.pdf
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IS: 4091-1979
Standard
Indian
CODE OF PRACTICE FOR
DESIGN AND CONSTRUCTION OF
FOUNDATIONS FOR TRANSMISSION LINE
TOWERS AND POLES
First Revision)
(
First Reprint SEPTEMBER 1992
UDC 624.159.11.04:006.76:621.315.66
@ Cojyiht 1980
BUREAU OFINDIAN STANDARDS
MANAK BHAVAN, 9 BAHADUR SHAH ZAFAR MARG
NEWDJ3LHI110002
Cr5 Jdy 1980IS : 4091- 1979
Indian Standard
CODE OF PRACTICE FOR
DESIGN AND CONSTRUCTION OF
FOUNDATIONS FOR TRANSMISSIdN LINE
TOWERS AND POLES
( First Revision )
Foundation Engineering Sectional Committee, BDC 43
Chairman Representing
PROP DINESHM OHAN Cent;Lorfe_$ding Research Institute ( CSIR ),
Members
DR R . IL BHANDARI Centraaogezding Research Institute ( CSIR ),
SHRI I. G. CHACKO Calcutta Port Trust, Calcutta
SHRI S. GUHA ( Alterrzate )
SHRI K. N. DADINA In personal capacity ( P-820, Block P, New Alipore,
Calcutta )
SHRI M. G. DANDAVATE Concrete Association of India, Bombay
SHRI N. C. DUGGAL ( Alternate )
SHRI R. K. DAS GUPTA Simplex Concrete Piles ( I ) Pvt Ltd, Calcutta
SHRI H. GUHA BISWAS( Alternafe)
SHRI A. G. DASTIDAR In personal capacity ( 5, Hungerford Court, 121
Hungerford Street, Calcutta )
SI~RIV . C. DESHPAN~E Pressure Piling Co ( India ) Pvt Ltd, Bombay
DIRGCTOR ( CSMRS ) Central Water Commission, New Delhi
DEPUTY DIRECTOR ( CSMRS ) ( Alternate )
SHRI A. H. DIVANJI Asia Foundation and Construction Pvt Ltd, Bombay
SHRI A. N. JANGLE (Alternate)
SHRI A. GHOSHAL Braithwaite Burn & Jessop Construction Co Ltd,
Calcutta
SHRI N. E. A. RAGHAVAN ( Alternate)
DR SHASHI K. GULHATI Indian Institute of Technology, New Delhi
SHRI A. VARADARAJAN ( Alternate )
SHRI M. IYENCAR Engineers India Ltd, New Delhi
DR R. K. M. BHANDARI ( AIlcmok 1
SHRI G. S. JAIN G. S. Jain & Associates, Roorkee
( Continued on page 2 )
@ Copyright 1980
BURl3U OF INDL4N STANDARDS
This publication is protected under the Indian Copyrighr 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 :4091-1979
( Continuedj’lom page 1 )
Members Representing
JOINT DIRECTOR RESEARCH ( SM) Ministry of Railways
( RDSO )
JOINT DIRECTORR ESEARCH ( B & S ),
RDSO ( Alternate )
DR R. K. KATTI Indian Institute of Technology, Bombay
SHRI K. K. KHANNA National Buildings Organization, New Delhi
SHRI SUNILB ERRY (Alternate )
SHRI 0. P. MALHOTRA B & R Branch, Public Works Department,
Government of Punjab, Chandigarh
SHRI A. P. MATHUR Central Warehousing Corporation, New Delhi
SHRI V. B. MATHUR McKenzies Limited, Bombay
SHRI Y. V. NARASIMHAR AO Bokaro Steel Plant ( Steel Authority of India ),
Bokaro Steel City
Biro OMBIR SINGH Engineer-in-Chief’s Branch, Army Headquarters
MAJ H. K. BHUTAN~( Alternate )
SHRI B. K. PANTHAKY Hindustan Construction Co Ltd, Bombay
SHRI V. M. MADCE ( Alternate )
SHRI S. R. KULKARNI M. N. Dastur and Company Pvt Ltd, Calcutta
SHRI S. ROY (.&?nnte)
SHRI M. R. PUNJA Cementation Co Ltd, Bombay
PRESIDENT Indian Geotechnical Society, New Delhi
SECRETARY( Alternate )
PROFESSOR(C IV ENGG) , College of Engineering, Guindy, Madras
ASSISTANTP ROFESSER( CIV ENGG)
( Alternate )
SHRI A. A. RAJIJ Steel Authority of India, New Delhi
DR GOPAL RANJAN University of Roorkee, Roorkee
DR V. V. S. RAO Nagddi Consultants Pvt Ltd, New Delhi
SHRI ARJUNR XJHSINGHANI Cement Corporation of India, New Delhi
SHRI 0. P.. SRIVASTAVA( Athate)
SHRI K. R. SAXENA Engineering Research Laboratories, Government of
Andhra Pradesh
DR S. P. SHRIVASTAVA United Technical Consultants Pvt Ltd, New Delhi
DR R. KAPUR ( Alternate )
SHRI N. SIVAGURU Roads Wing, Ministry of Shipping and Transport
SHRI S. SEETHARAMAN( Alternate)
SHRI T. N. SUBBAR AO Gammon India Ltd, Bombay
SIIRI S. A. REDDI ( Alternate )
S u P E R I N T p. N D I N G EriciirmR Central Public Works Department, New Delhi
( DESIGN)
EXECUTIVEE NGINEER( DESIGNV )
( Alternate )
SHRI M. D. TAMBEKAR Bombay Port Trust, Bombay
SHRI D. AJITHA SIMHA, Director General, ISI ( Ex-oficjo Member)
Director ( Civ Engg )
Secretaries
SHRI G. RAMAN
Deputy Director ( Civ Engg )
SARI K. M. MATHUR
Deputy Director ( Civ Engg )
2IS : 4091- 1979
Indian Standard
CODE OF PRACTICE FOR
DESIGN AND-CONSTRUCTION OF
FOUNDATIONS FOR TRANSMISSION’ LINE
TOWERS AND POLES
( First Revision )
0. F 0 R E‘W 0 R D
0.1 This Indian Standard ( First Revision) was adopted by the Indian
Standards Institution on IQ August 1979, after the draft finalized by the
Foundation Engineering Sectional Committee had been approved by the
Civil Engineering Division Council.
0.2 Transmission line towers and poles are subjected to large horizontal
forces at the top,.thereby causing overturning and/or uplifting of founda-
tion. The design of foundations.for such structures involves special problems
and this standard has been prepared with a view to providing guidance to
the designer. Often well foundations are used in river beds for which IS :
39551967” may bc referred. This standard was first published in 1967.
The revision has been done to bring in line with latest practice.
0.3 In the formulation of this standard due weightage leas been given to
international co-ordination among the standards and practices prevailing
in different countries in addition to relating it to the practices in this field in
the country.
0.4 For the purpose of deciding whether a particular reyuircment of this
standard is complied with, the final value, observed or calculated, expressing
the result of a test or analysis, shall be rounded off in accordance with IS :
2-19607. The number of significant places retained in the rounded off value
should be the same as that of the specified value in this standard.
1. SCOPE
1.1 This standard covers the design and construction of concrete founda-
tions including anchor bolts grouted into rock for transn?ission-lint towers
and poles.
*Code of practice for design and construction of well foundations.
tRules for rounding off numerical values ( re~?se~).
3IS : 4091- 1979
1.2 Grillage, brick and masonry footings and anchor plates are not covered
in this code. The design and construction of prestressed concrete founda-
tions are also not covered.
2. TERMlNOLOGY
2.0 For the purpose of this standard, the following definitions shall apply.
2.1 Broken Wire Conditions (BWC) - This is a condition when one or
more of the wires on one side or both sides of the tower or pole are broken
causing an unbalanced pull or a twisting moment on the tower or pole.
2.2 Footings - Foundations are normally constructed by making open ex-
cavations, they may have enlarged base provided either in the open excava-
tion or by under-cutting the soil by suitable devices.
2.3 Foundations- That part .of the structure which is in direct contact
with soil and transmits the loads to the ground.
2.4 Highest Flood Level ( HFL ) - Highest flood level of a river or stream
is the level of the highest flood ever recorded or the calculated level for the
highest possible flood.
2.5 Low Water Level (LWL) - Low water level or a river of stream is the
level of the water surface obtained generally in the dry weather.
2.6 Normal Condition ( NC ) - This is a condition when the wires on either
side of the transmission tower are intact.
2.7 Ordinary Flood Level ( OFL ) - Ordinary flood level of a river or stream
is the average level of a high flood which is expected to occur normally every
year.
2.8 Pile ( Concrete ) - A particular type of cast in-situ or precast foundation
normally provided by driving or boring, and having uniform, bulbed, tape-
red or corrugated section along its length.
2.9 Rock - Foundation. supporting material other than soil which is possi-
ble to exca.vate, in the case of soft rocks with pick axe and shovels, and in
case of hard rocks by special methods like blasting.
2.10 Soil, Black Cotton - Clayey soil, not necessarily black in colour,
which shrinks when dry and swells when wet, resulting in differential move-
ment of ground. In deep deposits of these soil generally there is no appre-
ciable ground movement due to seasonal moisture changes beyond 3.5 m
[see IS : 2720 ( Part XL )-1977* 1.
*Methods of test for soils: Part XL Determination of-free swellklex of soils.
4IS : 4091- 1979
3. NECESSARY INFORMATION
3.1 For the design and construction of foundation the following informa-
tion shall be supplied:
4 Route map showing the proposed Iay-out of the towers with the
general topography of the country and important towns, villages,
etc, in the vicinity;
b) Sections of trial borings or pit< showing soil data at the site of
work;
4 Details of general layout of the towers;
d) The nature, direction and magnitude of loads at the base of trans-
mission tower both under normal condition and broken wire con-
dition;
e) Special information, for example, prevailing wind direction, depth
of frost penetration and earthquake ( see IS : 1893-1975” );
f) A review of the performance of similar structures, if any, in the
locality; and
g) Maximum deformation allowed at the base of the tower or pole.
3.2 Tn the case of river crossings with towers or poles located in the river
bed, the following additional information shall be given:
a) A site’plan showing the details of the site selected for the crossing
extending at least 90 m upstream and downstream from the central
line of the crossing. The plan should’ normally include the fol-
lowing:
1) The approximate outlines of the bank,
2) The direction of .flow. of water,
3) The alignment of the crossing and the location of the towers,
and
4) The location of trial pits or borings taken in the river bed.
b) A cross section of the river at the site of the proposed crossing
indicating the following:
1) The bed line up to the top of the banks and the ground line
beyond the edges of the river, with levels at intervals sticiently
close to give a clear outline of marked features of the bed or
ground, showing right and left bank and names of villages on
each side;
*Criteria for earthquake resistant design of structures ( third revision ).
5-
IS : 409141 979
2) The nature of the surface soil in bed and banks with trial pit or
bore hole sections showing the levels and nature of the various
strata down to the stratum suitable for founding the towers;
3) The ordinary flood level;
4) Low water level;
5) The highest flood level and years in which it occurred. State
if the flood level is effected by back water or tidal effect and, if
.
so, give details; and
6) The estimated depth of scour or of the scour depth has been
observed, the depth of scour so observed.
c) The maximum mean velocity of water current,
4. MATERIALS
4.1 Cement - This shall be ordinary ‘or rapid-hardening Portland cement
conforming to IS : 269-1976”, blast furnace slag cement conforming to IS :
455-1966t, Portland pozzolana cement conforming to IS : 1489-19761,
supersulphated cement conforming to IS : 6909-19735, high strength ordi-
nary Portland cement conforming to iS : 8112-19767, or rapid-hardening
Portland cement conforming to IS : 8041-1976~~.
4.2 Steel - This’ shall be mild steel and medium tensile steel conforming
to IS : 432 ( Part I )-1966**, hard-drawn steel conforming to IS : 432 ( Part
II )-1966” *, hot rolled mild steel, medium tensile steel and high yield strength
steel conforming to IS : 1139-1966tt and cold twisted steei conforming to
IS : 1786-1979$2.
4.3 Concrete - Materials, mixing and quality control for concrete shall in
general be in accordance with IS : 456-19785s.
*Specification for ordinary and rapid-hardening Portland cement ( revised).
$Specification for blast furnace slag cement.
&Specification for Portland pozzolana cement ‘( second revision ).
@Specification for supersulphated cement.
TjSpecification for high strength ordinary Portland cement.
IlSpecification for rapid-hardening Portland cement.
**Specification for mild steel and medium tensile steel bars and hard drawn steel wire
for concrete reinforcement:
Part I Mild steel and medium tensile steel bars ( second revision ).
Part II Hard-drawn steel wire ( second revision) .
ttSpecification for hot rolled mild steel, medium tensile steel and high yield strength
steel deformed bars for concrete reinforcement ( revised).
$$Specific.ation for cold-twisted steel bars for concrete reinforcement ( second revision ).
@Code of practice for plain and reinforced concrete ( third revision ).
6Is : 4091- 1979
5. GENERAL DESIGN CRITERIA
5.1 General Design Criteria for Footings in Soils
5.1.1 Normally the following load(s) are given at the ground levels:
a) Downward load,
b) Uplift load,
c) Horizontal thrust, and
d) Overturning moments.
5.1.2 Inclined loads shall be split up into vertical and lateral loads at the
top of footings ( lateral load is also sometimes called a shear ).
5.1.3 The uplift loads are assumed to be resisted by the weight if the
footing plus the weight of an inverted frustum of a pyramid of earth on the
footing pad with sides inclined at an angle of up to 30” with the vertical.
5.1.3.1 A footing with an under-cut generally develops uplift resistance
of two to three times that of an identical footing without an under-cut (see
Fig. IA., Fig. IB and Fig. IC ). However, for design putpose,’ the 2O”and
30” cone assumption shall be taken with a factor of safety of 1.00 for under-
cut footing, and 1.5 for footings without an under-cut.
5.1.3.2 A 30” cone shall be taken for an average firm cohesive material.
5.1.3.3 A 20” cone shall be taken for non-cohesive materials, ruch as
sand and gravelly soils.
5.1.3.4 For footings below water table, submerged weight of the soil
shall be taken.
5.1.4 Alternative footing designs with or without under-cut should be
provided where field investigations have not been made to detcrminc the
feasibility of under-cutting.
5.1.5 In enlarged footings without an under-cut where individual footing
is not provided under each leg and where a combination of uplift loads
with lateral loads occurs, the suitability should be checked by the following
criteria:
a) The resultant of forces acting vertically and laterally should act
at a point in its base at a distance of one.sixth of its width from
the toes;
b) The weight of the footing acting at the centre of the base; and
c) Mainly that part of the cone which stands over the heel causes
a stabilidng moment. However, for design purposes, this may
be taken equal to half the total weight of the cone of earth acting
ovet the base. It shall be assumed to act through the tip of the
heel.
7RESISlANCE AOAINST UPLIFT
B” WEIGHT Of FRUSTUM OF EARlH
PLUS WEIGHT GF CONCREIE
IA Conventional Assumption
RESISTANCE AGAINST UPLIFT BY WEIGHT
OF BACKFILL PLUS FRICTION ON FACE OF
EXCAXA71ON LINES PLUS WEIGHT OF
CONCRETE (APPROXIMATELY EQUAL TO
CONVENTIONAL ASSUMPT1ONl
IB Actual Action Without Under-Cut
.RESISlANCE AGAINST UPLIFT RV
VERTICAL COMPONENTS OF SOIL
STRESSES A7 FAJLURE ALONG
PLANE OF RUPTURE PLUS WElGl I?
OF CONCRETE (APPROXIMAIELV
EGUAl TO DOUBLE THE
CONVENTIONAL ASSUHP7ION)
IC Actual Action with Under-Cut
FIG. 1 SOILR ESISTANCTEO UPLIFT
8IS : 4091- 1979
5.1.6 Depending upon the relative magnitude of upward or downward
vertical loads, lateral load and overturning moment, footings in soil shall
be as classified in Table 1 according to their suitability.
51.7 Bored piles with enlarged bases usually provide an economical type
of footing in many soils where under-reaming is possible. In expansive type
of soils such as black cotton soils, they have to be carried down to a depth
of 3.5 m in deep layers of these soils to counteract the effect of upthrust due
to swelling pressure introduced ‘in the soil. Normal type of independent
spread footing carried down to shallow depths will not be suitable in such
soils,
5.1.8 Different types of piles can be used depending upon the location
and in case of heavy uplift forces and moments multiple under-reamed piles
or anchors may be used. In case of loose to medium sandy Soils bored com-
paction under-reamed piles may be used.
5.1.9 The piles in uplift should be designed by the usual considerations
of the friction on stem and bearings on the annular projections. A factor
of safety of 3 may be applied for safe uplift.
5.1.10 The load carrying capacity of an under-reamed pile may bc deter-
mined from a load test as given in IS : 2911 (Part IV) - 1979*.
In the absence of actual tests, the safe loads allowed on piles under-reamed to
2.5 times the shaft diameter may be taken as given in Table 2.
5.1.10.1 The safe loads given in Table 2 apply to both medium com-
pact sandy soils and clayey soils of medium consistency. For dense sandy
( N> 30 ) and stiff clayey ( N> 8 ) soils the loads may be increased by 25
percent. However, the values of lateral thrust should not be increased
unless stability of top soil ( strata to a depth of about three times the stem
diameter ) is, ascertained. On the other hand a 25 percent reduction should
be made in case of loose sandy ( N( 10 ) and soft clayey ( N94 ) soils.
NOTE-For determining the average ‘N’ valuei ( the standard penetration test
values ) a-weighted average shall bc taken and correction for fineness under water table
shall be applied where applicable.
5.1.10.2L oad carrying capacity from soil properties
a) In case of clayey soils the ultimate load bearing capacity of an
under-reamed pile may be worked out from the following cxprcs-
sion:
Qll = AP .Nc. C’p + Aa NC C’a + C’a A’, + a Cs .4#
where
QU = ultimate bearing capacity of the pile, in kg;
AP ~3 cross-sectional area of the pile stem at toe, level in cm”;
*Code of practice for design and construction of pile foundations: Part IV Load test on
piles.
9IS : 4091- 1979
No - bearing capacity factor usually taken as 9;
CP = cohesion of the soil around the toe, in kgf/cma;
A a = x/4 (Da”-. D2 ) where Dn and D ire the under-reamed
bblb’ and the &em diameter respectively, in cm;
C’.a - average cohesion of soil around the under-reamed bulbs,
in kgf/cm2;
Als = surface area of th& cylinder circumscribing the under-
reams, in cm2;
OS= reduction factor (usually 0.95 for clays );
cs = av;;fynThesion of the soil along the pile stem, in kgf/
I
A8 = surface area of the stem, in cm2.
The expression given in 5.1.10.2 holds and for the usual verti-
cal spacing between under-reamed bulbs riot greater than 1.5 times
the diameter of the under-reamed bulb.
b) In case of sandy soils the ultimate load carrying capacity of an
under-reamed pile may also be worked out by the following cxpres-
sion:
Qa=;@- 0”) [ r-n
dDunYNy+yNaXdr +
r=l 1
where
DU = diameter of under-reamed bulb, in cm;
D = diameter of stem in cm;
n = number of under-reamed bulbs;
y = average field density of soil in kg/cmS;
Ny and Nq = bearing capacity faetors depending ‘on the angle of intcr-
nal friction [ for values Ny see IS : 6403-1971* and N,-,,
see IS : 2911 ( Part III )-1980t 1;
n, = depth of the centre of different under-ream bulbs in cm;
4ir = total depth of pile in cm;
K = earth pressure constant ( usually 1.75 for sandy soils);
8 = angle of wall friction;
CI, = depth of the centre of the first under-ream bulb in cm; and
4, = depth of the centre of last under-ream bulb in cm.
*Code of practice for determination of allowable bearing pressure on shallow foundation.
*Code of practice for design and construction of pile foundations: Part III Under-
reamed piles (first revision ) .
10As in the Original Standard, this Page is Intentionally Left BlankAs in the Original Standard, this Page is Intentionally Left BlankIS:4091-1979
5.1.10.3 In case of piles resting on rock the bearing component will
be obtained by multiplying the safe capacity of rock with the bearing area
of pile stem plus the bearing provided by the under-ream portion.
5.2 Allowable Bearing Pressure - The allowable bearing pressure of the soil
where the towers or poles are founded shall be based on adequate subsoil
exploration and. testing carried out in accordance with IS : 188%1971*,
IS : 1892-1979t and IS : 1904-1978:.
The permissible bearing pressure so arrived may be exceeded at the
edges of footings by 25 percent when variation in the intensity of the reaction
caused by the transmission of moments to the footing is taken into account.
5.3 Permissible Stresses in Concrete and Reinforcement - Where stresses
due to wind, temperature and shrinkage. effects are combined with those
due to dead,’ live and impact loads, stresses specified in IS : ‘456-1978s for
these conditions should be used in the design.
5.4 Structural Safety
5.4.1 For the structural safety against sliding, overturning and for the
footings at different levels provisions laid down in IS : 19&l-1978$ shall
apply.
5.4.2 The depth of footings shall conform to the provisions laid down
in the relevant Indian Standards depending on the type of foundation [ see
IS : 1080-198011,I S tlS04-1978$, IS : 2911 (Part I/Set I)-19797, IS : 2911
( Part I/Set 2 )-I9797 and IS : 2911 ( Part T/Set 3 )-19791 1.
5.5 Footing on Rock
5.5.1 A rock footing, for uplift and horizontal loads, may be considered
to develop strength by the dead load of the concrete and. the strength of
bar anchorage ( the pull-out value of anchor bars grouted in drill holes or
the failure strength of rock engaged by bars).
5.5.2 The depth of embedment of the bars below the bottom of the foot-
ing should not be less than the following:
D=45d
-___-
*Method of load tests on soils (Jlrst revision) .
tCode of practice for subsurface investigations for foundations ( jfirs rt e vision ).
fCode of practice for structural safety of buildings : Shallow foundations ( second revision ).
$Code of practice for plain and reinforced concrete ( third revision ).
IjCode of practice for design and construction ofsitnple spread foundatiods (Jirst revision ).
TCode of practice for design and construction of pile foundations, Part I Concrete piles:
Section 1 Driven cast in-situ piles;
Section 2 Bored cast in-situ piles.
Section 3 Driven precast piles.
15Is:4091~1979
where
D A the minimum depth of embedment in mm, and
n = diameter of anchor bar in mm.
5.5.3 The spacing of embedded bars 1s hould normally be one-haIf of the
normal depth of embedment- as given in 5.5.2.
5.5.4 The size of the bar shall be governed by the criterion that com-
bined stresses do not exceed the permissible limits.
5.6 Concrete Piles-In case concrete piles ( other than under-reamed )
the provisions of IS : 2911 ( Part I/Set l )-1979*, IS : 2911 ( Part ISec 2 )-
1979* and 1s : 2911 ( Part 1,Bec 3 )-1979* shall apply.
5.7 Special Cokiderations
5.7.1 Footings in Seismic Zones - In designing footings in seismic zones,
the provisions of IS : 1893-1979t shah apply.
5.7.2 Footings in Sdphate Bearing Clays - Suitable precautions’ as laid
down in IS : 1080-19621 shall be taken in the case of footings in sulphate
bearing clays.
5.7.3 In the case of river crossing, the horizontal pressure due to forces
of water current shall be considered in the design.
NOTE - Towers located in river are likely to be subjected to shock loads,due to float-
ing debris. The towers should be suitably protected against such shocks.
5.7.4 Excavations, Drillilzg and Blasting- These operations shall con-
form to IS : 3764-1966$, and IS : 4081-196711.
5.7.5 In case the footings under the same tower structure happen to rest
such that’some of them are in soil and the rest on rock then the consideration
shall be given for differential settlement and the structural safety.
5.7.6 In case of deviations in the alignment of the Iine, modifications
should be made in the design of foundations for towers. No special pro-
visions may be necessary for deviations up to 2”.
5.8 Concreting - Concreting shall be done in accordance with the relevant
requirements given in IS : 456-19787.
*Code of practice for design and construction of pile foundations: Part I Concrete piles :
Section 1 Driven cast in-situ piles.
Section 2 Bored cast in-situ piles.
Section 3 Driven precast piles.
iCriteria for earthquake resistant design of structures ( third reuision) .
tCode of practice for design and construction of simple spread foundations.
$Specification for safety code for excavation work.
&Specification for safety code for blasting and related drilling operations.
TCode of practice for plain and reinforced concrete ( third revi&on ).
16IS : 4091- 1979
6. STAY SETS
6.1 The stay set may be provided by burying a 30 x 30 cm and 5 mm
thick mildsteel plate having a 18 x 18 mm hole in the centre through which
n 16 mm diameter bolt passes.
6.2 As an alternative to the steel plate in 6.1, cleats formed by two 30 cm
long pieces of angle iron of size 50 x 50 x 15 mm buried in a concrete
pad of 15 cm can also be provided.
7. POLES
7.1 The foundation for poles is provided by a certain length of the pole
buried into the ground. The bearing capacity in compression is mainly
derived by the skin friction on the surface of the poles and to a smaller
extent by the base area. Under the action of wind the lateral loading in-
troduces moments and lateral thrust ‘on the foundation.
7.2 Depth of embedment of the pole for the purpose of foundation should
not bc less than one-sixth of the total length of the pole above ground level.
7.3 A protective collar providing a concrete cover of not less than 10 cm
around the pole shall be provided. The depth of the concrete collar below
the ground level should not be less then 45 cm and it should be atleast 15 cm
above the ground level.
17BUREAU 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: TeJepbone
Central : Manak Bhavan, 9 Bahadur Shah Zafar Marg, 331 01 31
NEW DELHI 110002 331 13 75
*Eastern : l/l 4 C. I. T. Scheme VII M, V. I. P. Road, ’ 36 24 99
Maniktola, CALCUTTA 700054
Northern : SC0 445-446, Sector 35-C, 21643
CHANDIGARH 160036 I 3 1641
41 24 42
Southern : C. I. T. Campus, MADRAS 600113 41 25 19
I 41 2916
TWestern : Manakalaya, E9 MIDC, Marol, Andheri ( East ), 6 32 92 95
BOMBAY 400093
Branch Offices:
IPushpak’. Nurmohamed Shaikh Marg, Khanpur. 2 63 48
AHMADABAD 380001 I 2 63 49
SPeenya Industrial Area 1st Stage, Bangalore Tumkur Road 38 49 55
BANGALORE 560058 38 49 56
I
Gangotri Complex, 5th Floor, Bhadbhada Road, T. T. Nagar, 667 16
BHOPAL 462003
Plot No. 82183. Lewis Road. BHUBANESHWAR 751002 5 36 27
5315. Ward No. 29, R.G. Barua Road, 5th Byelane, 3 31 77
GUWAHATI 781003
5-856C L. N. Gupta Marg ( Nampally Station Road ). 23 1083
HYDERABAD 500001
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. University P.O.. Palayam I6 21 04
TRIVANDRUM 695035 16 2117
/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 66 28
Bombay 400007
$Sales Office in Bangalore is at Unity Building, Narasimharaja Square, 22 36 71
Bangalore 560002
Reprography Unit, BIS, New Delhi, India
|
12742.pdf
|
Indian Standard
GUIDE FOR DEFLUORIDATTON OF WATER
FOR DRINKING PURPOSES
( CHEMICAL TREATMENT METHOD )
(
First Reprint SEPTEMBER 1995 )
UDC 628’1’033 : 628’162’094’4
0 BIS 1990
BUREAU OF INDIAN STANDARDS
MANAK BHAVAN, 9 BAHADUR SHAH ZAFAR MARG
YEW DELHI 110002
February I 990 Pdce Groop 4Water Sectional Committee, CDC 26
FOREWORD
This Indian Standard was adopted by the Bureau of Indian Standards on 31 October 1989, after the
draft tinalized by the Water Sectional Committee had been approved by the Chemical Division
Council.
All waters available in nature are contaminated, in one way or the other, and invariably require treat-
ment before supply to users. In the perspective of the concern of the Government of lndia to ensure
supply of safe quality potable water to all citizens, more so the rural communities, added significance
attaches to the techniques of water treatment of removal of various contaminants including fluorides.
Of course, the fluorides are beneficial if present in concentration of 0’6 to 1’2 mg/l, but are hazardous
if their concentration is in excess of 1’5 mg/l. There are two methods of treatment for fluoride
removal, namely, chemical treatment and ion exchange process. Chemical treatment method covered
herein is based on Nalgonda technique.IS 12742: 1989
Indian Standard
GUIDE FOR DEFLUORIDATION OF WATER
FOR DRINKING PURPOSES
( CHEMICAL TREATMENT METHOD )
1 SCOPE plexes. These are more effective in fluoride
removal.
1.1 This standard prescribes guidelines for defluori-
dation of water for drinking- _ purp_o ses by chemical 4.2 The chemical methou ( Nalgonda technique )
treatment method. is a combination of several unit operations and
processes incorporatrng rapid mixing, chemical
2 REFERENCES interaction, flocculation, sedimentation, tiltration
disinfection and sludge concentration to recover
2.1 The following Indian Standards are necessary water and aluminium salts.
adjuncts to this standard:
4.2.1 Rapid Mix
IS No. Title Provides thorough mixing of alkali, aluminium
salts and bleaching powder with the water. The
IS 7022 Glossary of terms relating to chemicals are added as shown in flow diagram just
( Part 1 ) : 1973 water, sewage and industrial when the water enters the system.
effluents, Part 1
4.2.2 Flocculation
IS 7022 Glossary of terms relating to Flocculators provide subsequent gentle agitation
(Part 2 ) : 1979 water, sewage and industrial before entry to the sedimentation tank. The
effluents, Part 2 flocculation period permits close contact between
the fluoride in water and polymeric species’formed
3 TERMINOLOGY in the system. The interaction between fluoride
and aluminium species attains equilibrium.
3.1 For the purpose of this standard, definitions
given in IS 7022 ( Part 1 ) : 1973 and IS : 7022 NOTES
( Part 2 ) : 1979 shall apply. 1 Addition of lime ensure adequate alkalinity for
effective hydrolysis of aluminium salts, so that resi-
4 MECHANISM OF DEFLUORIDATION dual aluminium does not remain in the treated
water.
4.1 The chemical method for the removal of cx-
cessive fluorides at domestic and community levels 2 Simultaneous disinfection is achieved with
bleaching powder which also keeps the system free
involves precipitation by aluminium salts. This
from undesirable biological growths.
process is recommended when fluoride content of
4.2.3 Sedimentation
raw..water ranges from 1’5 to 20 mg/l. Aluminium
in the alum salts when added to water is hydro- Permits settleable floe loaded with fluorides, turbi-
Iizedmin the presence of natural alkalinity. The dity, bacteria, and other impurities to be deposited
extent of hydrolysis is dependent on pH. The -and thus reduce concentration of~suspended sobds
products are called polyhydroxy alumino com- that must be removed by filters.
ALUM LIME AND
BLEACHING POWDER CHLORINATION
I
t
f LOCCULA- SLUDGE FILTER f _
-‘TlON AND _
PUMPING SETTLING DRIERS - SAND OISTRI-
I c 4 . I BUTION
1IS 12742 : 1989
4.2.4 Filtration b) Cylindrical defluoridation unit of 18 m
t minimum ) diameter and 1 m height con-
Treated water sedimentation shall be filtered by sisting of thefollowing chambers:
ra_pid gravity sand filter for removal of escapillg
floes. This facilitates further removal of fluorides 0 Flocculater - 30 cm pipe semi-circular
chambers of 65 cm depth loaded with 4
and bacteria.
to 5 cm size gravel/stone bed;
4.2.5 Disinfection and Distribution 2) Sedimetation chambers -- 10 cm semi-
circular chambers with detachable lid
The filtered water collected in the storage water
and its bottom slipping sludge scour;
tank is rechlorinated with bleaching powder and
distributed according -to the community water 3) Filter chambers - 50 cm semi-circular
supply practice. chambers with detachable lid and false
bottom with 0’5 cm orifice 3 cm centir
5 RECOMMENDED DESIGN to centre. The filter media shall
CONSIDERATIONS
comprise the following:
5.1 -Fill and Draw Type Vertical Unit i) Sand - 0’8 to 1 mm effective size and
20 cm in depth.
Site specific data especially with regard to existing
facilities, structure like overhead tanks, or sump ii) Supporting gravel - 0’6 to 2 cm size
wells and mode of water distribution will override gravel and 10 cm in depth.
the design consideration. The unit comprises a
4 Inter-connection piping, walls and other
cylindrical tank of 10 m3 capacity with dished
fixtures:
bottom, and equipped with inlet, outlet and sludge
drain. The stability of cylindrical tank has to be 1) Connecting hand pump to raw water
ensured. Each tank is fitted with an agitator feed tank
assembly consisting of : (a) three phase electric
motor, and (b)~gear box ,with reduction ratio 60 : 1 2) Inter-connection between alum tank and
feed system
to attain an output speed of 20 to 25 rpm, com-
plete with downward shaft to hold, the agitator 3) The connection of hand pump spout
paddles. The agitator is fixed to the bottom of the
with filter back wash plant.
vessel by sturdy, suitable stainless steel supporting
bushings. The scheme comprises tanks of 10 m” d) Concrete platform - ground level; 2’5 m
capacity each, a sump well and an overhead dia.
reservior. A system with two units in parallel for
4 Soak pit with drain water channel from
treating water for a population of 1 500 at the rate
defluoridation unit platform.
of 40 lpcd is shown in Fig. 1. Raw water is
pumped into the units ‘and treated by chemical 5.2.2 Pedestal with 3 steps and platform of 1 m
_. . _ . .
method. The treated water collected in a sump ‘is width f-or operation of hand pump shall be cons-
pumped to an overhead tank, from where the tructed. The delivery tap of the pump shall be
water is supplied through stand posts. 1’8 m above ground level.
5.2 Hand Pump Attachable Defluoridation Unit 5.2.3 The alum tank and detachable lid shall be
painted with anti-corrosive paint from outside
5.2.1 The hand pump attachable defluoridation an8 inside. The main body of the unit shall also
unit shall comprise: be painted with anticorrosive paint from outside
a) Raw water and chemical feed system the unit.
‘comprising:
5.3 Continuous Plant Operation
1) continuous feed cylindrical tank with
5.3.1 The treatment plant units are designed on
syphon system and connected to the
the following considerations:
hand pump;
a) The treatment plant capacities have been
2) alum solution dosing cylindrical tank
worked out considering the net daily
attached to syphon system;
requirement ( such as for a population of
3) chemical feed device ( Venturi system ) 500 persons with the supply rate of 70 lpcd
for proportional dosing for alum solu- - the capacity would come to 35 m”/d )
tion to raw water from -hand pump; and additional ten percent extra ( to cover
and clarifier bleed losses, filter back washings,
etc, which together amounts to about 10
4) PVC pipe water distribution system. percent of the net requirement ).
2MOTOR WITH
R-EDUCTION
GIVE LZrP:J
M S CHANNEL
50mm FLATS
SUPPORT AT
YFROW CENTRE
7mm THICK ! t
MS FLATE I 0.3m
OUTER SHELL
5Omm DIA II
4
;UlTABLE
SUPPORT-- ( 1
_~ ~~_
i 1 I
D = Diameter of plant
FIG. 1 FILL AND DRAW TYPE DEFLUORIDATIOPNL ANTB ASIS: 40 lpcd DOMESTICW ATER
( FOR POPULATIONU P TO 200 )
b) Frequent power shut downs are cbmmon city for raw water storage is proportiona-
in villages, hence raw water pumping hours tely increased.
are assumed to be 2 hours in the morning
and 2 hours in the afternoon. During The total daily requirement of raw water
these 4 hours period, total daily require: is pumped in 4 hours period that is 2 hours
ments of water are to be pumped to raw in the morning and 2 hours in the after-
water elevated storage tank. noon. The net effective storage needed for
raw water to operate the plant under
The treatment plant has been designed to gravity is worked out.
operate under gravity system from raw
water storage tank and raw water pumping After the pumps stop in the morning, the
starts simultaneously. This has been stored raw water from storage tank is fed
planned so that the effective storage capa- to treatment plant for next 6 hours, when
3II 12142 : 1989
again the raw water pumping resumes for afternoon when power supply resumes 1. During
2 hours and the cycle is continuous. the period of raw water pumping hours, average
rate of raw water going to treatment plant will be
c) The flash mix unit, flocculator, settling
2’406 m3/h and the balance quantity is stored.
tank and filter units operate under gravity
system. 5.4 Specification of, Units for Population of 500
to 5 000
d) The filtered water is stored in ‘filtered water
Based on the design consideration given earlier,
sump’. The supply hours are also assumed
the sizes of all the units, namely, overhead tank,
to be the same as raw water pumping hours
channel mixer, pebble bed flocculator, sedimenta-
that is 2 hours supply in the morning and
tion tank, sand filter and underground treated
2 hours supply in the afternoon.
storage water tank are given in Table 1. The
4 In order to avoid cost for extra overhead sizes of the alum and lime tanks are given in
service reservoir for filtered water, it is Table 2. Table 3 indicates the alum requirements
presumed that filtered water from the sump at various alkalinity and fluoride levels, Engineer-
will be directly pumped in the distribution ing details for water treatment are shown in Fig. 2
~for population of 500, 1 000, 2 000 and 5 000.
system.
5.5 Sludge-Water and Alum Recovery
An example has been worked out for a population
of 500 persons to determine the total quantity of The sedimentation tanks should be desludged on
water to be supplied: alternate days for five minutes. The total loss of
water in desludging amounts to 1’0 - 1’5 percent
Rate of water supply 70 Ipcd of. the total water quantity pumped into the
treatment plant. This can be reduced considerably
Total daily net require- 70 x 500=35 000 1 in community plants by making provision for
ment =35 m3 sludge concentration well and drying beds. Water
Total gross requirement 35+3’5=38’5 m3 and alum is recovered from the sludge. The
( Considering clarifier bleed recovered alum can be used for purposes other
plus filter washings ) than defluoridation. The fluoride ( as F ) in
recovered alum is 8 to 10 g per kg alum.
Raw water pumping hours 4 hours ( total )
The solids in sludge from sedimentation bzsins
( 2 hours in the morning,
are 0’8 - 1’1 percent (w/v). By plain sedimen-
2 hours in the afternoon )
tation, the concentration is increased to 2’5 - 3’1
During morning, 50 percent gross raw water percent (w/v) in 24 hours. Subsequent exposure
( 19’25 m3 ) requirements is pumped to raw water of this concentrate of drying beds increases the
storage tank ( and balance 50 percent in the solids to 28-30 percent (w/w).
4IS 12142 : 1989
Table 1 Sizes of Various Units
< Chuse 5.4 )
( All dimensions in metres )
Population
Treatment Units
500 1000 ..A 2 000 5 000
M~~c--rr--~
Num- Dimensions Num- Dimensions Num- Dimensions Num- Dimensions
bers bers bers bers
Raw water balancing tank 1 14’45 ma 1 28’90 me 1 57’50 rn8 1 144’50 ms
Diameter 3.00 4’00 5’00 7.00
Depth 2.00 2.30 2.99 3.80
Channel mixer with baffles 1 1 1 1
Length 1.40 2.00 2’85 3’20
Width 1.40 2’00 2.85 3.20
Height 11.20 16’00 22.70 2560
Flocculator pebble bed hopper 1 1 1 2
Length 1’40 2’00 2.85 3’20
Width 1’40 200 2’85 3’20
Total height 1’80 1’80 1’80 1’80
Height of the conical portion 0’60 0’60 0’60 0.60
Settling tank hopper 2 2 2 2
Length 2’30 3.10 3’60 5.70
Widtb 2’30 3’10 3’60 5’70
Total height 4’00 4.50 4’50 5-80
Height of the conical portion 1’0 1’5 1’5 2-8
Gravity filters 2 2 2 2
Length 1’00 1’00 1’40 230
Width 1’00 1’00 1’40 2’30
Clear water sump 1 1 1 1
Length 3.00 4’00 4’00 5.00
Width 3’00 5’00 10’00 1@00
Height 3’00 3’00 3’00 3’00
Table 2 Chemical Dosing Tank Capacities
( Clause 5.4 )
Population Alum Tank Lime Tank
aA.
r- ----- w------
CaT;iJ; in Dosing Rate Capacity in Dosing Rate
ml/min htres ml/min
500 100 210 10 2s
1000 200 420 20 42
2 000 400 840 40 84
5000 1000 2 100 100 210
Strength of solutions:
Alum 10% (w/v)
Lime 1% (w/v)
6Table 3 Approximate Alum Dose (mg. 1) Required to Obtain Permissive Limit (I mg F/l)
of Fluoride in Water at Various Alkalinity and Fluoride Levels
( Clause 5.4 )
Test Water Fluoride, Test Water Alkalinity, mg CaCOsQ
mg F/1
125 200 300 4-0- 0 500 600 - 800 1 Oa?
2 143 231 273 312 .35 1 403 46‘S 520
.? 221 299 .:5 I .W.? 507 520 5x5 701
4 * A)3 .b\6 JhS ‘;‘, .F’lX 689 936
5 * * 507 Z_.)S (I89 715 8% I 010
h l * 611 715 7x0 936 J 066 J 209
s * * * * 988 1 11s I 300 I 430
JO l l * * * * I 508 I 690
+ To be treated after increasing the alkalinity with lime or sodium carbonate.
|
9259.pdf
|
1s t 9259 - 1979
Indian Standard
SPECIFICATION FOR
LIQUID LIMIT APPARATUS FOR SOILS
Soil Engineering and Rock Mechanics Sectional Committee, BDC 23
Chairman Representing
PROF DINE~H MOHAN Central Building Research Institute ( CSIR ),
Roorkee
ADDITIONALD IRECTORR ESEARCH Ministry of Railways
( FE ), RDSO
DEPUTY DIRECTORR ESEARCH
(FE-I ), RDSO ( Alternate )
PROF ALAM SINGH University ofJodhpur, Jodhpur
LT-COL AVTAR SIN~H Engineer-in-Chief s Branch, Army Headquarters
MAJ V. K. KANITKAR ( Alternate )
DR A. BANERJEE Cementation Co Ltd, Calcutta
SHRI S. GUPTA ( Alternate )
DR R. K. BHANDARI Central Building Research Institute ( CSIR ),
Roorkee
CHIEF ENGINEER( D & R ) Irrigation Department, Government of Punjab,
Chandigarh
DIRECTOR( IPRI ) ( Altera& )
SHRI K. N. DADINA In personal capacity (P-820 .Ntw Al&m,
Calcutta 700053 )
SHRI A. G. DASTIDAR In personal capacity (5 Hungnfoord Street, 12/l
Hungerford Court, Calcutta 700017 )
DR G. S. DHILLON Indian Geotcchnical Society, New Delhi
DIRECTOR ( CSMRS ) Central Water Commission, New Delhi
Depurv DIRECTOR ( CSMRS )
( Alternate 1
SHRI A: H. DIVA&I Asia Foundations 8z Construction (P) Ltd, Bombay
SHRI A. N. JANGLE ( Alkcmatc )
Dn GOPAL RANTAN University of Roorkce, Roorkee; and Institution of
Engineers ( India-)
DR SHASXI K. GULXATI Indian Institute of Technology, New Delhi
DR G. V. Rao ( Alternate)
( Continued on page 2 )
INDIAN STANDARDS INST.lTUTION
This publication is protected under the Indian Capyright Act ( XIV of 1957 ) sad
reproduction in whok 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 : 9259 - 1979
( Continued frompuga 1 )
Members Representing
SHRI 0. P. MALHOTRA Public Works Department, Government of Punjab,
Chandigarh
SHRI T. K. NATARAJAN Central Road Research Institute (CSIR),
New Delhi
RESEARCH OFFICER Building & Roads Research Laboratory, Chandigarh
SHRI K. R. SAXENA Engineering Research Laboratories, Hydcrabad
SECRETARY Central Board of Irrigation St Power, New Delhi
DRPKJTY SECRETARY ( Alternate)
SHRI M. M. D. SETH Public Works Department, Government of Uttar
Pradesh, Lucknow
DR B. L. DHAWAN ( Alfernafe )
SHRI M. K. SINGHAL Irrigation Research Institute, Roorkcc
SHRI N. SIVAGURU Roads Wing, Ministry of Shipping & Transport
SHRI D.V.SIKKA (Alternate)
SHRI K.S. SRINIVASAN National Buildings Organization, New Delhi
SHRI SUNIL BERRY (Alternate )
SUPERINTENDINEGN GINEER Public Works Department, Government of Tamil
(P&D) Nadu, Madras
EXECUTIVEE NGINEER I/C
( SM & RD ) ( Alternate)
SHRI B. T. UNWALLA _ Concrete Association of India, Bombay
SWRI T. M. MBNON ( Alternate )
SHRI H. G. VERMA All India Instruments Manufacturers & Dealers
Association, Bombay
SHRI V. S. VASUDEVAN ( Alternate )
SIXRID. AJITHA SIMHA, Director General, ISI ( Ex-o$‘icio Member)
Director ( Civ Engg )
Secretory
SHRI K. M. MATHUR
Deputy Director ( Civ Engg ). ISI
Soil Testing Instruments and Equipment Subcommittee, BDC 23 : 6
Convemr
SHRI H. C. VERMA Associated Instruments Manufacturers ( I ) Pvt Lt
New Delhi
Members
SHKI M. D. NAIR ( Alternate to
Shri H. C. Verma )
LT-COL AVTAR SINGH Engineer-in-Chief’s Branch, Army Headquarters
SHRI S. K. GUPTA ( Alternate )
DEPUTY DIRECTORR ESEARCH Ministry of Railways
(SM) (RDSO)
SERI H. K. GUHA Geologists’ Syndicate Pvt Ltd, Calcutta
SHRI A. BHATTACHARYA( Alternate )
( Centinucd on page 10 )
2IS : 9259 - 1979
hdian Standard
SPECIFICATION FOR
LIQUID LIMIT APPARATUS FOR SOILS
0. FOREWORD
0.1 This Indian Standard was adopted by the Indian Standards Institution
on 10 July 1979, after the draft finalized by the Soil Engineering and Rock
Mechanics Sectional Committee had been approved by the Civil
Engineering Division Council.
0.2 The Indian Standards Institution has already published a series of
standards on methods of testing soils. It has been recognized that reliable
and intercomparable test results can be obtained only with standard testing
equipment capable of giving the desired level of accuracy. The Sectional
Committee has, therefore, decided to bring out a series of specifications
covering the requirements of equipment used for testing soils to encourage
its development and manufacture in the country.
0.3 The equipment covered in this standard is used for determination of
liquid limit ( mechanical method ) covered in IS : 2720 ( Part V )-1970*.
0.4 This standard covers the minimum requirements for the apparatus.
The apparatus may also be manufactured with a revolution counter to
indicate the number of falls of cup automatically and/or a motorized
driving arrangement to give approximately 120 revjmin.
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 : 2-196OT. The number of significant places retained in the rounded off
value should be the same as that of the specified value in this standard.
*Methods of test for soils: Part V Determination of liquid and plastic limits (J%s~
rcuGwI ).
tRules for rounding off numerical values (revised).
3as:
9259 - 1979
1. SCOPE
1.1 This standard covers the requirements of liquid limit device, grooving
tool and gauge block used for determination of liquid limit of soils by
mechanical method.
2. DIMENSIONS
2.1 The dimensions, with tolerances, of differnt component parts of the
liquid limit apparatus shall be as detailed in Fig. 1 to 3. The dimensions
against which tolerances are not specifically mentioned shall be taken as
nominal dimensions and the tolerances as given in IS : 210%1969* shall
apply.
3. LIQUID LIMIT DEVICE
3.1 Materials - The materials of construction of different component
parts of the liquid limit device shall be as given in Table 1. All parts
made of brass shall be chrome-plated.
TABLE 1 MATERIALS FOR DIFFERENT COMPONENT PARTS OF
LIQUID LIMIT DEVICE
SL PART MATERI*L SPECIAL C~NFORMINCT O
No. REQUIREMENT
(1) (2) (3) (4) (5)
i) Base -I Hardness : 86 to Grade 6,
> Vvlcaaized rubber 90 IRHD (MI Type R of
ii) Base feet J Note 1 ) IS : 5192-1969.
Resilience : 30
to 40 percent
( EM Note 2 )
iii) CUP Sheet brass IS : 410-1967t
iv) Cam
housing 7
Cast brass - IS :292-1961$
v) Sliding t
carriage J
*Specification for vulcanized natural, rubber based compounds (Jirst revision) .
tspecification for rolled brass plate, sheet, strip and foil ( second revisien ).
$Specification for brass ingots and castings ( revised).
( Continued )
_ -
*Allowable deviations for dimensions without specified tolerances (/irst revision) ,
4IS : 9259 - 1979
TABLE 1 MATERIALS FOR DIFFERENT COMPONENT PARTS OF
LIQUID LIMIT DEVICE - Contd
SL PART MATERIAL SPECIAL CONPORMNOTO
No. REQUIREMENT
(1) (2) (3) (4) (5)
vi) Cam 1
‘I
vii) Pin
I
-
Brasa IS : 4170.1967*
viii) Handle tI
ix) Handle ’
knob J
NOTE 1 -The hardness of the material shall be determined in accordance with
IS : 3400 (Part II )-1965 ‘ Methods of test for vulcanized rubbers: Part II Hardness *.
NOTE 2 -The resilience of the material shall be determined in accordance with
IS : 3400 ( Part XI )-1969 ‘Methods of test for vulcanized rubbers: Part XI
Determination of rebound resilience ‘.
*Specification for brass rods for general engineering purposes.
3.2 Construction
3.2.1 The liquid limit device shall be constructed in accordance with
Fig. 1. It shall consist of a base carrying a sliding carriage assembly to
which a cup is hinged. The cup shall be suspended in such a way that it
may be raised and dropped through a height of 10 mm with the help of a
lead screw provided at the back of the sliding carriage. For ease of opera-
tion, the handle to rotate the cam shall be provided for right-hand
operation. For rubber feet made of the same material shall be fixed to
the base. The cup shall have the dimensions as detailed in Fig. 1. The
inside of the cup shall be finished smooth. The cup shall have a brass
follower block brazed to it for being suspended from the sliding carriage
with the help of a brass pin. It shall be suspended from the top bracket
with the help of the brass pin in such a way that it falls freely without hav-
ing much play at its hinge. The sliding carriage shall have two grooves to
facilitate adjustment of fall of the CUP to 10 mm. The contract face of the
cam shall be smoothly curved. The sliding carriage shall be secured to
the top of the cam housing with two knurled head screws made of brass.
The handle shall be fixed to the cam shaft. The handle knob shall have
free rotating movement.
5“,
_.i.
96
-y SCREWS
OETAILS OF CUP
.A.11d imensions in millimetres.
FIG. 1 LIQUID LIMIT DEVICP.Is : 9259 - 1979
4. GROOVING TOOLS AND GAUGE BLOCK
4.1 The grooving tools shall be of three types, namely, Type A, Type B,
Type C ( see Fig. 2 ) .
4.2 Materials - The materials of construction of the three different
types of the grooving tools and of the gauge block shall be as given in
Table 2.
TABLE 2 MATERIALS FOR GROOVING TOOLS AND GAUGE BLOCK
SL PART MATERIAL SPECIAL CONFORMINQTO
No. REQUIREMENT
(1) (2) (3) (4) (5)
i) Grooving tool, Sheet brass Smooth finirh IS : 410-1967*
Type A
Cassrass IS : 2%-19613
ii) Grooving tool,
Type B :
a) Handle Brass rod do IS :4170-1967f
b) Tool Cast brass do IS : 292-1961t
iii) Grooving tool,
Type C :
a) Tool Sheet brags do IS : 410-19c7*
b) Handle Brass wire do IS : 441Y-19673
iv) Gauge block Cart brass do IS : 292-1961t
*Specification for rolled brass plate, sheet, strip and foil ( second m&ion ).
@pecification for brass ingots and castings ( reG.rcd ).
fSpecification for brass rods for general eogiueering purposes.
&Specification for brass wires for general engineering purposes.
4.3 Construction
4.3.1 The shapes and dimensions of the grooving tools shall be in
accordance with Fig. 2. In the case of Type B grooving tool, the handle
is of such a shape and dimensions that it serves for the gauge block.
7IS : 9259.1979
4.32 The shape and dimensions of the gauge block shall be in
accordance with Fig. 3. The gauge block shall be finished smooth.
All dimensions in millimetres.
Fm. 3 GAUGE BLOCK
5. MARKING
5.1 The liquid limit device, the grooving tools and the gauge block shall
be clearly marked with the following information:
a) Name of the manufacturer or his registered trade-mark or both,
b) Date of manufacture, and
c) Type ( where applicable ).
5.1.1 The apparatus may also be marked with the ISI Certification
Mark.
NOTE - The use of the IS1 Certification Mark is governed by the provisions of the
Indian Standards Institution ( Certification Marks ) Act and the Rules and Regulations
made thereunder. The 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. IS1 marked
products are also continuously checked by IS1 for conformity to that standard as a
further safeguard. Detailo of conditions under which a licence for the use of the IS1
Certification Mark may be anted to manufacturers or processors, may be obtained
from the Indian Standards Pn stitution.
9IS : 9259- 1979
( Cvntivwd from page 2 )
SRRX A. K. GUPT~ Saraswati Engineering Agency, Roorkee
SHRI RAKESH GOEL ( Altrrnais )
DR B. R. MALHOTRA Central Road Research Institute ( CSIR ), New Delhi
SHRI R. S. MELKOTE Central Water Commission, New Delhi
DEPUTY DIRECTOR ( CSMRS )
( Altcnratr )
DR P. NANDAKWARAN University of Roorkre, Roorkee
SHRI S. G. PRASAD Industrial Electronics Pvt Ltd, Bangalore
SHRXH . S. DAHELE ( Aftemak)
SHRI D. D. PURX Central Scientific Instruments Organisation ( CSIR) ,
Chandigarh
SHRI A. N. A~ARWAL (Alternate)
DR T. RAMAM~RTHY Indian Institute of Technology, New Delhi
Stmx RESHAM SINGH Hydraulic & Engineering Instruments Co, New Delhi
SHRI JATWDER SINOH ( Altmak ) I
DR V. SREEWVARULU Cent~oolui~ding Research Institute ( CSIR ),AMENDMENNTO . 1 JANUARY1 981
TO
IS:9259-1979 SPECl FICATION FOR LIQUID LIUIT
APPARATUS FOR SOILS
COlTiJpJX_U~
--
(Puge 8, Pig. 2A, dimuia) - Substitute
'1.6 20.1 fur '1 cO.l*.
(= 23)
Rcprograpby Unit, ISI, Icv Delhi, India
|
9172.pdf
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18 t 9172 1979
l
Indian Standard
RECOMMENDED DESIGN PRACTICE FOR
CORROSION PREVENTION OF
STEEL STRUCTURES
Corrosion Protection Sectional Committee, SMDC 29
Chairman
SHRI C. P. Da Naval Chemical & Metallurgical Laboratory,
Bombay
Members
DR S. N. PAXDEY ( Alternate to
Shri C. P. De)
SHRI A. K. BZATTACRARYYA National Test House, Calcutta
SHRI P. K. PAIN (Altcrafc )
SHRI S. BBATTACHARYYA The Alkali i? Chemical Corporation of ( India)
Ltd, Calcutta
SHRI V. R. KRISHNAN ( Alternate )
SHRI D. D. BHUPTANI Indian Tube Co Ltd, Jamshedpur
SHIU B. N. DAS Tube Products of India, Avadi
SH~I H. R. THILKAN ( Alternate )
SHRI A. D. GUPTA The Fertilizer Corporation of India Ltd, Sindri
SHRI A. N. SINDHI ( Alternate)
SHRI V. K. JAIN Oil & Natural Gas Commission, Dehradun
SHRI K. S. BHATIA ( Alternate )
JOINT DIRECTOR S T A N D A II D s Ministry of Railways
( CARRIAGE-1 )
DEPUTY DIRECTOR ( CHE~%ICALS)
( Alternate )
SHRI K. K. KHANNA National Buildings Organization, New Delhi
SHRI SHASHI KANT ( Alternate )
DR A. K. LAHIRI Engineers India Ltd, New Delhi
SHRI R. C. MISRRA Heavy Electrical8 ( India ) Ltd, Bhopal
SRRI A. K. BASU ( Altcrnatc )
SHRI K. P. MUKEERJEE National Metallurgical Laboratory (CUR ),
Tamshedour
Da IND~R SINC+H( Alternate) - *
SHBI R. N. MUKEERJEE Steel Authority of India ( Bokaro Steel Ltd ),
Bokaro Steel City
SHRI K. ANNAIAH ( Alternate )
( Continued on $aga 2 )
Q copyrign19t 79
INDIAN STANDARDS INSTITUTION
This publication is protected under the Indian Co&yri& Ad ( XIV of 1957 ) and
reproduction in whole or in part by any means except with written permission of the
publisher rhall be deemed to be an infringement of copyright under the said Act.IS:9172- 1979
( Continuedfrom page 1 )
Members Representing
SHRI R. P. Naan~ Tata Consulting Engineers, Bombay
SARI L. PU~AZHENTHY Indian Lead/Zinc Information Centre, New Delhi
Ds K. S. RAJACOPALAN Central Electra-chemical Research Institute
( CSIR ), Karaikudi
Dn N. SUBRAMAXYAN ( Ahnate )
SIIRI S. RAMAJAYAM Indian Telephone Industries Ltd, Bangalore
SHRI M. S. NANJUNDA RAO ( Alternate )
SHRI G. RAMAMURTHY Tata Engineering & Locomotive Co Ltd,
Jamshedpur
DR N. P. RAO Ministry of Defence ( R & D )
SHRI J. BANERJEE ( &&mate )
S~IRI G. H. RODRJC~S Fibreglass Pilkington, Bombay
SHRI S. G. PITRE ( Alfernalc )
Snw M. B. SATYANARAYANA Addisons Paints & Chemicals Ltd, Madras
SHRI B. N. SEN Hindustan Steel Ltd, Rourkela
SHRI P. C. PI~ADA ( Alternate )
DR R. S~va KUMAR Pyrene-Rai Metal Treatments Ltd, Bombay
SHRI M. BALAKRISHNAN ( Alternate )
SHRI Y. C. SUBRAMANYA Directorate General, Ordnance Factories, Calcuffa
Srrnr D. SEN ( Alternate)
SHRI C. R. RAMA RAO, Director General, IS1 ( Ex-ojicio Member )
Director ( Strut & Met )
SIIRI B. MUKI~ER.JI
Deputy Director ( Metals ), IS1
2ls I 9172 - 1979
Indian Standard
RECOMMENDED DESIGN PRACTICE FOR
CORROSION PREVENTION OF
STEEL STRUCTURES
0. FOREWORD
0.1 This Indian Standard was adopted by the Indian Standards Institu-
tion on 25 April 1979, after the draft finalized by the Corrosion Protection
Sectional Committee had been approved by the Structural and -Metals
Division Council.
0.2 The effect of design as a factor in the prevention of corrosion is very
important, as good design of structures help to keep the maintenance
costs low in relation to competitive materials. For the best results, the
prevention of corrosion should begin at the drawing-board stage and it is
important that designers, engineers, architects and others should constantly
have in mind the avoidance of details that may aggravate corrosion or
interfere with the effective application of protective systems and their
subsequent maintenance. Design used in this context means not only the
physical shape or form of the component or structure but also includes the
materials of construction, the service environment, and the protective
system to be used as well. This standard shall help the designers to
identify and design out potential corrosion hazards.
0.3 In the preparation of this standard, assistance has been derived from
the following publications:
SHREIR ( LL ), Ed. Corrosion, 2.1976. Newnes - Butterworths,
London.
BS 5493 : 1977 Code of practice for protective coating of iron and
steel structures against corrosion. British Standards Institution.
1. SCOPE
1.1 This standard lays down the principles governing design that shall
prevent or reduce the risks of corrosion.
3IS t 9172 1979
l
2. SERVICE ENVIRONMENT
2.1 The choice of corrosion prevention method depends largely on the
intended service environment and it should be thoroughly assessed before
making a choice of the protective systems, since the corrosive factors to be
cbnsidered shall vary according to the type of environment and the
materials used. Broadly, exposure to the conditions given in 2.1.1 to 2.1.4
may arise.
2.1.1 Exposure to External Atmospheres - The rate of corrosion depends
primarily on the type of metal or alloy, rainfall, humidity, temperature,
degree of atmospheric pollution and the angle and extent of exposure to
the prevailing wind and rain.
2.1.2 Exposure to Internal Atmospheres - Internal atmospheres in buildings
may vary; exposure in the occasionally hot, steamy atmosphere of a
kitchen or bathroom is more severe than in other rooms. Condensation
may occur in roof spaces or cavity walls.
2.1.3 Exposure to Water - Many details in building construction may
permit rain water to enter and this may be retained in crevices in metal
surfaces, or between a metallic and some other surface. Water may drip
on to metal surfaces. These conditions which involve a greater risk of
corrosion than exists where a metal is exposed to the normal action of the
weather, are more severe when the water contains corrosive agents derived
from the atmosphere or from materials with which the water comes into
contact.
2.1.3.1 For structures, submerged in water, the factors affecting the
corrosion rate are dissolved gases, salts, pH, temperature, rate of flow and
the film-forming characteristics of the water.
2.1.4 Embedment in Soil - For structures, embedded in soil, the
important factors affecting the rate of corrosion are compactness,
electrical conductivity, moisture retention, oxygen content, heterogeneity
of the soil, and presence of stray currents.
3. MATERIALS OF CONSTRUCTION
3.1 Use of Unstressed Metal - Metals, exposed to corrosive environ-
ments, should preferably be used in an unstressed condition, as stressed
steel adjacent to unstressed steel may result in the formation of a
galvanic cell.
3.1.1 Residual stresses, if present, should be in a direction to oppose
those occurring in service, especially if the conditions are likely to induce
stress-corrosion susceptibility.
4ks t 9172- i979
3.1.2 The possibilities of stress-corrosion cracking may be reduced by
use of protective coatings on the steel or by inducing compressive surface
stresses by means of shot peening, rolling or swaging.
3.2 Contact with other Materials
3.2.1 Other Metals - Electrochemical corrosion may occur at contact
surfaces between different metals. Some metals, like nickel and copper
aggravate the corrosion of steel, whereas more electronegative metals, like
aluminium and zinc, reduce it. The danger of bimetallic corrosion is most
serious for immersed structures but should also be considered when
designing atmospheric or buried structures. The possibility of bimetallic
corrosion may be prevented by one or more of the following methods:
4 Insulating the contact surfaces;
b) Making the joints water-tight and using an impermeable coating
to keep out the electrolyte;
4 Applying a metallic coating to the steel so as to reduce the
potential difference between the non-ferrous metal and it, and
4 Applying overall cathodic protection for buried or immersed
structures.
3.2.2 Di$krent Types of Steel - Contacts between mild steels and/or low
alloy steels may not affect corrosion appreciably, if they are free from
millscale. Trouble might arise, however, at contacts between these steeIs
and stainless steels.
3.3.3 Concrete - Portland cement concrete is highly alkaline and tends
to inhibit rusting, moreover, the reaction of the carbon dioxide in air with
the cement leads to effective sealing of the surface layer of dense well-
made concrete. However, corrosion of steel embedded in Portland cement
concrete may take place under certain conditions. Reference may be
made to IS : 9077-1979* for suitable preventive measures.
3.3.4 Timber - Where steel is in contact with timber under corrosive
conditions, the faces of both materials should be coated with hot tar or
with bitumen bedding compound containing asbestos or other fillers,
immediately before they are brought together. An insulating sheet of
plastic, for example, polythene, may also be used.
3.3.4.1 Large washers of neoprene or similar material should be
fitted under nuts and bolt-heads to prevent water entering the wood. The
nuts and bolt-beads should be coated in the same way as the bolts.
*Code of practice for corrosion protection of steel reinforcement in RB and RCC
construction.
5IS I 9172 - 1979
3.3.3 Other Materials - Suitable insulation should be provided where
steel touches other corrosive materials like gypsum plaster and penetration
of water should be prevented.
4. DESIGN DETAILS FOR CORROSION PREVENTION
4.0 Corrosion may be reduced by correct planning of the structural layout
and the arrangement of details, particularly of those parts most liable to
corrosive attack. Some typical examples of details that have been found
to initiate local corrosion and of alternative arrangements to avoid this,
are given in 4.1 to 43.3.
4.1 Entrapment of Moisture and Dirt
4.1.1 Corrosion Points - Corrosion is most likely where rain, condensed
moisture and dust collect. To avoid such corrosion points ( JCI Fig. 1 ) the
whole surface should be kept as smooth as possible, without sharp edges,
sharp corners, cavities or unnecessary protruberances. Welded tubular
construction is at an advantage in this respect.
4.1.2 Joints -Joints should be arranged to give clean, uninterrupted
lines. Generally, welds are preferable to bolts or rivets, butt welds to lap
welds, and continuous welds to spot welds. If lap joints have to be used,
appropriate welding or filling with mastic may be necessary.
4.1.3 Fasteners - Care is needed in the design of fasteners and the
choice of material for them. The faying surfaces of friction grip bolts need
special treatment, Spraying them with aluminium results in the highest
slip factor ( coefficient of friction ) and helps to protect the shanks of the
bolts as well.
4.2 Cavities and Crevices
4.2.1 Filling - Cavities and crevices should be avoided or, if unavoid-
able, filled in by welding or mastic ( see Fig. 2 ).
4.2.1.1 Any large cavity that may be inaccessible when the structure
is -completed should be sealed with weld metal; where required, the
sealing should be tested by internal air pressure. Another method is to fill
the cavities with concrete, vibrated into position. Small spaces may be
filled with mastic or rust inhibitive paste or steel packings coated with an
inhibitive paint.
4.2.2 Hollow Structures - If box sections, tubular steel parts and similar
hollow structures may be properly sealed, so as to pass an air pressure test,
their internal surfaces should not need protection.
6IS :91x - 1979
POwOR OESIG N GOOD DESIGN REMARKS
Shapes on the left retain moisture and
dirt, and should he avoided. Those on the
/++a right are better arrangements.
L
Dirt is more easily removed from the
sections on the right.
The lower pair are more accessible for
painting.
-DIRT
ACCUMULATES
AND MOISTURE
~~rpm~ES The welded lap ‘oint is preferable to the
rivetted or bolte d*J om* t.
FACES
Corrosion points in box sections are avoided
by grinding the welds flush to avoid
retention of water.
iCORROSlON POINT+
Inclined members. These present parti-
cular difficulties.
Retention of water is avoided by providing
drainage holes (set also Fig. 5 ).
Fra. I DESIQN DETAILS TO AVOID CORROSION
7IS I 9172 - 1979
INFERIOR PRACTICE GOOD PRACTICE
FIG. 2 CREVICES
4.2.2.1 Where hermetic sealing is impracticable, these surfaces are
subjected to alternating condensation and evaporation of moisture caused
by the ( breathing ’ of the enclosed space and the fluctuating difference
between the internal and external temperatures. In the circumstances
provision of drainage holes and painting of internal surfaces may be
necessary,
4.2.2.2 Protection may be prolonged by using desiccants to reduce
the internal humidity. Silica-gel, used at the rate of 250 g/ma of void, is
effective for 2 to 3 years inside a reasonably well-sealed structure, if the
manholes are kept closed. The desiccant should be renewed at intervals
and it should not be relied on solely if its presence is likely to be
forgotten.
4.2.3 Enclosed Steelwork - When steelwork is enclosed in brickwork,
boarding, plaster or other materials, the first essential is that the surround-
ing space should be kept dry, that is below the critical humidity for
rusting. If this is not possible, an effective protective coating may be
needed, particularly for steel surfaces in outer walls and behind dry
casings or false ceilings. In some buildings, these may be exposed to
process fumes.
8IS : 9172 - 1979
4.2.3.1 Careful design is needed to avoid corrosion of steel panelling
on the cold side of air spaces, whether filled with insulation or not. An air
space should be left between the steel and the insulation and arrange-
ments made for warm inside air to flow up through this.
4.3 Circulation of Air, Drainage and Waterproofing
4.3.1 Circulation of Air - Free circulation of air round and through the
structure should be arranged (see Fig. 3 ). This hastens the drying of
surfaces after rain or dew.
INCOMPLETE
f DRAINAGE
POINT
COMPLETE
i- DRAINAGE
WRCULATION
kCE 55
FOR PAIN TING OF AW
Storage tanks ( Schematic ) Fixed pipelines
A Continuous fillet weld
B Sufficient clearance for
cleaning and painting
Fro. 3 AIR CIRCULATION
9IS $9172 - 1979
4.3.1.1 Protective coatings break down exceptionally quickly on
sheltered surfaces, such as the eaves of buildings, where evaporation of
moisture is retarded. Design features of this type should be either avoided
or additional protection provided at the sheltered areas (see Fig. 4).
FIG. 4 EFFECT OF SHELTERING
4.3.2 Drainage - Arrangements should be made for shedding dripping
water and condensation. Where necessary, lengths of pipe should be
attached to the drain holes to carry the water clear and prevent its being
blown back on to the structure ( see Fig. 5 ).
DRIP POINT BELOW
OUTSIDE UNDER SURFACE
GIRDER H OF FLANGE
cIa
DRIP PIPE PROJECTS
BELOW UNDEf?SIDE OF
GIRDERS
NOTE- Arrangement at outside girder of a concrete bridge deck.
FIG. 5 DRAINAGE
101s : 9172 - 1979
4.3.2.1T he design of storage tanks should permit of their being
drained completely ( Fig. 3 ) or a sump should be provided from which
condensed water may be pumped. To avoid water traps, the floor should
be as smooth as possible. Welded joints should be ground flush and any
stiffeners, fitted outside the plates. Storage tanks should be raised from the
ground to allow air circulation and access for maintenance.
Extra protection should be given to the most vulnerable areas by
coating the bottom and 30 cm up the sides.
4.3.2.2 Water traps should be. avoided where steel stanchions enter
the ground or are embedded in a concrete base ( see Fig. 6 ).
6C
RUBBER/BITUMEN SEAL
PLAN ZZ
PLAN VV
6A 6B
6A Best practice, where possible
Column base plate and stalk of the column, well clear of the danger line at
ground level. Holding down bolts not exposed to corrosion.
6B Better practice
Column base below ground level.
Concrete brought well up above ground level.
Rubber/bitumen seal at steel/concrete joint.
The steelwork and concrete surfaces 150 mm above and below the column base
should be protected by a suitable coating, for example, bitumen or tar pitch.
6C Inferior practice
FIG. 6 CORROSIONP REVENTIONO F COLUMNB ASES
11IS:9172- 1999
4.3.3 Waterproojing - Many structures, particularly bridges, are of steel
and reinforced concrete. The prevention of corrosion and deterioration
depends on careful waterproofing ( see Fig. 7 ) and correct design of the
concrete details to keep the water away from the steel.
STEEL FLOOR PLATESCSHOT-BLASTED)
NEOPRENE PRIMER O.lmm BRUSH APPLIED
NEOPRENE WATER PROOFING
0.5-0.75mm TROWELLED
rPAVEMENT ASPHALT 70-80mm
FIG. 7 WATERPROOFINGO F BRIDGED ECK FOR CORROSIONP REVENTION
5. CORROSION PREVENTION METHODS
5.0 In general, corrosion prevention methods may be generally classified
into four main groups:
a) Treatment of the environment to render it non-corrosive,
b) Protective coatings,
c) Cathodic protection, and
d) Use of corrosion resistant structural steels.
5.1 Choice of Protective Schemes - The choice of the corrosion pro-
tection method should be made at a very early stage, and the following
inter-related points should be considered in arriving at a decision:
4 Importance of the structure or component,
b) Proposed life of structure or component,
Cl Shape and size of structure or component,
4 Service environment,
e) Periods required or permissible between maintenance,
f ) Accessibility for maintenance,
.d Fabrication methods, and
h) Protection during transport or storage.
12ls I 9172 - 1979
5.2 Coating Applications
The designer should ensure that
5.2.1 Ease and EBciency of Coating -
protective coatings may be applied with ease and efficiency SO as. to
achieve a continuous, uniform coating everywhere. Consequently, details,
such as back to back angles, recesses, deep corners and behind holes
should be avoided ( see Fig. 8 ).
8A Ducting
GAP TOO SMALL
8B Back to Back Angles
ORCHANNELS
AND CONTINU
BUTT WELOS
FIG. 8 DESIGNF OR COATING
.
13IS:9172-1979
5.2.2 Avoidance of Sharp Edges and Corners - Rounded contours and
corners are preferable to sharp edges and corners, which are difhcult to
coat evenly ( see Fig. 9 ). Moreover, coatings are particularly liable to
damage at edges. Tubular sections are better than I or H sections in these
respects.
HIN %NG
OATING
FIG. 9 EFFECTO F DESIGN ON PAINT APPLICATION
5.2.3 Galvanizing and Difi-fainting - Vent-holes and drain-holes should
be provided in assemblies that are to be hot-dip galvanized or dip-painted
to avoid internal pressures and air-locks during immersions, and to ensure
that molten zinc or paint is not retained in pockets on withdrawal,
5.2.4 Faying Surfaces - Coatings on faying or flexing surfaces are
particularly vulnerable to damage. For example, the failure of outdoor
pipelines is most frequently due to the abrasion of the coating through the
expansion and contraction of bearing surfaces. One possible remedy is to
provide graphite pipe slides.
5.3 Cathodic Protection - Where cathodic protection is to be applied,
the design should ensure good electrical conductivity throughout and, if
necessary insulation from neighbouring structures ( see also IS : 3068-
1976* ).
5.4 Treatment of the Environment - The environment may be treated
either, to remove the corrosive constituents from the environment or to
add inhibitor to the environment to render it non-corrosive.
6. GENERAL DESIGN FEATURES
6.1 General Structure Design - The general design of a structure may
effect the performance of a protective scheme. It is much easier to protect
tubular construction than lattice work, Tubes may be better than wires
for guys and similar supports.
6.2 Access - The design should admit easy access to all parts of the
structure and thereby make it possible to inspect and renew the protective
*Code of practice for cathodic protection.
14 .1s t 9172 - 1979
scheme without difficulty. Thus, any falsework, screens or loadings that
would impair access to the erected structure should be made readily
removable (see Fig. 10 ).
/r RUBBER/BITUMEN SEAL
(ACCESS INADEQUATE 1 (ACCESS ADEQUATE )
:Fro. 10 ACCESS FOR MAINTBNANCE
6.3 Load-Bearing Members - If the design permits, load-bearing
members should be located where the corrosive conditions are least
intense. For example, the members supporting the roof of a tank for
corrosive chemicals should be fitted to the outside.
6.4 Services - The locations of service pipes, cables and ducts attached
to the structure, passing through box girders should be agreed between all
interested parties before preparation of detail design drawing. Lack of
attention to such matters may lead to the creation of corrosion points.
These arise, for example, where pockets are formed by not keeping
conduits clear of the steelwork or where steam and other exhausts from
pipes are allowed to impinge on it. The time required for maintenance
is uneconomically prolonged if the service equipment has to be moved
before starting maintenance work.
15INDfAN STANbARbf3
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 rteel against corrosion
5555-l 970 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
8062 ( Part I)-1976 Code of practice for cathodic protection of steel structures:
Part I General principles
8062 ( Part II )-1976 Code of practice for cathodic protection of steel structures:
Part II Underground pipelines
8062 ( Part 111 )-I977 Code of practice for cathodic protection of steel structures:
Part III Ships’ hulls
8221-1976 Code of practice for corrosion prevention of metal components in packages
8629 (Parts I to III j-1977 Code of practice for protection of iron and steel structures
from atmospheric corrosion
|
11818.pdf
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IS : 11818 - 1988
UDC 624’078’3 : 620.193’29 IS0 6589 - 1983
Indian Standard
METHOD OF TEST FOR LABORATORY DETERMINATION
OF AIR PERMEABILITY OF JOINTS IN BUILDING
( IS0 Title : Joints in Building - Laboratory Method of Test
for Air Permeability of Joints )
National Foreword
This Indian Standard, which is identical with IS0 6589-1983 ‘Joints in building - Labora-
ory method of test for air permeability of joints’ issued by the International Organ~ization for
standardization ( IS0 ), was adopted by the Indian Standards Institution on the reoommendation
)f Building Construction Practices Sectional Comm~ittee and approval of the Civil Engineering
Xvision Council.
Wherever the words ‘International Standard’ appear, referring to this standard, they shall be
*cad as ‘Indian Standard’.
Zross Reference
In this Indian Standard, the following International Standards are referred to. Read in their
,espective place the following:
International Standard Corresponding Indian Standard
IS0 2444-1974 Joints in building - Vocabulary IS : 10957-1984 Glossary of terms applicable for
joints in buildings
( Identical )
.
IS0 3447 Joints in building - General check- IS : 10958 General check list of functions of
list of joint functions joints in buildings
( Identical )
Adopted 21 January 1986 0 December 1987, BIS 612
I
BUREAU OF INDIAN STANDARDS
MANAK BHAVAN, 9 BAHADUR SHAH ZAFAR MARC
NEW DELHI 110002IS: 11818.1988
IS0 6589- 1983
8 Introduction 4 Definitions
The establishment of levels of performance for joints in For the purpose of this International Standard, the definitions
buildings has to be based on tests that will simulate the con- given in IS0 2444, together with the following, apply.
straints associated with their behaviour in service. The func-
tions that a joint has to perform have been listed in IS0 3447.
4.1 differential pressure : Difference between the absolute
The method of test specified in this International Standard
air pressure on the external surface of a joint and the absolute
deals with point A.8 of subclause 3.1 of IS0 3447. The method
air pressure on the internal surface of the samejoint. The dif-
has been adapted from a standard test for the air permeability
ference is positive whenthe external pressure is higher than the
of windows. Care should be taken in relating the results of
internal pressure. In the other case, it is negative. The differen-
laboratory tests on joints to their actual performance on site.
tial pressure is expressed in pascals (Pa).
1 Scope 4.2 air permeability : Inability of a joint to resist the passage
of air when it is submitted to a differential pressure across it.
This International Standard specifies the test method to be The air permeability is characterized by a flow of air expressed
used in laboratories for assessing the air permeability of non- in cubic metres per hour per metre as a function of the differen-
opening joints in the exterior walls of buildings, whether the tial pressure.
joints have been subjected to prior ageing or not.
NOTE - This flow may be related to joint length (flow per unit of
length in cubic metres per hour per metre), or, for a junction*) between
2 Field of application two joints, to the flow at the junction (flow in cubic metres per hour).
Where the distribution of joints (length and junction) in an element is
known, the flow may also be related to the element surface area (flow
This International Standard applies to joints between com-
per unit of surface in cubic metres per hour per square metre).
ponents used in the exterior walls of buildings and fixed accord-
ing to the manufacturer’s recommendations. This International
Standard does not apply to joints within components (for
example the joint between glass fixed in a window frame and
5 Apparatus
sealed with a glazing compound), but applies to the joint be-
tween glass mounted in a fixed window frame on site.‘)
The basic test apparatus comprises the following :
Joints whose efficacy depends on the susceptibility of
materials to degradation over a period of time shall be tested 5.1 Chamber which can be sealed and pressurized with
after having been subjected to simulated ageing. an opening in one side into which a length of joint at teast 1 m
long and associated components can be fitted.
3 References
5.2 Means of providing a controlled differential pres-
sure across the joint.
IS0 2444, Joints in building - Vocabulary.
IS0 3447, Joints in building- - General check-list of joint 5.3 Device for rapid controlled changes of the differen-
functions. tial pressure operating between defined limits.
1) See. also IS0 6613, Windows and door height windows - Air permeability test.
2) Intersections of joints.
2,
lS:11818-1988
IS0 6589 - 1983
5.4 Means of measuring the flow of air into or out of the dl Joint width varying from minimum to maximum width
chamber. along length, and with adjacent components forming the
joint misaligned in the opposite direction to the plane of the
component surfaces (in the direction perpendicular to the
5.5 Means of measuring the differential pressure be-
faces of the components) within given limits.
tween the two faces of the joint, i.e. between the joint surfaces
at any part of the wall or of the partition to be tested.
Junctions between joints shall also be tested under conditions
a) to d) above. To test a junction, for example between a ver-
tical joint and a horizontal joint, first test the junction formed
6 -Preparation of the joint for testing between lengths of the two types of joint and then test
separate lengths of the two types of joint. The effect of the
The joint to be tested shall be installed between actual com- junction itself is then calculated by subtracting the air flows
ponents so as to withstand the test differential pressures through the two separate joints (correcting for length as ap-
without deflecting to an extent likely to impair the joint or affect propriate) from the air flow through the complete assembly.
its performance.
8.2 Three positive differential pressure pulses increasing
The components surrounding the joint shall be chosen to repre-
from 0 to maximum over a period greater than 1 s shall-be ap-
sent the nature of the surface likely to occur in practice. Any ir-
plied to the test chamber. Each pressure shall be maintained for
regularities on that part of the component surface in contact
at least 3 s. These pressures shall be 10 % higher than the max-
with any jointing product shall be tested for their effect on air
imum differential pressure Pmx required for the following part
permeability.
of the test (see 8.3) without however being less than 500 Pa
(see the figure).
The joint shall be instalfed so that its external surface forms a
part of the internal face of one wall of the chamber for a
positive differential pressure and vice versa for a negative dif- 8.3 The joint shall then be subjected to increasing positive
ferential pressure (see 8.3). differential pressures in stages of at least 10 s duration upto the
maximum differential pressure required for the test. This
maximum differential pressure shall be calculated from the
velocity of the wind acting on the joint in its intended location
7 Preparation for test
in use. These differential pressures shall be 50, 100, 150, 200,
300,4.Q 500, and 600 Pa and can then be increased gradually
Extraneous air leakage from the chamber, not imputable to the
in steps of 250 Pa maximum if the differential pressure required
joint, shall be measured and preferably eliminated. When the
for the test is, exceptionally, greater than 600 Pa. The differen-
extraneous air leakage is measured, it shall be determined with
tial pressures shall then be applied in the reverse order. The
the joint specimen sealed and at the differential pressures to be
figure shows the sequence of operations for a required differen-
exerted during the joint air permeability tests. (Care shall be
tial pressure Pmax less than 600 Pa, for example of 300 Pa [see
taken to ensure that the joint is well sealed over its face and at
the figure, a)1 and for a required differential pressure of -Pm,,
its ends. 1
greater than 600 Pa, for example of 700 Pa [see the figure, bll.
The metering equipment for the measurement of the air
permeability of the joint may be used for measuring the 8.4 The test shall be repeated with negative differential
extraneous air leakage or it may be necessary to provide ad- pressures by reversing the installation of the joint so that its
ditional air metering equipment. interior surface forms a part of the internal face of one wall of
the chamber.
The method adopted to measure the air leakage shall be stated
in the test report. The air temperature of the laboratory and the
test chamber shall be measured and recorded in the test report. 9 Expression of results
The air permeability at each differential pressure shall be
recorded to the nearest 0,l m3/h. The higher of the two flow
8 Test
readings for each pressure (measured once during the increas-
ing phase and then during the decreasing phase) shall be noted
8.1 Tests for the following four conditions of~installation shall in the test report, together with the accuracy to be expected
be made to determine the effects of dimensional deviations : from the measuring instruments used.
a) Nominal joint width with the external surfaces of the For each joint tested, the air permeability, expressed in cubic
adjacent components forming the joint correctly aligned. metres of air per hour, shall be recorded :
b) Minimum specified joint width with the external sur- a) per metre of length of each type of joint;
faces of the adjacent components forming the joint cor-
rectly aligned. b) for each junction location (intersection of joints).
c) Maximum specified joint width with the external sur- In addition, if the distribution of joints (length and junctions1 for
faces of the adjacent components forming the joint cor- an element is known, the flow per unit of surface of the ele-
rectly maligned. ment can be given.
3lS:l1818-1986
IS0 6589 - 1983
The air permeability shall be plotted against increasing differen- d) the method of measuring the extraneous air leakage of
tial pressure and the graphs shall be included in the test report. the test chamber and its value, in cubic metres per hour, at
each differential pressure;
If necessary, corrections shall be made for any extraneous air
leakage from the chamber (see clause 7). e) a full description of the-joint with sectional diagrams to
show its construction and specifications of any jointing
products and any junction;
f) the results obtainedduring each test in accordance with
10 Test report clause 9;
The test report shall include at least the following information : g) the name of the testing organization and the date of the
test;
a) a diagram of the test apparatus or its reference;
h) description of simulated ageing cycles, if applicable.
b) details of the installation of the test joint;
In addition, the test report shall state explicitly that the results
cl ambient air temperature of the laboratory and test are valid only for the conditions under which the test was
chamber at the time of testing; made.
Differential pressure, Pa
a) Pmaxl ess tha WO Pa
500
_______-_ __-_- __--_- _______ P max
I 1
I I
I
I
I 4
J>lO! Time, s
Differential pressure, P2
P 70 O/o
max + 700 p
_____________________--_-___--_____--_----_____
b) pma 9x re ater than 6W Pa
fi
4 1 >3 J>lOi
Time, s
Figure - Sequence of differential pressure application
4
Reprography Unit, BIS, New Delhi, India
|
1367_8.pdf
|
IS 1367( Part 8 ) :2002
ISO 2320:1997
(m~@%P7)
Indian Standard
TECHNICAL SUPPLY CONDITIONS FOR
THREADED STEEL FASTENERS
PART 8 PREVAILING TORQUE TYPE STEEL HEXAGON NUTS —
MECHANICAL AND PERFORMANCE PROPERTIES
Third Revision)
(
ICS 21.060.20
@BIS 2002
BUREAU OF INDIAN STANDARDS
MANAK BHAVAN, 9 BAHADUR SHAH ZAFAR MARG
NEW DELHI 110002
December 2002 Price Group 8Bolts, Nuts and Fasteners Accessories Sectional Committee, BP 33
—
NATIONAL FOREWORD
This Indian Standard ( Part 8 ) (Third Revision ) which is identical with ISO 2320:1997 ‘Prevailing
torque type steel hexagon nuts — Mechanical and performance properties’ issued by the
International Organization for Standardization ( ISO ) was adopted by the Bureau of Indian
Standards on the recommendation of the Bolts, Nuts and Fasteners Accessories Sectional
Committee and approval ofthe Basic and Production Engineering Division Council.
This standard was originally published in 1961 and subsequently revised in 1967 and 1992. The last
revision was inconformity with ISO 2320:1993. Consequent upon the revision of ISO 2320:1983 the
Committee decided to take up the revision of this standard aligning with ISO 2320:1997 by adoption
under dual numbering system.
The text of ISO Standard has been approved as suitable for publication as Indian Standard without
deviations. Certain terminology and conventions are, however, not identical to those used in Indian
Standards. Attention is drawn especially to the following:
a) Wherever the words ‘International Standard’ appear referring to this standard, they should be
read as ‘Indian Standard’.
b) Comma ( ,) has been used as a decimal marker while inIndian Standards, the current practice
is to use a point ( .) as the decimal marker,
Inthis adopted standard, reference appears tocertain International Standards forwhich 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
1s0 68-1 :1, IS 4218 ( Part 1 ) :2001 ISO General purpose metric Identical
screw threads: Part 1 Basic profile ( second revision )
ISO 261 :1, IS 4218 ( Part 2 ) :2001 ISO General purpose metric do
screw threads: Part 2 General plan ( second revision)
ISO 898-1:1999 IS 1367 ( Part 3 ) :2002 Technical supply conditions for do
threaded steel fasteners: Part 3 Mechanical properties
of fasteners made of carbon steel and alloy steel —
Bolts, screws and studs ( fourth revision )
ISO 898-2:1992 IS 1367 ( Part 6 ) :1994 Technical supply conditions for do
threaded steel fasteners: Part 6 Mechanical properties
and test methods for nuts with specified proof loads
( third revision)
ISO 898-6:1994 IS 13096 : 2000 Fasteners — Hexagon nuts with do
specified proof load values — Fine pitch thread —
Mechanical properties ( first revision)
1, Since published in1998.
( Continued on third cover)indian Standard IS 1367 (Part 8) :2002
TECHNICAL SUPPLY CONDITIONS FOR’S* 2320:’997
THREADED STEEL FASTENERS
PART 8 PREVAILING TORQUE TYPE STEEL HEXAGON NUTS —
MECHANICAL AND PERFORMANCE PROPERTIES
Third Revision)
(
1 scope
This International Standard specifies the mechanical and performance properties for prevailing torque type
steel hexagon nuts (including those with flange) when tested over an ambient temperature range of 10‘C to
35 ‘C. Properties will vary at higher and lower temperature.
Itapplies to prevailing torque type nuts
–with nominal thread diameters up to and including 39 mm;
– of triangular ISO thread according to ISO 68;
- with diameter/pitch combinations according to ISO 261;
- with thread tolerances 6H according to ISO 965-2;
- with specific mechanical requirements;
- with dimensions as specified in product standards provided they make reference to this International
Standard;
- within the temperature range –50 ‘C to +300 “Cfor all metal type nuts;
– within the temperature range –50 ‘C to +120 “Cfor non-metallic insert type nuts’),
It does not apply to nuts requiring special properties which may require special materials or coatings to
improve
- weldability;
–corrosion resistance;
- performance outside the above specified temperature ranges.
Prevailing torque performance decreases with increasing re-use. The nut user should consider the implications
of decreased performance prior to re-use.
NOTE — Information on torque/clamping force performance requirements and testing are given in the
annex C. These functional requirements and the accompanying test procedure are still under discussion and
cannot be specified mandatorily for the time being.
2 Normative references
The following standards contain provisions which, through reference in this text, constitute provisions of this
International Standard. At the time of publication, the editions indicated were valid. All standards are subject to
revision, and parties to agreements based on this International Standard are encouraged to investigate the
possibility of applying the most recent editions of the standards indicated below. Members of IEC and ISO
maintain registers of currently valid International Standards.
ISO 68-1: –“, ISO general purpose screw threads - Basic profile – Part 7:Metric screw threads.
ISO 261: –3),ISO general purpose metric threads - Genera/ plan.
1) By careful choice of non-metallic materials higher service temperature properties can be attained by agree-
ment between user and manufacturer.
2) To be published. (Revision of ISO 68:1973)
3) To be published. (Revision of ISO 261:1973)IS 1367 (Part 8) :2002
ISO 2320:1997
ISO 898-1:-4), Mechanical properties of fasteners made of carbon steel and alloy steel - Part 1: Bolts, screws
and studs.
ISO 898-2:1992, Mechanical properties of fasteners - Part 2: Nuts with specified proof load values - Coarse
thread.
ISO 898-6:1994, Mechanical properties of fasteners - Patt 6: Nuts with specified proof load values - Fine pitch
thread.
ISO 965-2-51, /S0 general purpose metric screw threads - Tolerances - Part 2: Limits of sizes for general
purpose bolt and nut threads - Medium quality.
ISO 4042:–0’, Fasteners - Electroplated castings.
1s0 4753:-”, Fasteners - End of parts with external metric ISO thread.
ISO 6506:1981, Metallic materials - Hardness test- Brinell test.
ISO 6507-1 :–0),Metallic materials - Vickers hardness test-Part 1:Test method.
ISO 65081986, Metallic materials- Hardness test- Rockwell test (scales A - B-C-D -E -F-G -H- K).
3 Definitions
Forthe purposes ofthis International Standard the following definitions apply.
3.1 prevailing torque type nut: Nut which is not free-running on a mating thread by virtue of a self-contained
prevailing torque feature, and which provides a degree of resistance to rotation independent of clamping or
compression forces.
3.2 prevailing torque dwelopad by a nut Torque necessary to rotate the nut on its mating, externally
threaded component and with no axial load inthe mating component.
4 Designation system
The property classes specified for prevailing torque type nuts are the same as specified in ISO 898-2 and
ISO 898-6 for hexagon nuts, namely
- nuts with nominal heights = 0,8 d (effective lengths of thread z 0,6 d) are designated by a number to
indicate the maximum appropriate property class of bolts with which they may be mated, see table 1;
– nuts with nominal heights z 0,5 dand <0,8 d(effective height of thread z 0,4 dand c 0,6 d) are designated
by a combination of two numbers: the second indicates the nominal stress under proof load on a hardened
test mandrel, while the first indicates that the Ioadability of a bolt-nut assembly is reduced in comparison
with the Ioadability on a hardened test mandrel and also in comparison with a bolt-nut assembly described
in table 1.Table 2 gives the designation system and the stresses under proof load of these nuts.
4) To be published. (Revision of ISO 898-1:1988)
5) To be published. (Revision of ISO 965-2:1980)
6) To be published. (Revision of ISO 4042:1989)
7) To be published. (Revision of ISO 4753:1983)
8) To be published. (Revision of ISO 6507-1:1982; ISO 6507-2:1983; ISO 6507-3:1989; ISO 409-1:1982;
ISO 409-21983 and lSO/DIS409-3)
2IS 1367 (Part 8):2002
ISO 2320:1997
Table 1— Designation system for nuts with nominal heights = 0,8 d .
,
Prope* Coarsethread 5 6 8 9 10 12
class ofth@nut Fine pitchthread - 6 8 10 12
9.8 10.9 12.9
Property class ofthe
G 5.8 G 6,8 G8.8 G 8.8 9.8 10.9
mating bolt orscrew
8.8 8.8
NOTE— Ingenera!, nutsofa higher property classcan replace nutsof lower properly class.However itis
not recommended that aheat-treated all-metal nut becombined with abolt oflower property class.
Table 2— Designation system and stresses under proof load for nuts
with nominal heigths * 0,5 dand c 0,8 d
1 I I I
I I I
Property class Nominal stress Aotual stress under
of nut under proof load proof load I
N/mm’ N/mm’
04 400 380
05 500 500
5 Materials and processes
5.1 Materials
Nuts shall be made of steel conforming to the chemical composition limits specified intable 3. The prevailing
torque element of insert-type nuts may be made of a material other than steel. It is recommended that users
and manufacturers consider the maximum limits for sulphur, manganese, boron and other intentionally added
elements which may result incomponent failure, when inexcessive amounts.
Table 3- Limits of chemical composition
Property class Chemical composition limit
(checkanalysis),%
Coarse Finepitch c Mn P s
thread thread max. min. mnx. min.
5“;6“ 6 0,50 0,060 0,150
8;9;04’) 8 0,58 0,25 0,060 0,150
ion; 052’ 102’ 0,58 0,30 0,048 0,058
122) 122) 0,58 0,45 0,048 0,058
1) Nuts may be manufactured from free ,cutting steel, unless otherwise agreed between the user and the
manufacturer. In such cases the following maximum sulfur, phosphorus and lead contents are per-
missible
S 0,34%, P0,11 ‘?4a0nd Pb0,35 %.
2) Alloying elements maybe added ifnecessaryto develop the mechanical properties ofthe nuts.
3IS 1367 (Part 8) :2002
ISO 2320:1997
5.2 Heat treatment
5.2.1 Nuts with coarse thread
Nuts of property classes 05, 8 (style 1, > M16), 10 and 12 shall be quenched and tempered. Case hardening is
not allowed for any property class.
5.2.2 Nuts with fine pitch thread
Nuts of property classes 05, 8 (style 1), 10 and 12 shall be quenched and tempered. Case hardening is not
allowed for any propeny class.
5.3 Thread
The thread of the prevailing torque type nuts must conform to ISO 965-2 except for the prevailing torque
element.
In the case of prevailing torque type nuts with non-metallic insert, the go gauge must be capable of being
screwed infreely by hand asfar asthe insett.
In the case of all-metal nuts the go gauge must be capable of being screwed in freely by hand for at least one
thread.
5.4 Finish
All-metal nuts shall be lubricated and nuts with non-metallic insert maybe lubricated to meet the stated perfor-
mance requirements. The lubricant shall not constitute a health hazard to the user, nor emit an unpleasant
odour during assembly and shall be suitable for automatic or robotic assembly.
Lubricant, when used, must be suitable for assembly speeds from 10to 500 r/rein.
The performance of nuts which are supplied with a protective coating and/or lubricant shall not deteriorate
when the nuts are stored indoors for a period of six months. The storage temperature shall be within the range
–5 “cto +40‘c.
NOTE — In the case where nuts are given a protective coating or cleaning following delivery to the user, the
nut manufacturer shall not be held responsible for failure of the nut to meet dimensional, mechanical or
performance properties traceable to the plating or coating.
5.5 Hydrogenembrittlement
For hydrogen embrittlement see ISO 4042.
6 Mechanical propefiies
When tested by methods described in 8.1 and 8.2, the nuts shall have the mechanical properties set out in
tables 4and 5.
Nuts shall withstand the proof load values specified in tables 6 and 7 for the applicable property class when
tested as specified in 8.1.Table 4 — Mechanical properties, coarse thread
1class
mead 05
stress stress
under Vkkers under Vickers
hardness Nut hardness Nut
‘load
IOOd
I
mm 4 HV 4 HV
N/mm’ I min. I max. 1 state I style N/mmz 1 min. I max. , state I style
I
I
I I 3531:2:
m
272 ‘bin
5“ 6
stress stress stress
under Vlckers Vkkers Vkkers under Vkkers
Nut Nut G hordness Nut
kxld load
mm 4 HV 4 HV 5 HV 4 HV
over to U/mm’ Tmin. max. Tstate Ie N/mm’ min. max. N/mm’ Ie N/mm’ --F state Ie
M4 520 m -+- T
M4 M7 560 670 655 T
*M7 M1O 590 neither -a6-- naithe4r 670 200 302 nor
610 130 302 luenchad 1 %iY- 150 302 uench 1 660 tern red 1
nor nor neither
--L quenched
M16 M39 630 146 I Bmparad 720 170 )mparad 920 233 353 and 690 160 302 uench 2
nor
tempered
i iii
T3mparad
N
o
0
UI M
I
Im
N
o
0
N
Table 4 (concluded
ltnead
stress
under Wcken under Vickera under Vickera Vkkers
hardness Nut harctness Nut proof Nut hardness Nut
load l’- load I kxut
mm 4 HV 4 I HV s, HV s, HV
Wmm’ min. max. state style U/mmz min. max. state style N/mm’ min. max. state Ie N/mm’ Tmin. max. Tstate s Ie
900 170 1040 1140 1150
neither
915 1040 quenched 1140 ~uenched 1150 quenched
quenched ~
940 302 1040 272 353 and 1 1140 %5 and 1160 272 353 and 2
nor 353 1
tempered 1050 tempered 1170 Tempered 1190 tempered
920 1060 1- 1200
NOTE — Minimum hardness ismandatorv.,onlv for heat-treated nutsand nutstoo Iarae to beDroof-load tested. Forall other nuts, minimum hardness isnot mandatorv but isl.xo~ided
forguidance only. For nutswhich are notquenched andtempered, and which satisfy tie proof ioadtest, minimum hardness shall notbecause for rejection.
1) The maximum bolt hardness of property classes 5.6 and 5.8 will be changed to be 220 HV in the next revision of ISO 686-1 as this isthe maximum bolt hardness in the thread
engagement area whereas only the thread end orthe head may have amaximum hardness of250 HV. Therefore the values ofstress under proof load are based on a maximum bolt
hardness of220 HV.Table 5 — Mechanical properties, fine pitch thread
Prope class
04 05
Nominal Stress Stress
thread under Vickers Nut under Vickers Nut
dmmeter proof hardness proof hardness
d load load
Sp HV Sp HV
mm N/mm’ min. max. 1state s Ie N/mm’ min. max. state style
neither
quenched
quenched thin
~~d<39 380 188 302 500 272 353 and thin
nor
tempered
tern ered
L
Nominal Stress Stress
thread Undel Viikers Nut under Vickers Nut under Viikers Nut
dmmefer proof hardness proof hardness hardness
d load load “ioad
Sp HV Sp HV ‘$P
mm N/mm min. max. state style N/mm’ min. max. Tstate s Ie N/mmz max. Tstate a Ie
8 <(<10 770 neither neither
3 10< (f< 16 780 166 quenched 955 250 quenched 690 + 302 juenched 2
302 1 353 and 1
16<ds 33 870 nor nor
233 295 tempered -1-1-
33<d==38 930 temperedl} t !emrmred -
Property cfass
Nominal stress stress ‘+stress ’
thread under Viikers Nut under Vkkers Nu: under Vickers Nut
d&meter proof hardness proof hardness proof
d load Iood
Sp HV HV Sp HV
SP
mm N/mm’ min. max. state style N/mm’ min. max. atate s Ie N/mm’ —min. I max. state I style
8sIfs10 1100 quenched quenched quenched I
10< (=s 16 1100 295 353 tema pn ed red 1 1055 250 353 and 2 1200 295 I 353 tema pn ed red 2
1 1 I
16<{< 39 1080 260 tempered I
NOTE— Minimum hardness ismandatory for heat-treated nuts and for nuts too Iargeto beproof-loa dteated.For all other nuts, minimum hardness is notmandato~ but is
provided for guidance only. Fornutswhich are notquenched andtempered, and which satisfy the proof-load test, minimum hardness shall notbecause for rejection.
1) Forthread diameters above 16mm, nuts may bequenched andtempered atthediscretion ofthemanufatiurer. w o
0
w
1’. ...
IS 1367 (Part 8) :2002
ISO 2320:1997
Table 6— Proof load values - Coarse thread .—
(see also ISO898-2)
Propertyclass
Nominal
Pitch atraaa
ofthe araaof
thrsed the 04 I 05 1 5 I 6 I 8 I 9 I 10 I 12
mandrel Proofload(& xS0)
As &
mm mmz thin m thin I style 1 I* Ie1 I style 1 style 2 style 1 S!Y!a
M3 0,5 5,03 1910 25001 26001 3000 I 4000 4500 5200 5700
M4 0,7 8,78 3340 7900 9150 10000 10100
= 0,8 14,2 5400 13000 14800 16200 16300
M6 1 20,1 7640 18400 20900 22900 23100
M7 1 28,9 11OOO 26400 30100 32900 33200
MS 1,25 36,6 13900 34400 38100 41700 42500
M1O 1,5 58,0 22000 54500 60300 66100 67300
M12 1,75 84,3 32000 42200 I 514001 59000 I 74200 80100 86500 98600 100300
M14 2 115 43700 575001 702001 80500 !101200 109300 120600 134600 136900
M16 2 157 59700 765001 958001 1099OOI 138200 149200 164900 183700 166800
M18 2,5 192 73000 170900 176000 203500 — 230400
M20 2,5 245 93100 218100 225400 259700 294000
M22 2,5 303 115100 269700 278800 321200 363600
M24 3 353 134100 314200 324600 374200 423600
M27 3 459 174400 408500 422300 486500 550800
M30 3,5 561 213200 498300 516100 594700 673200
M33 3,5 694 263700 617700 638500 735600 — 832800
M36 4 617 310500 727100 751600 866000 980400
M39 4 976 370900 688600 897900 1035000 1171000
Table 7— Proof load values - Fine pitch thread
(see also ISO 898-6)
Property class
Nominal
Thread
areaof
dxPl) tha 04 I 05 I 6 I 8 I 10 I 12
mandrel Proofload(,4,xSP)
As N
mmz thin thin style 1 style 1 style 2 style 1 style 2 style 2
M8 xl 39,2 14800 19600 30200 37400 34900 43100 41300 47000
M1OX1 64,5 24500 32200 49600 61600 57400 71000 68000 77400
M1OX1,25 61,2 23300 30600 47100 58400 54500 67300 64600 73400
M12x1,25 92,1 35000 46000 71800 86000 82000 102200 97200 110500
M12x1,5 66,1 33500 44000 66700 84100 78400 97800 92900 105700
M14x1,5 125 47500 62500 97500 119400 111200 138700 131900 150000
M16X1,5 167 63500 83500 130300 159500 148600 185400 176200 200400
M16x1,5 215 61700 107500 187000 221500 - 232200 -
M18X2 204 77500 102000 177500 210100 - 220300 -
M20)&l,5 272 103400 136000 236600 280200 - 293800 -
258 98000 129000 224500 265700 - 278600 -
-R%- 333 126500 166500 289700 343000 - 359700 -
M22x2 318 120800 159000 276700 327500 - 343400 -
M24x2 384 145900 192000 334100 395500 - 414700 –
M27x2 496 168500 248000 431500 510900 - 535700 -
M30x2 621 236000 310500 540300 639600 - 670600 -
M33x2 761 269200 380500 662100 783800 - 821900 -
M36x3 865 328700 432500 804400 942800 - 934200 -
M39x3 1030 391400 515000 957900 1123000 - 1112000 -
Pisthe pitch ofthreadTable 8 — Clamping forces and prevailing torques for hexagon nuts and hexagon nuts
wilh flange with coarse thread
~ force,kN Prevaffingtorque,Nm
ProPs1’tyCbS!#S 04,5,6, ProperfyClcrsses05,
8ond9 lound 12
TfueOd
M PrOpertyclass Firat First Pifth Firat First Fifth
assembly” removal removal assambly” removal removal,
04 05 5 6 8 9 10 12
max. min. min. max. min. min.
M3 1,4 ?,9 1.4 1,7 2,2 2,5 3,1 3,7 0,43 0,12 0,08 0,6 0,15 0,1
M4 2,5 3,3 2,5 2,9 3,8 4,3 5,5 6,4 0,9 0,18 0,12 1,2 0,22 0,15
M5 4 5,2 4 4,7 6,2 6,9 6,9 10,4 1.6 0,29 0,2 2,1 0,35 0,24
M6 5,7 7,4 5,7 6,6 8,7 9,8 12,5 14,6 3 0,45 0,3 4 0,55 0,4
M7 8,2 10,7 8,3 9,5 12,6 14,1 18,0 21,0 4,5 0,65 0,45 6 0,85 0,6
M6 10,3 13,5 10,4 12,1 15,9 17,8 22,8 26,6 6 0,85 0,6 8 ?,15 0.8
M1O 16,4 21,5 16,5 19,1 25,3 28,3 36,1 42,4 10,5 1,5 1 14 2 1,4
M12 23,8 31,2 24 27,8 36,7 41,1 52,5 61,4 15,5 2,3 1,6 21 3,1 2,1
M14 32,5 42,5 32,8 38 50 56,1 71,6 84 24 3,3 2,3 31 4,4 3
M16 44,4 58 45 51,8 66,2 76,5 97,5 114 32 4,!$ 3 42 6 4,2
M18 56,1 73 55 63,4 86,2 - 119 140 42 6 4,2 56 8 5,5
M20 71,7 94 70 81 110 - 152 178 54 7,5 5,3 72 10,5 7
M22 88,7 116 88 100 136 - 789 220 88 9,5 6,5 90 13 9
M24 103 135 101 1?6 259 - 220 256 80 11,5 8 108 15 10,5
M27 134 175 107 152 206 - 286 334 94 13,5 10 123 17 12
M30 164 275 131 185 253 - 350 406 108 16 12 140 19 14
M33 203 265 161 228 3?2 - 432 505 122 78 14 160 21,5 15,5
M36 234 306 180 289 368 - 509 594 136 21 16 180 24 17,5
M39 285 373 227 322 440 - 608 710 160 23 18 200 26,5 19,5
NOTES
1 Theclampingforcesforpropartyclass5nutsareequalto75Y.oftheproofIoadaofpropertyclass5.8boftafornominaldiameters4=3mmto24mminclusive,and75%oftheproof
loadsofpropartyclass4.8boltsfornominaldiameters&24 mm.Theclampingforcesforpropattyclass6,8,9, 10and12nutsareequalto75%oftheproofloadsofpropertyclass6.8,
8.8,9.8, 10.9and12.9bolts,respectively.ProofloadsofboltsaregiveninISO888-1.
2 Theevalutionofresultsfromtheprevailingtorquetestbystatisticalprocesscontrol(SPC)methodshasnostatisticalrelevance.
1)Theprevailingtorquesforthefirstassemblyapplyforall-metalnutsonly.Fornutswithnon-metallicinsertthemaximumtorquesforthefirstassemblyshallbe60?’.ofthesevalues.
i) 3
I 1Table 9— Clamping forces and prevailing torques for hexagon nuts and hexagon nuts with flange with fine pHch thread
Clamping force, kN Prevailing xque, N.m
Properly class Property classes 04,6 and 8 Property classes 05,
Thread !3
o
dxP First First Fifth
N
assembly’) removal removal
04 05 6 8 10 12 *
max. min. min. max. min. min.
M8 xl 11,1 14,5 12,9 17 24,4 28,5 6 0,85 0,6 8 1,15 0,8
I
M1OX1 I 18,2 I 23,8 ] 21,3 I 28,1 I 40,1 I 47 10,5 I 1,5 I 1 14 2 1,4
M1OXI,25 17,3 22,6 20,2 26,6 38,1 44,6 10;5 1,5 1 14 2 1,4
M12x1,25 26 34,1 30,4 41 57,3 67 15,5 2,3 1,6 21 3,1 2,1
Mlfil,5 24,9 32,6 29,1 38,3 54,8 64 15,5 2,3 1,6 31 3,1 2,1
Ml&l,5 35,3 46,2 41,3 54,4 78 91 24 3,3 2,3 31 4,4 3
M16x1,5 47,2 61,8 55,1 72,7 104 121 32 4,5 3 42 6 4,2
M18x1,5 ] 63,4 I 82,9 I 71,3 I 97,5 I 134 I 157 I 42 ] 6 ] 4,2 56 8 5,5
M18)Q 59,7 78 67,6 92,3 127 149 42 6 4,2 56 8 5,5
M20x1 ,5 79,5 104 90 122 169 198 54 7,5 5,3 72 10,5 7
M20x2 75,5 98,7 85,4 116 161 187 54 7,5 5,3 72 10,5 7
M22x1 ,5 97,5 127 110 150 207 242 68 9,5 6,5 90 13 9
1 I
M22x2 93 122 105 143 198 231 68 9,5 6,5 90 13 9
M24x2 112 147 127 173 239 279 80 11,5 8 106 I 15 I 10,5
M27x2 145 190 164 224 309 361 94 13,5 10 123 17 12
M20x2 182 238 205 280 386 451 108 16 12 140 19 14
M33x2 223 291 251 343 474 554 122 18 14 I 160 21,5 15,5
M36x3 253 331 286 389 539 629 136 21 16 180 24 17,5
M39x3 301 394 340 464 641 749 150 23 18 200 26,5 19,5
NOTE — see notes to table 8.
1) The prevailing torques for the first assembly apply for all-metal nuts only. For nuts with non-metallic insert the maximum torques for the first
assembly shall be 50 ‘Yoofthese values.
I {IS 1367 (Part 8) :2002
ISO 2320:1997
7 Performance requirements
7.1 Prevailing torque
The prevailing torque developed by nuts (see 3.2) during their first assembly, or any subsequent assembly or removal, shall
n“otexceed the meximum first assembly torque specified for the applicable property class in tables 8 and 9 when tested as
specified in8.3. In addition, the prevailing torques developed by nuts during their first and fifth removals shall be not less than
the removal torques specified intables 8and 9when teated asspacified in8.3.
7.2 Torque/ciamping force
By agreement between customer and supplier the torque/clamping force values as given in annex C may
apply.
7.3 Tempering resistance of prevailing torque type nuts with non-metallic insert
By agreement between customer and supplier atempering resistance teat for prevailing torque type nuts with
non-metallic insert as given in annex Bmay be carried out.
8 Test methods
8.1 Proofloadtest
The nut to be tested shall be assembled on atest bolt (8.1.1) or on a hardened mandrel (8.1.2). The maximum
prevailing torque to assemble the nut through 360” rotation shall be recorded after the first full thread, has
passed through the prevailing torque feature and assembly continues until three full threads protrude through
the nut. For referee test purposes, a hardened mandrel shall be used for non-metallic insert nuts and a test
bolt shall be used for all-metal nuts. The maximum prevailing torque occurring during the assembly of the nut
on the test bolt or mandrel shall be recorded after the first full form thread has passed through the prevailing
torque feature.
A load equal to the specified proof load for the nut, as given intables 6 and 7, shall be applied through the test
bolt or mandrel against the nut bearing surface in an axial direction and shall be held for 15s. The nut shall
resist this load without thread stripping or rupture. The proof load test isdecisive.
The maximum prevailing torque occurring during disassembly of the nut after a half-turn to full
disengagement measured with the nut in motion shall not exceed the recorded maximum prevailing torque
during assembly.
8.1.1 Test bolt for proof load test
The bolt used for proof load testing nuts shall be as specified in 8.3.4 but shall have a proof load in excess of
the proof load of the nut to be tested.
8.1.2 Hardened mandrel for proof load test
The mandrel used shall be threaded to tolerance class 5h6g, except that the tolerance of the major diameter
shall be inthe last quarter ofthe 6g range on the minimum material side.
The hardness for the test mandrel shall be 45 HRC minimum.
8.2 Hardness test
For routine inspection, hardness tests may be carried out on the bearing surface of the nut and the hardness
shall be taken as the mean of three values spaced 120° apart. In case of dispute, the hardness tests shall be
carried out on a longitudinal section through the nut axis and with impressions placed asclose as possible to
the nominal major diameter of the nut thread.
11IS 1367 (Part 8):2002
ISO 2320:1997
.—
The Vickers hardness testis the reference test and where practicable a load of HV30 shall be applied.
If Brinell and Rockwell hardness tests are applied, the conversion tables in accordance with the appropriate ISO
documents shall be used.
The Vickers hardness test shall be carried out in accordance with the provisions of ISO 6507-1.
The Brinell hardness test shall be carried out in accordance with the provisions of ISO 6506.
The Rockwell hardnesstest shall becarried out inaccordance with the provisions of ISO6508.
8.3 Prevailing torque test
NOTE — A recommended test fixture isdescribed in annex A.
8.3.1 Test programms
The prevailing torque test shall be conduoted at room temperature using a clamping force measuring device
(8.3.3)1
A test bolt (8.3.4) shall be inserted in the clamping force measuring device, a test washer (8.3.5] placed on the”
bolt and the sample nut then assembled on the bolt. Nut tightening may be either manually with a torque
wrench or with an equivalent torque-measuring device (8.3.2]. The nut shall be advanced on the bolt until a
minimum of two full bolt threads protrude through the nut. The maximum torque occurring while the nut is
behg advanced through the next 360° of nut rotation shall be measured. For the nut to be acceptable, this
torque shall not exceed the first installation prevailing torque value as specified for the applicable nut in tables
8 and 9.
Tightening shall be continued until the nut is seated against the test washer. The length of the test bolt shall
be such that seating of the nut occurs when a length equivalent to four to seven thread pitches of the test bolt
protrudes through the top of the nut, measured from the end of the bolt. The nut shall then be tightened until a
clamping force, as specified in tables 8 and 9, is achieved, The test washer shall be prevented from turning
during nut tightening.
The nut shall then be slackened by the application of reverse torque until the clamping force in the bolt has
been reduced to zero. The maximum torque occurring while the nut is being slackened through the next 360°
of rotation shall be measured. For the nut to be acceptable, this torque shall be not less than the first removal
prevailing torque value specified for the applicable nut intables 8 and 9.
After the first removal prevailing torque has been measured, the nut shall be slackened until the prevaling
torque element isdisengaged from the bolt thread.
The nut shall then be reassembled and removed four more times. On each assembly, the nut shall be
advanced sufficient y to allow a length equivalent to four to seven thread pitches to protrude through the nut.
On each removal, the prevailing torque element shall be disengaged from the bolt thread. This poftion of the
test does not need to be carried out inthe force measuring device.
During the fifth removal, the maximum torque occurring while the nut is being slackened through the first
360° of rotation shall be measured. For the nut to be acceptable, this torque shall be not less than the fifth
removal prevailing torque value as specified in tablas 8 and 9. In addition, at no time during these four
additional assemblies and removals shall the torque exceed the maximum first assembly prevailing torque
value as specified intables 8 and 9.
To avoid overheating ofthe test assembly, sufficient time shall elapse between the torque application cycles.
The speed of revolution during assembly and removal of the nut shall not exceed 25 r/rein, and shall be con-
tinuous and uniform.
12IS 1367 (Part 8):2002
1s0 2320:1997
8.3.2 Torque measuring device
The torque measuring device (torque wrench or power device) shall be accurate to * 2 ‘%. of the torque
specified for the nut to be tested. The measuring device shall be chosen so that all readings fall within the
upper half of itstorque range.
8.3.3 Clamping force measuring device
The clamDin!a force measuring device used in the prevailing torque test shall be an instrument capable of
measuring tie actual clamping force induced in the test b;lts as the nut is tightened. the device shall be
accurate to A5 YO of the test clamping force being used. The bolt clearance hole inthe backing plate shall have
the same diameter and tolerance as the test washer.
8.3.4 Test bolt fortorque testing
The bolt thread shall be in accordance with ISO 965-2. Thrpads on all bolts of 24 mm diameter and smaller
shall be produced by rolling. Bolt length shall be such that four to seven thread pitches as measured from the
end ofthe bolt will protrude through the nut when the nut isseated against the test washer. The thread length
shall be such that a minimum of two full threads are within the grip after the nut is seated. The bolt shall have
a chamfered end according to ISO 4753. The thread surface shall be free of burrs or other non-conformities
that might affect accurate determination ofthe performance of the nut.
The bolt shall have an ultimate strength related to the specified propeRy class of the nut to be tested and the
properties shall be in accordance with ISO 898-1.
For the testing of thin nuts the test bolts as specified intable 10 shall be used.
Table 10— Test bolts for testing thin nuts
Propetty class of nut
Property class oftest bolt
I to betested
04 8.8 I
I
05 10.9
A new bolt shall be used for testing each nut.
Zinc plated nuts shall betested with non-lubricated zinc plated bolts. All other nuts shall be tested with a zinc
phosphate and oiled bolt unless otherwise specified by agreement between user and manufacturer.
8.3.5 Test washer
Test washers shall be made from carbon steel quenched and tempered to a surface hardness of 500 HV30 to
600 HV30 and a core hardness of 450 HV30 to 49o HV30 and shall be unplated.
13.—
IS 1367 (Part 8) :2002
ISO 2320:1997
The dimensions shall be as specified intable 11.
Table 11— Dimensions of test washers
Dimensions in millimeters
Nominal Clearance hole Outside Thickness
thread diameter diameter
of test bolt
max. min. min. min.
3 3,3 3,2 6,7 0,45
4 4,4 4,3 8,9 0,7
5 5,4 5,3 12,4 0,9
6 6,6 6,4 15,6 1,4
7 7,6 7,4 17,7 1,4
8 8,6 8,4 19,8 1,4
10 10,7 10,5 24,5 1,8
12 13,2 13,0 29,3 2,3
14 15,2 15,0 33,6 2,3
16 17,2 17,0 38,5 2,7
18 19,2 19,0 42,4 2,7
20 21,2 21,0 47,3 2,7
22 23,2 23,0 52 2,7
24 25,2 25,0 56 3,7
27 28,3 28,0 62 3,7
30 31,3 31,0 70 3,7
33 34,6 34,0 76 4,4
36 37,6 37,0 82 4,4
39 40,6 40,0 88 5,4
The faces shall be flat and parallel within a tolerance of 4 of the specified minimum thickness. The surface
Y.
roughness Ra of bothfaces shall not exceed 0,2 ~m to 0,4~m. Test washers shall be designed suchthat when
assembled in the test equipment, rotation of the washer is prevented during tightening of the nut. Any device
used to prevent rotating shall not intrude into a diameter equal to the maximum width across corners of the
nuts to be tested. Alternatively, square washers or multi-holed plates with a minimum width equal to the
minimum outside diameter as given in table 11 may be used provided that they conform to the requirements
for hardness, hole dimensions and surface condition.
9 Marking
Nuts of nominal diameter 5 mm and larger shall be marked legibly to identify property class and manu-
facturer. Property class identification symbols shall conform to ISO 898-2 and ISO 898-6 respectively.
Manufacturer’s identification symbols shall beat the manufacturer’s discretion.
Marking may be raised or idented at the manufacturer’s discretion. However, raised markings shall not project
beyond the specified maximum width or height of the nut. Indented marking may be Ioacted on any surface,
but perferably not on the nut bearing surface; raised marking shall not be on the nut bearing surface.
14.-
1S 1367 (Part 8) :2002
ISO 2320:1997
Annex A
(normative)
Recommended testing technique using manual torque wrenches to determine torque
performance characteristics of prevailing torque type steel hexagon nuts
A.1 Application
This annex describes a recommended testfixture for measuring the torque and performance characteristics of
prevailing torque type nuts, employing a manual torque wrench or other slow speed drive technique. It is
intended primarily for product quality assessment and reference testing.
A.2 Apparatus
A.2.1 Hand torque wrenches of a size suitable for the range of test values anticipated. A mechanical drive
unit of max 25 rein-l driving speed and having a means of measuring torque isoptional.
A.2.2 Clamping force measuring device to hold the test bolt, nut and test washer, and to measure the
clamping force produced by tightening the nut. A strain gauge load cell is preferred, but a hydraulic cell is
acceptable. A suitable fixture isshown in figure Al.
A.3 Test procedure
The test method to determine prevailing torque performance is specified in 8.3. For torque/clamping force
requirements, see annex C.
I 1mi-ni.2P”I)
Key
1 Nut under test
2 Test washerz’
3 Test device
4 Test bolt
1) Pisthe pitch ofthread.
2) The washer shall be prevented from rotating.
Figure A.1 — Clamping force measuring device
15IS 1367 (Part 8) :2002
ISO 2320:1997
..
Annex B
(normative)
Tempering resistance testforprevailingtorquetypenutswithnon-metallicinsert
The specifications given inthisannex maybe agreed between customer and supplier ifsuitable.
At room temperature (20 ‘C + 5 ‘C) the nut shall be assembled on to a test bolt until 4 to 7 full threads
protrude through the top of the nut but no clamping force is induced.
The assembly shall be placed in a chamber at 120 “C* 2 “C; after one hour, it shall be removed from the
chamber to recover naturally to room temperature.
The assembly shall then be placed in achamber at-50 “C~2‘C; after one hour, itshall be removed from the
chamber to cool naturally to room temperature.
With the assembly at room temperature, the prevailing torque test according to the test programme given in
8.3.1 shall be carried out, disregarding first on-torque and clamping force. The prevailing torques measured at
the first and the fifth removals shall not be lower than the relevant values specified intables 8 and 9.
Upon agreement between customer and supplier, the temperature range may be modified to suit application”
requirements.
16. -
IS 1367 (Part 8) :2002
ISO 2320: 1997
Annex C
(informative)
Torque/clampingforcerequirementsandtesting
The specifications given inthis annex maybe agreed between customer and supplier ifsuitable.
C.1 Definition
C.1.l torqua/clamping force: Tightening torque required to generate the specified clamping force in the test
bolt.
C.2 Torque/clamping force requirements
Requirements for the clamping force as a function ofthe applied torque are given in tables C.1 to C.4.
C.3 Testing of torque/clamping force values
The torque/clamping force test shall be conducted in connection with the test programme specified in 8.3.1.
Thus, when tightening the nut, until the clamping force specified in tables C.1 to C.4 and appropriate to the
property class of the nut is achieved, the applied torque shall be measured and shall be within the values
specified intables C.1 to C.4.
NOTE — A test fixture isdescribed in annex A.ti%l
Table C.1 — Clamping forces and applied torques forhexagon nutswith coarse thread o-
.. ~
I Clampingforca,kN Applied torque, Nm m
g0J2
ThreadI Property class Property class 4 ..
(d) N
04 I 05 15 6 8 10 12 ~
fv
04 05 5161819 T 10 12 min. max. min. max. min max. min. max. min. / max min min. max. min. max.
+Mt-3 1,4 1,5 M1,4 1,7 2,2 2,5 3,1 3,’ 0,7 1,1 o,! 1,3 0, 1,’ 0,8 1,: 1,1 1, 1, 1,’ 1,5 2,: 1,8 2,7
M4 2,5 3,: 2,5 2,9 3,8 4,3 5,5 6,, 1,6 2,4 2, 3,1 1, 2,, 1,9 2,” 2,5 3, 2,: 4, 3,7 5,: 4,2 6,2
4 4,7 6,2 6,9 8,9 10,I 3,2 4,8 4,: 6,3 3, 4,[ 3,8 5,( 5,0 7, 5,( 8,: 7,2 10,( 8,4 12,4
=-t+-+ 5,7 6,6 8,7 9,8 12,5 14,[ 5,4 8,7 7,’ 10,7 5, 8,‘ 6,4 9,! 8,4 12, 9,! 14,1 12,1 17,[ 14,1 20,8
wM7 I 8,2 I 10,; 8,3 9,5 12,6 14,1 18 21 9,2 13,7 72,( 17,9 9, 13,E 10,7 16,C 14,2 16, 15,( 23,{ 20,2 30,: 23,6 35,2
10,4 12,1 15,9 17,8 22,8 26,( 13,2 19,8 17,: 26,0 13, 20,( 15,5 23,“ 20 30 23 34 29 43 34 50
—
16,5 19,1 25,3 28,3 36,1 42,A 26,3 39,5 34 52 26, 39,( 30,6 45,s 41 60 46 66 59 85 69 100
w
wM12 I 23,81 31,2 24 I 27,8] 36,7 I 41,1 52,5 61,4 45,8 66,7 60 90 46 69 53 80 71 105 80 118 102 150 119 175
71,6 84 73,8 +109,0 95 143 73 110 85 127 112 168 127 187 161 240 189 282
m97,5 114 113 170 146 223 115 173 133 189 175 260 198 292 250 371 293 434
M18 I 56,1I 73 119 140 161 242 211 317 158 238 183 273 255 372 353 513 475 603
70 81 110 - 152 178 229 344 300 450 224 336 260 389 355 520 491 718 574 840
86 100 136 - 189 220 312 468 408 613 303 454 351 527 500 705 — 675 989 787 1161
M24 I 103 I135 101 116 159 - 220 256 397 595 519 778 368 582 447 670 620 928 — 857 1283 997 1493
77 152 206 - 286 334 579 869 757 136 333 500 655 982 900 1330 1249 1845 459 2155
* w 95 185 253 – 350 408 789 183 1031 547 456 664 L868 1334 -230 L1810 J1701 25-03 982 2918
M33 203 265 432 505 071 606 1400 100 597 895 206 1812 665 2460 ?305 3457 695 3982
M36 I 234 I306 509 594 348 022 1763 644 795 192 551 2326 140 3160 .. ?961 4368 455 5092
M39 285 373 ;08 710 783 +674 2337 497 1029 544 008 3012 775 4095 1936 5657 480 6606
i i
NOTES
1 The applied torque figures are forthe assessment oftest results and may rrotnecessarily besuitable for actual assembly conditions.
2 The evalution ofresults from the torque/clamping force test bystatistical process control (SPC) methods hasnostatistical relevance.
1Table C.2 — Clamping forces and applied torques for hexagon nuts with fine pitch thread
1 I Clampingforce,kN I Ap.p.lied torque, Nm
I Thread I Propettyclass Propertyclass
(dXP)
04 05 6 8 10 12
04 05 6 8 10 12 min. max. min. msx. min. msx. min. max. min. max. min. msx
M6 xl 11,1 14,5 12,9 17 24,4 28,5 14,2 21,3 18,5 27,8 16,5 24,5 22 33 31 47 37 55
M1OX1 18,2 23,8 21,3 28,1 40,1 47 29,2 43,8 38,2 57,2 34 51 45 67 64 96 75 113
M1OX1,25 17,3 22,6 20,2 26,6 38,1 44,6 27,7 41,5 36,2 54,3 33 46 43 64 61 91 71 ‘107
M12x1,25 26 34,1 30,4 41 57,3 67 50 75 65 98 59 87 79 116 110 165 129 193
Ml&l,5 24,9 32,6 29,1 38,3 54,8 64 46 72 63 94 56 83 74 110 105 158 123 185
M14x1,5 35,3 46,2 41,4 54,4 78 91 79 119 104 155 92 138 122 183 175 262 203 305
M16x1,5 47,2 61,8 55,1 72,7 104 121 121 181 158 237 141 211 186 279 267 401 311 467
M16xI,5 63,4 82,9 77,3 97,5 134 157 183 274 238 356 205 308 280 421 387 580 454 660
Ml&Q 59,7 78,0 67,6 92,3 127 149 172 258 225 337 195 292 266 398 367 550 430 646
M2uxl ,5 79,5 103,9 80 122 169 198 254 381 333 488 266 432 390 586 542 814 634 950
75,5 98,7 85,4 116 161 187 242 362 316 474 273 410 371 557 515 772 600 900
M22xl ,5 92,5 122,7 110 150 207 242 343 515 449 673 385 578 528 792 729 1093 853 1279
M22%2 93 122 105 143 198 231 327 491 428 642 366 552 503 755 697 1095 815 1222
M24X2 112 147 127 173 239 279 431 646 563 845 467 730 664 886 918 1376 1071 1607
M27X2 145 180 164 224 309 361 828 941 821 1231 706 1059 968 1452 1335 2003 1559 2338
182 236 205 280 386 451 873 1308 1141 1712 983 1474 1344 2016 1853 2779 2167 3251
M33x2 223 291 251 343 -474 554 1176 1765 1536 2307 1327 1592 1811 2716 2502 3754 2922 4384
M36x3 253 331 286 388 538 629 1457 2166 1805 2859 1646 2469 2241 3361 3104 4656 3625 5437
M39X3 301 384 340 464 641 749 1660 2820 2456 3666 2120 3160 2895 4343 4000 6000 4675 7013
NOTE — see notestotable Cl.
,
I
ITable C.3 — Clamping forces and applied torques forhexagon nutswith flange and coarse thread
Clamping force, kN Applied torque, Nm
Thread Proparty class Property class
(4
z
56 8 9 min. msx. min. max. min. msx. min. msx. max. mex
kM5 4 4,7 6,2 6,9 8,9 10,4 3,6 5,1 4,2 6,0 5,6 7,9 6,2 8,8 * 11,4 * 13,3
M6 5,7 6,6 8,7 9,8 12,5 14,6 6,2 -t 8,9 7,2 t 10,3 9,5 t 13,6 10,7 15,3 13,7 19,5 16,0 22,8
M7 8,3 9,5 12,6 14,1 l18 =21 10,1 +%-l-+16%,6 15,4 22,0 17,2 24,7 22.0 31,5 25,6 36,7
-m-l-mF
M8 10,4 12,1 15,9 17,8 22,8 26,6 14,9 24,7 22,7 32,5 25,5 36,4 z 38 54,4
M1O 16,5 19,1 25,3 28,3 36,1 42,4 29,3 42,0 33,9 +48,6 44,9 64,4 50,3 72,0 64,1 I 91,8 75,3 108,0
M12 24 27,8 36,7 41,1 52,5 61,4 51,5 73,9 59,6 -!wLz!z 127,0 113 162 132 189
M14 32,8 38 50 56,1 71,6 84 81,6 117,0 94,6 136,0 124 179 140 200 178 256 209 300
M16 45 51,8 66,2 76,5 97,5 114 127 183 146 211 192 277 216 311 275 396 321 463
M20 +70 81 110 152 178 246 -3-5t-5 285 411 387 534 771 626 903
Table C.4 — Clamping forces and applied torques for hexagon nuts with flange and ftne pitch thread
.- ..
I I Clam~inq force, kN I Appliedtorque, N.m
I t
Thread Property class Properly class
(dX P)
8 10 12
+d-+-F%
6 8 msx. min. mex. min. max. min. msx.
M8 xl 12,9 17 26,1 23,8 I 34,4 34,2 I 49,3 39,9 I 57,6
M1OX1 21,3 28,1 ii-l-+% 53;2 I 48,3 ] 70,2 I 68,9 I 100,0 I 80,8 ] 117:0
M1OX1,25 20,2 26,6 50,9 46,5 67,0 66,6 96,0 77,9 112,0
M12x1,25 30,4 41 92,2 85,6 124,0 120 174 140 203
Ml&l,5 29,1 38,3 88,9 81,1 117,0 116 167 136 196
M14x1,5 41,4 54,4 78 91 101 146” 132 192 190 275 221 321
M16x1,5 55,1 72,7 104 121 152 222 201 292 287 418 334 486
198
M20x1 ,5 90 122 169 I 306 448 415 607 575 842 673 986
I
M20x2 85,4 116 161 187 295 429 401 583 557 809 647 940
I
I.._
( Continued from second cover)
International Corresponding Indian Standard Degree of
Standard Equivalence
ISO 965-2: I) IS 14962 ( Part 2 ) :2001 ISO General purpose metric Identical
screw threads — Tolerances: Part 2 Limits of sizes for
general purposes external and internal screw threads —
Medium quality
ISO 4042: ‘) IS 1367 ( Part 11 ) :2002 Technical supply conditions for do
threaded steel fasteners: Part 11 Electroplated coatings
( third revision)
1s0 4753:2, IS 1368:2002 Fasteners — Ends of parts with external do
ISO metric thread ( fourth revision)
ISO 6506:1981 IS 1500 : 1993 Method for Brinell hardness test for Technically
metell ic meterials ( second revision ) equivalent
ISO 6507:3, IS 1501 ( Part 1 ) :1984 Method for Vickers hardness do
test for metallic materials: Part 1 HV 5 to HV 100
( second revision)
ISO 6508:1986 IS 1586:2000 Method for Rockwell hardness test for do
metallic materials ( Scale A-B-C-E-F-G-H-K 15N, 30N,
45N, 15T, 30T and 45T) ( third revision)
In reporting the results of a test or analysis made in accordance with this standard, ifthe final value,
observed or calculated, isto be rounded off, itshall be done inaccordance with IS 2:1960 ‘Rules for
rounding off numerical values ( revised)’.
1)since published in1998.
2, Since published in 1999,
3, Since published in 1997,,—..-
Bureau of Indian Standards
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harmonious development of the activities of standardization, marking and quality certification of goods and
attending to connected matters in the country.
Copyright
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standard, of necessary details, such as symbols and sizes, type or grade designations. Enquiries relating to
copyright be addressed to the Director (Publications), BIS. .
Review of Indian Standards
Amendments are issued to standards astheneed arises onthe basis ofcomments. Standards are also reviewed
i
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 oredition byreferring to the latest issue
of ‘BIS Catalogue’ and ‘Standards :Monthly Additions’.
This Indian Standard has been developed from Doc :No. BP33(0263).
Amendments Issued Since Publication
Amend No. Date of Issue Text Affected
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PrintedatNew India Printing Press, Khurja, India
|
11216.pdf
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IS t 11216- 1985
Indian Standard
CODE OF PRACTICE FOR
PERMEABILITY TEST FOR MASONRY
DURING AND AFTER CONSTRUCTION
‘a Dams (Overflow and Non-overflow ) Sectional Committee, BDC 53
Chnimlan Representing
SERI V. B. Pate1 Irrigation Department, Government of Gujarat,
Gandhinagar
Membrrs
SBRX R. K. BEAEIIN Bhakra Beas Management Board, Nangal
Township
SHRI J. S. KEURANA ( Alternate )
Pnor M. C. CHATURVEDI Indian Institute of Technology, New Delhi
CHIEF ENQINEER, THEIN DAU Irrigation Department, Government of Punjab,
DEBIQN Chandigarh
DIREOTOR ( DAM ), THEIN DAM
DESIGN ( Altrmnfe )
SERI C. ETTY DARWIN In personal capacity (P. 0. Muttada, Trivpndrum )
DIREOTOR Public Works Department, Government of Tamil
Nadu, Madras
SUPERINTENDING ENGINEER
DInEaiE~~~ ) ( Alternate )
Central Water & Power Research Station, Pune
JOINT DIREOTOR ( AItermzte )
DIR~TFO~K~f ,” RDD-I ) Central Water Commission, New Delhi
DIREOTOR
( E & RDD-I ) ( Altarnate )
SHRI M. V. S. IYENQAR Hindustan Construction Co Ltd, Bombay
SHRI K. MADUVAN Central Water Commission, New Delhi
DIREOTOE ( C & MDD-I ) (Alternate )
OFFICER ON SPEUIAZ DUTY Irrigation Department, Government of Andhra
Pradesh, Hyderabad
SUPERINTENDINO ENQINEER
( DESIGNS ) ( Alternate )
SRRI RA~ABHADRAN NAIR Kerala State Electricity Board, Trivandrum
SHRI T. RANQANNA Karnataka Power Corporation Limited, Bangalore
REPRESENTATIVE Institution of Engineers ( India ), Calcutta
SEORETARY Central Board of Irrigation & Power, New Delhi
DIRECTOR ( CIVIL ) ( Alfemnte)
( Continurd on bags 2 )
Q CapVrighf 1985
INDIAN STANDARDS INSTITUTION
This publication is protected under the ‘Indian Copyright Act ( XIV of 1957 ) and
reproduction in whole or in part by any means except with written permission of the
publisher shall be deemed to be an infringement of copyright under the said Act.IS t 11216- 1985
( Continufreodm p age1 )
Members Reprcscntiq
SUPERINTENDING E N Q I N E E R Irrigation Department, Government of Gujarat,
(CDO) Gandhinagar
UNIT LEADER (C ) ( Altrrnatc )
SU;~;NYENDINB ENGINEER (MD) Irrigation Department, Government of
Maharashtra, Bombay
SHRI G. RAMAN. Director General, IS1 (Ex-o&r Membrr)
Director ( Civ Engg )
Secretary
SERI K. K. SHARK4
Deputy Director ( Civ Engg ), IS1
Masonry and Concrete Dams Subcommittee, BDC 53 : 1
Da B. PANT Wat;o~r~~~rces Development Training Centre,
Mmbrrr
ADD~TIONAI. CHIEF ENQINBER Irrigation Department, Government of Uttar
Pradesh, Lucknow
D! ~“?I%&,, Indian Institute of Technology, New Delhi
SHRI’R. K. B~ASIN Bhakra Beas Management Board, Nangal
Township
SARI K. K. KBOSLA ( Altcrnatr )
Cmm ENGINEER Irrigation Department, Government of Andhra
Pradesh, Hyderabad
OFFICER-ON-SPECIAL DUTY ( Aftcrnatr )
SHBI C. ETTY DARWIN In personal capacity ( P. 0. Muttada, Trivandrm)
DIREOTOR (C & MDD-I ) Central Water Commission, New Delhi
DEPUTY DIKECTOR ( C & MDD-I ) ( Alternate )
DIREOTOR (TUNNEL & SPILLWAY ) lrrigation Department, Government of Punjab,
Chandigarh
DIRECTOR/PP ( Altsrnatr )
DR A. K. MULLIOK Cement Research Institute of India, New Delhi
SERI N. K. JAIN ( Alternate )
SH~I RAMIBHADRAN NAIL Kerala State Electricity Board, Trivandrum
SH~I M. P. BHARATHAN ( Altcrnntc ) I
SHRI T. Rr NQANNA Karnataka Power Corporation Ltd, Bangalore
SUPERINTENDINQ ENQI~EER Irrigation Department, Government of Gujarat,
Gandhinagar
UNIT LEADER ( C ) ( Alternutc)
SUPERINTENDING ENQINEER (MD) Irrigation & Power Department, Government of
Maharashtra, Bombay
SBRI P. R. TONOONRAH In personal capacity ( Shirish Co-operafive Housing
So&y, Bombay )
2IS : 11216- 1985
Indian Standard
CODE OF PRACTICE FOR
PERMEABILITY TEST FOR MASONRY
DURING AND AFTER CONSTRUCTION
0. FOREWORD
“\
0.1 This Indian Standard was adopted by the Indian Standards
i
Institution on 14 February 1985, after the draft finalized by the Dams
(Overflow and Non-overflow) Sectional Committee had been approved
by the Civil Engineering Division Council.
0.2 Masonry is being adopted as a standard material of construction for
low as well as high gravity dams. One of the important characteristics
of a construction material for water retaining structures is impermeability.
0.3 It is the common practice to specify the strength requirements of
mortar in masonry dams. In addition, an upper limit of permeability
for mortar and masonry in masonry dams is required to be specified with
a view to achieving a standard of workmanship.
0.4 Varying standards have been used for testing masonry in various
masonry dams with regard to their permeability. Hence a need was
felt for rationalizing a standard criterion for the same.
0.5 For the purpose of deciding whether a particular requirement of this
standard is complied with, the final value, observed or calculated,
expressing the result of a test, shall be rounded off in accordance with
IS : 2-1960+. The number of significant places retained in the rounded
off value should be the same as that of the specified value in this
standard.
1. SCOPE
1.1 This code gives guidelines for permeability tests for masonry during
and after construction and the standards to be achieved.
*Rules for rounding off numerical values ( revised ).
3‘ISr 11216 - 19%5
2. DEFINITIONS
2.1 Coefficient of Permeability - The rate of flow of water under
laminar flow conditions through a unit cross-sectional area of porous
medium under a unit hydraulic gradient and at a standard temperature
of 27°C.
2.2 Lugeons - It is the water loss in litres per minute per metre depth
of the drill hole under a pressure of 10 atmospheres maintained for
10 minutes in a drill hole of 46 to 76 mm diameter.
3. PERMEABILITY TESTS
3.1 Frequency of Test
3.1.1 Masonry -Permeability test for the masonry shall be conducted
regularly and at frequent intervals to judge quality and maintain uni-
formity. Every block, where fresh masonry is laid, shall be tested
at least once every year.
3. I.2 Mortar - Permeability tests on mortar shall normally be carried
out once in a week. Specimens 100 mm dia and 50 mm high or similar
size prepared from mortar as used on work shall be used for testing.
3.2 Testing Procedure for Masonry -Test holes 76 mm in diameter
and of appropriate depth (say 4 to 6 m) shall be drilled on the built up
masonry after 28 days hardening. Drilling by rotary (diamond) drill
shall be preferred in order to have the least disturbance of the masonry
already constructed. The holes shall be kept 300 to 600 mm above the
bottom level of the masonry to be tested. These holes shall be drilled
vertically in two rows. One row shall be at 1.5 m from the axis of the
dam. The second row shall be at about one-third of the width of the
dam from the rear face excluding the front impervious face. The holes
shall be provided staggered and it should be seen that at least one hole
each in upstream and downstream portion in each block is provided.
The holes may be closer if found necessary on the basis of the perme-
ability test results. In locating the holes, position of any embedded parts,
instruments, galleries and other opening shall be kept in view. The holes
thus drilled shall be cleaned, filled with water and saturated for
48 hours. Then these holes shall be subjected to a water loss test to
determine ‘Lugeon’ value. Notwithstanding the test pressures specified for
lugeon values, the actual test pressures should not be so high as to cause
disturbance to masonry. Then assuming linear variation of water loss
with respect to the pressure applied, the water loss in lugeons may be
interpreted. For details of procedure and test equipment reference may
be made to IS : 5529 ( Part 2 )-1973*.
*Code of practice for in-situ permeability tests: Part 2 Test in bedrock.
4IS : 11216 - 1995
3.2.1 When a concrete membrane is used on the upstream face of a
masonry dam, the upstream hole for water 10s~ test shall be drilled
one meter downstream of the junction of concrete membrane with
masonry.
3.2.2 After the water loss tests the holes shall be grouted to refusal
with neat cement and the results of grout intake recorded.
3.3 Testing Procedure for Mortar - Permeability tests on mortar
specimen shall be conducted in accordance with the procedure specified
in IS : 1727-1967*.
3
4. STANDARDS OF IMPERMEABILITY
4.1 Masonry - Standard of impermeability aimed at shall be a water
loss of not more than 2’5 and 5 lugeons in the upstream and downstream
portions of the dam respectively.
4.1.1 Permissible water loss in holes drilled in accordance with 3.2.1
shall be not more than 2.5 or 5 lugeons depending on the mortar mix
used for masonry at that location ( rich or lean respectively ).
4.1.2 The values of water loss obtained from the test is the overall
value of masonry including loss into cracks joints, etc. It provides an
approximate estimate of the possible leakage that may take place through
specific zones of masonry.
4.2 Mortar-Mortar as used on work shall not give a coefficient of
permeability greater than 2.5 x lo-* mm/s for rich mortar
and 4.8 x 10-s mm/s for lean mortar.
5. FACTORS AFFECTING PERMEABILITY
5.1 Two factors affecting permeability of the masonry are:
a) permeability of mortar itself; and
b) workmanship, namely, whether voids between the stones are
filled with mortar or left free.
5.2 Pointing in the upstream face reduces seepage through the dam,
6. REMEDIAL MEASURES
6.1 If the test results indicate water loss greater than specified values
grouting should be done as a remedial measure. Grouting pressure
should be kept such that it does not damage the constructed masonry.
.
‘Methods of test for pozzolanic material ( ,firrt revision ).
5INDIAN STANDARDS
ON
DAMS
IS:
6512-1984 Criteria for design of solid gravity dams (jirs: rrvisbn)
6955-1973 Code of practice for subsurface exploration for earth and rockfill dams
7894-1975 Code of practice for stability analyrf: of earth dams
8237-1976 Code of practice for protection of slope for reservoir embankments
8414.1977 Guidelines for design of under-seepage control measures for earth ,aad
rockfill dams
8605-1977 Code of practice for construction of masonry in dams
8826-1978 Guidelinea for design of large earth and rockfill dams
9296- 1979 Guidelines for inspection and mainren&nce of dams and appurtenant
structures
9297-1979 Recommendationa for lighting, ventikatidn and other facilities inside dams
9429- 1980 Code of practice for drainage system for earth and rockfill dams
10135-1982 Code of practice for drainkge system fffr gravity dams
10635-1983 Guidelines for free board tequirement in embankment dams
|
10500.pdf
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IS 10500 : 1991
Edition 2.1
(1993-01)
Indian Standard
DRINKING WATER — SPECIFICATION
( First Revision )
(Incorporating Amendment No. 1)
UDC 628.1.033
© 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 4Water Sectional Committee, CHD 13
FOREWORD
This Indian Standard (First Revision) was adopted by the Bureau of Indian Standards, after the
draft finalized by the Water Sectional Committee had been approved by the Chemical Division
Council.
This standard was originally published in 1983. The current revision has been undertaken to take
into account the uptodate information available about the nature and effect of various
contaminants as also the new techniques for identifying and determining their concentration. In
this revision based on experience gained additional requirements for alkalinity, aluminium and
boron have been incorporated and the permissible limits for dissolved solids, nitrate and pesticides
residues have been modified.
A report prepared by the World Health Organization in cooperation with the World Bank showed
that in 1975, some 1230 million people were without safe water supplies. These appalling facts
were central to the United Nations decision to declare an International Drinking Water Supply
and Sanitation decade, beginning in 1981. Further, the VI Five-Year Plan of India had made a
special provision for availability of safe drinking water for the masses. Therefore, this standard
was prepared with the following objectives:
a) To assess the quality of water resources, and
b) To check the effectiveness of water treatment and supply by the concerned authorities.
During VII Five-Year Plan, 55 mini mission districts were identified with a view to meet supply of
water to all the problem villages. The VIII Five-Year Plan intends to provide safe drinking water
to the rural mass. It also propose to ensure supply of desired quality land required quantity of
drinking water.
While preparing this standard, the Committee had taken note of the limited testing facilities
available in the country. This standard, therefore, categories various characteristics as essential or
desirable. The standard also mentions the desirable limit and indicates its background so that the
implementing authorities may exercise their discretion, keeping in view the health of the people,
adequacy of treatment, etc. All essential characteristics should be examined in routine. Besides,
all desirable characteristics should be examined either when a doubt arises or the potability of
water from a new source is to be established.
It has been recognised that often it is necessary to relax the specifications, especially when no
alternate resources are available and therefore, to enable the experts to exercise their discretion a
maximum permissible limit has also been given.
In the case of virological examination, if not even one plaque-forming unit (PFU) of virus can be
found in 1 litre of water, it can reasonably be assumed that the water is safe to drink. It would,
however, be necessary to examine a sample of the order of 10 litres to obtain a proper estimation of
the PFUs at this level. Such examinations cannot be made in ordinary control laboratories but
there should be at least one laboratory in the country or region capable of carrying out virus
examinations and also of pursuing further research on this subject.
The methods of test for various characteristics mentioned in this standard are currently under
revision and their latest revision shall be used in testing.
In the formulation of this standard, assistance has been derived from the following publications:
a)International Standards for Drinking Water issued by World Health Organization, 1984
Geneva;
b)Manual of Standards of Quality for Drinking Water Supplies. Indian Council of Medical
Research, 1971, New Delhi; and
c)Manual on Water Supply and Treatment (third revision), Ministry of Urban Development,
1989, New Delhi.
This edition 2.1 incorporates Amendment No. 1 (January 1993). Side bar indicates modification of
the text as the result of incorporation of the amendment.
For the purpose of deciding whether a particular requirement of this standard is complied with,
the final value, observed or calculated, expressing the result of a test or analysis, shall be rounded
off in accordance with IS 2 : 1960 ‘Rules for rounding off numerical values (revised)’. The number
of significant places retained in the rounded off value should be the same as that of the specified
value in this standard.IS 10500 : 1991
Indian Standard
DRINKING WATER — SPECIFICATION
( First Revision )
1 SCOPE sanitary inspection and not exclusively on the
results of bacteriological examination.
The standard prescribes the requirements for
Everything possible should be done to prevent
the essential and desirable characteristics
pollution of the water. Obvious sources of
required to be tested for ascertaining the
contamination should be removed from the
suitability of water for drinking purpose.
immediate catchment area, special attention
2 REFERENCES being given to the safe disposal of excrement.
Wells and storage tanks should be protected by
The Indian Standard listed in Annex A are
necessary adjuncts to this standard. lining and covering, surface drainage should be
diverted, erosion prevented and the
3 CHARACTERISTICS surrounding area paved. Access of man and
3.1The test characteristics are given in animals should be restricted by fencing, and
Table1. should be so designed that fouling is prevented
when drawing water. Although not supplied
3.2 Bacteriological Examination
through pipes, water from such sources is likely
3.2.1 Water in Distribution System to undergo further deterioration in quality
during transport or storage before drinking.
Ideally, all samples taken from the distribution
Containers used for water should be kept clean,
system including consumers’ premises, should
covered and clear of the floor. The most
be free from coliform organisms. In practice,
important factor in achieving these objectives is
this is not always attainable, and the following
to ensure the cooperation of the local
standard for water collected in the distribution
community, and the importance of education in
system is therefore recommended when tested
simple sanitary hygiene should be strongly
in accordance with IS 1622 : 1981.
stressed. In hospitals or medical clinics with
a)Throughout any year, 95 percent of
such supplies, the value of some form of
samples should not contain any coliform
treatment is stressed.
organisms in 100 ml;
3.2.2.1Bacteriologically, the objective should
b)No sample should contain E. Coli in
be to reduce the coliform count to less than 10
100ml;
per 100 ml, but more importantly, to ensure the
c)No sample should contain more than 10 absence of faecal coliform organisms. If these
coliform organisms per 100 ml; and organisms are repeatedly found, or if sanitary
inspection reveals obvious sources of pollution
d)Coliform organisms should not be
which cannot be avoided, then an alternative
detectable in 100 ml of any two
source of drinking water would be sought,
consecutive samples.
whenever possible. Greater use should be made
3.2.1.1If any coliform organisms are found the
of protected ground-water sources and
minimum action required is immediate
rain-water catchment which are more likely to
resampling. The repeated finding of 1 to 10
meet requirements for potable water quality.
coliform organisms is 100 ml or the appearance
3.2.2.2Although private sources of drinking
of higher numbers in individual samples
water may be outside the jurisdiction of public
suggests that undesirable material is gaining
health and water supply authorities, such
access to the water and measures should at
supplies should still be of potable quality. The
once be taken to discover and remove the
results of bacteriological tests and those of
source of the pollution.
sanitary surveys should therefore be used to
3.2.2 Unpiped Water Supplies
encourage improvement. Partial treatment may
Where it is impracticable to supply water to be necessary to remove turbidity even when coli-
consumers through a piped distribution form counts are low; and other quality criteria
network and where untreated sources, such as may dictate the need for treatment processes.
wells, boreholes and springs which may not be
3.3 Virological Examination
naturally pure, have to be used, the
requirements for piped supplies may not be 3.3.1It is theoretically possible that virus
attainable. In such circumstances, disinfection disease can be transmitted by water free from
although desirable is not always practicable, coliform organisms, but conclusive evidence,
and considerable reliance has to be placed on that this has occurred, is lacking.
1IS 10500 : 1991
Table 1 Test Characteristics For Drinking Water
(Clause 3.1)
SlNo. Substance or Requirement Undesirable Permissible Methods of Remarks
Characteristic (Desirable EffectOutside Limit in the Test(Ref
Limit) theDesirable Absence of to IS)
Limit AlternateSource
(1) (2) (3) (4) (5) (6) (7)
Essential Characteristics
i) Colour, Hazen 5 Above 5, consumer 25 3025 (Part 4) : Extended to 25 only
units, Max acceptance 1983 if toxic substances
decreases are not suspected,
in absence of
alternate sources
ii) Odour Unobjec- — — 3025 (Part 5) : a)Test cold and
tionable 1983 when heated
b)Test at several
dilutions
iii) Taste Agreeable — — 3025 (Part 7 Test to be
and8): 1984 conducted only
after safety has
been established
iv) Turbidity, 5 Above 5, consumer 10 3025 (Part 10) : —
NTU,Max acceptance 1984
decreases
v) pH value 6.5 to 8.5 Beyond this range the No relaxation 3025 (Part 11) : —
water will affect the 1984
mucous membrane
and/or water supply
system
vi) Totalhardness 300 Encrustation in water 600 3025 (Part 21) : —
(asCaCO ) supply structure 1983
3
mg/l, Max and adverse effects
on domestic use
vii) Iron (as Fe) 0.3 Beyond this limit 1.0 32 of 3025 : 1964 —
mg/l,Max taste/appearance
are affected, has
adverse effect on
domestic uses and
water supply
structures, and
promotes iron
bacteria
viii) Chloride (as Cl) 250 Beyond this limit, 1000 3025 (Part 32) : —
mg/l, Max test, corrosion and 1988
palatibility are
affected
ix) Residual, free 0.2 — — 3025 (Part 26) : To be applicable
chlorine, mg/l, 1986 only when water
Min is chlorinated.
Tested at consu-
mer end. When
protection against
viral infection is
required, it should
be Min 0.5 mg/l.
x) Fluoride (as F) 1.0 Fluoride may be kept 1.5 23 of 3025 : 1964 —
mg/l, Max as low as possible.
High fluoride may
cause fluorosis
Desirable Characteristics
xi) Dissolved solids 500 Beyond this pala- 2000 3025 (Part 16) : —
mg/l, Max tability decreases 1984
and may cause
gastro intestinal
irritation
xii) Calcium (as Ca) 75 Encrustation in water 200 3025 (Part 40) : —
mg/l, Max supply structure 1991
and adverse effects
on domestic use
2IS 10500 : 1991
Table 1 Test Characteristics for Drinking Water (Contd)
SlNo. Substance or Requirement Undesirable Permissible Methods of Remarks
Characteristic (Desirable EffectOutside Limit in the Test(Ref
Limit) theDesirable Absence of to IS)
Limit AlternateSource
(1) (2) (3) (4) (5) (6) (7)
xiii) Magnesium 30 Encrustation to water 100 16, 33, 34 of —
(asMg), supply structure IS3025 : 1964
mg/l, Max and adverse effects
on domestic use
xiv) Copper (as Cu) 0.05 Astringent taste, 1.5 36 of 3025 : 1964 —
mg/l, Max discoloration and
corrosion of pipes,
fitting and utensils
will be caused
beyond this
xv) Manganese (as 0.1 Beyond this limit 0.3 35 of 3025 : 1964 —
Mn) mg/l, Max taste/appearance
are affected, has
adverse effect on
domestic uses and
water supply
structures
xvi) Sulphate (as 200 Beyond this causes 400 3025 (Part 24) : May be extended up
SO ) mg/l, Max gastro intenstinal (see col 7) 1986 to 400 provided
4
irritation when (as Mg) does not
magnesium or exceed 30
sodium are persent
xvii) Nitrate (as NO ) 45 Beyond this metha- 100 3025 (Part 34) : —
2
mg/l, Max emoglobinemia 1988
takes place
xviii) Phenolic 0.001 Beyond this, it may 0.002 54 of 3025 : 1964 —
compounds (as cause objectionable
C H OH) taste and odour
6 5
mg/l,Max
xix) Mercury (as Hg) 0.001 Beyond this, the Norelaxation (see Note) Mer- To be tested when
mg/l, Max water becomes toxic cury ion analyser pollution is
suspected
xx) Cadmium (as 0.01 Beyond this, the Norelaxation (see Note) To be tested when
Cd), mg/l, Max water becomes toxic pollution is
suspected
xxi) Selenium (as Se), 0.01 Beyond this, the Norelaxation 28 of 3025 : 1964 To be tested when
mg/l, Max water becomes toxic pollution is
suspected
xxii) Arsenic (as As), 0.05 Beyond this, the Norelaxation 3025 (Part 37) : To be tested when
mg/l, Max water becomes toxic 1988 pollution is
suspected
xxiii) Cyanide (as CN), 0.05 Beyond this limit, the Norelaxation 3025 (Part 27) : To be tested when
mg/l, Max water becomes toxic 1986 pollution is
suspected
xxiv) Lead (as Pb), 0.05 Beyond this limit, the Norelaxation (see Note) To be tested when
mg/l, Max water becomes toxic pollution/plumbo-
solvency is
suspected
xxv) Zinc (as Zn), 5 Beyond this limit it 15 39 of 3025 : 1964 To be tested when
mg/l, Max can cause astringent pollution is
taste and an suspected
opalescence in water
xxvi) Anionic deter- 0.2 Beyond this limit it 1.0 Methylene-blue To be tested when
gents (as MBAS) can cause a light extraction pollution is
mg/l, Max froth in water method suspected
xxvii) Chromium (as 0.05 May be carcinogenic Norelaxation 38 of 3025 : 1964 To be tested when
Cr6+) mg/l, Max above this limit pollution is
suspected
(continued)
3IS 10500 : 1991
Table 1 Test Characteristics for Drinking Water (concluded)
SlNo. Substance or Requirement Undesirable Permissible Methods of Remarks
Characteristic (Desirable EffectOutside Limit in the Test(Ref
Limit) theDesirable Absence of to IS)
Limit AlternateSource
(1) (2) (3) (4) (5) (6) (7)
xxviii) Polynuclear aro- — May be carcinogenic — — —
matic hydro-
carbons (as
PAH) g/l, Max
xxix) Mineral oil mg/l, 0.01 Beyond this limit 0.03 Gaschromato- To be tested when
Max undesirable taste graphic method pollution is
and odour after suspected
chlorination take
place
xxx) Pesticides mg/l, Absent Toxic 0.001 — —
Max
xxxi) Radioactive 58 of 3025 : 1964
materials:
a)Alpha emit- — — 0.1 — —
ters Bq/l,
Max
b)Beta emit- — — 1 — —
ters pci/l,
Max
xxxii) Alkalinity mg/l, 200 Beyond this limit 600 13 of 3025 : 1964 —
Max taste becomes
unpleasant
xxxiii) Aluminium (as 0.03 Cumulative effect is 0.2 31 of 3025 : 1964 —
Al), mg/l, Max reported to cause
dementia
xxxiv) Boron, mg/l, 1 — 5 29 of 3025 : 1964 —
Max
NOTE — Atomic absorption spectrophotometric method may be used.
3.3.2None of the generally accepted sewage combined chlorine. This oxidative inactivation
treatment methods yield virus-free effluent. may be achieved with a number of other
Although a number of investigators have found oxidants also, for example, iodine, ozone, and
activated sludge treatment to be superior to potassium permanganate, but the effect of the
trickling filters from this point of view, it seems oxidants will always be counteracted if
possible that chemical precipitation methods reducing components, which are mainly
will prove to be the most effective. organic, are present. As a consequence, the
3.3.3Virus can be isolated from raw water and sensitivity of virus towards desinfectants will
from springs. Enterovirus, reovirus, and depend on the milieu just as much as on the
adenovirus have been found in water, the first particular disinfectant used.
named being the most resistant to chlorination. 3.3.5Thus, in a water in which free chlorine is
If enterovirus are absent from chlorinated present, active virus will generally be absent if
water, it can be assumed that the water is safe coliform organisms are absent. In contrast,
to drink. Some uncertainty still remains about because the difference between the resistance
the virus of infectious hepatitis, since it has not of coliform organisms and of virus to
so far been isolated but in view of the disinfection by oxidants increases with
morphology and resistance of enterovirus it is increasing concentration of reducing
likely that, if they have been inactivated components, for example, organic matter, it
hepatitis virus will have been inactivated also. cannot be assumed that the absence of viable
3.3.4An exponential relationship exists coliform organisms implies freedom from active
between the rate of virus inactivation and the virus under circumstances where a free
redox potential. A redox potential of 650 mV chlorine residual cannot be maintained.
(measured between platinum and calomel Sedimentation and slow sand filtration in
electrodes) will cause almost instantaneous themselves may contribute to the removal of
inactivation of even high concentrations of virus from water.
virus. Such a potential can be obtained with 3.3.6In practice, 0.5 mg/l of free chlorine for
even a low cencentration of free chlorine, but one hour is sufficient to inactivate virus, even
only with an extremely high concentration of in water that was originally polluted.
4IS 10500 : 1991
3.4 Biological Examination enteric bacteria; microscopic examination after
concentration is, therefore, the only safe
3.4.1Biological examination is of value in
methods of identification.
determining the causes of objectionable tastes
3.4.5Strict precautions against back-
and odours in water and controlling remedial
syphonage and cross-connections are required
treatments, in helping to interpret the results
if amoebic cysts are found in a distribution
of various chemical analysis, and in explaining
system containing tested water.
the causes of clogging in distribution pipes and
filters. In some instances, it may be of use in 3.4.6The cercariae of schistosomiasis can be
demonstrating that water from one source has detected by similar microscopic examination,
been mixed with that from another. but there is, in any case, no evidence to suggest
that this disease is normally spread through
3.4.2The biological qualities of a water are of
piped water supplies.
greater importance when the supply has not
undergone the conventional flocculation and 3.4.7The cyclops vector of the embroys of
filtration processes, since increased growth of Dracunculus medinensis which causes
methane-utilizing bacteria on biological slimes dracontiasis or Guinea-worm disease can be
in pipes may then be expected, and the found in open wells in a number of tropical
development of bryozoal growths such as areas. They are identifiable by microscopic
Plumatella may cause operational difficulties. examination. Such well supplies are frequently
used untreated, but the parasite can be
3.4.3Some of the animalcules found in water relatively easily excluded by simple physical
mains may be free-living in the water, but improvements in the form of curbs, drainage,
others such as Dreissena and Asellus are more and apron surrounds and other measures
or less firmly attached to the inside of the which prevent physical contact with the water
mains. Although these animalcules are not source.
themselves pathogenic, they may harbour
3.4.8The drinking water shall be free from
pathogenic organisms or virus in their
microscopic organisms such as algae,
intestines, thus protecting these pathogens
zooplanktons, flagillates, parasites and
from destruction by chlorine.
toxin-producing organisms. An illustrative (and
3.4.4Chlorination, at the dosages normally not exhaustive) list is given in Annex B for
employed in waterworks, is ineffective against guidance.
certain parasites, including amoebic cysts; they
4 SAMPLING
can be excluded only by effective filtration or by
higher chlorine doses than can be tolerated Representative samples of water shall be
without subsequent dechlorination. Amoebiasis drawn as prescribed in IS 1622 : 1981 and
can be conveyed by water completely free from IS3025 (Part 1) : 1987.
ANNEX A
(Clause 2)
LIST OF REFERRED INDIAN STANDARDS
IS No. Title IS No. Title
1622 : 1981 Methods of sampling and 3025 Methods of sampling and test
microbiological examination of (Part 5) : 1983 (physical and chemical) for
water (first revision) water and waste water : Part 5
Odour (first revision)
3025 : 1964 Methods of sampling and test
(physical and chemical) for
3025 Methods of sampling and test
water used in industry
(Part 7) : 1984 (physical and chemical) for
3025 Methods of sampling and test water and waste water : Part 7
(Part 1) : 1987 (physical and chemical) for Taste threshold (first
water and waste water : Part 1 revision)
Sampling (first revision)
3025 Methods of sampling and test 3025 Methods of sampling and test
(Part 4) : 1983 (physical and chemical) for (Part 8) : 1984 (physical and chemical) for
water and waste water : Part 4 water and waste water : Part 8
Colour (first revision) Taste rating (first revision)
5IS 10500 : 1991
IS No. Title IS No. Title
3025 Methods of sampling and test 3025 Methods of sampling and test
(Part 10) : 1984 (physical and chemical) for (Part 26) : 1986 (physical and chemical) for
water and waste water : Part water and waste water : Part
10 Turbidity (first revision) 26 Chlorine residual (first
3025 Methods of sampling and test
revision)
(Part 11) : 1983 (physical and chemical) for
3025 Methods of sampling and test
water and waste water : Part
(Part 27) : 1986 (physical and chemical) for
11 pH value (first revision)
water and waste water : Part
3025 Methods of sampling and test 27 Cyanide (first revision)
(Part 16) : 1984 (physical and chemical) for
water and waste water : Part 3025 Methods of sampling and test
16 Filterable residue (total (Part 32) : 1988 (physical and chemical) for
dissolved solids) (first water and waste water : Part
revision) 32 Chloride (first revision)
3025 Methods of sampling and test
3025 Methods of sampling and test
(Part 21) : 1983 (physical and chemical) for
(Part 34) : 1988 (physical and chemical) for
water and waste water : Part
water and waste water : Part
21 Total hardness (first
34 Nitrogen (first revision)
revision)
3025 Methods of sampling and test 3025 Methods of sampling and test
(Part 24) : 1986 (physical and chemical) for (Part 37) : 1988 (physical and chemical) for
water and waste water : Part water and waste water : Part
24 Sulphates (first revision) 37 Arsenic (first revision)
ANNEX B
(Clause 3.4.8)
ILLUSTRATIVE LIST OF MICROSCOPIC ORGANISMS WHICH MAY BE
PRESENT IN WATER
Classification Group and Name of the Habitat Effect of the Organisms
of Microscopic Organism and Significance
Organism
(1) (2) (3) (4)
1. ALGAE a) Chlorophyceae
SpeciesofCoelastrum, Polluted water, im- Impart colouration
Gomphospherium, Micractinium, pounded sources
Mougeotia, oocystis, Euastrum,
Scenedesmus, Actinastrum,
Gonium, Eudorina Pandorina,
Pediastrum, Zygnema, Chlamy-
domonas, Careteria, Chlorella,
Chroococcus, Spirogyra,
Tetraedron, Chlorogonium,
Stigeoclonium
Species of Pandorina, Volvox, Polluted waters Produce taste and
Gomphospherium, Staurastrum, odour
Hydrodictyon, Nitella
Species of Rhizoclonium, Clado- Clean water Indicate clean
thrix, Ankistrodesmus, Ulothrix, condition
Micrasterias, Chromulina
Species of Chlorella, Tribonema, Polluted waters, Clog filters and create
Closterium, Spirogyra, Palmella impounded sources operational
difficulties
6IS 10500 : 1991
Classification Group and Name of the Habitat Effect of the Organisms
of Microscopic Organism and Significance
Organism
(1) (2) (3) (4)
b) Cyanophyceae
Species of Anacystis and Polluted waters Cause water bloom
Cylindrospermum and impart colour
Species of Anabena, Phormidium, Polluted waters Impart colour
Lyngbya, Arthrospira,
Oscillatoria
Species of Anabena, Anacystis, Polluted waters, im- Produce taste and
Aphanizomenon pounded sources odour
Species of Anacystis, Anabena, Polluted waters Toxin producing
Coelospherium, Gleotrichina,
Aphanizomenon
Species of Anacystis, Rivularia, Polluted waters Clog filters
Oscillatoria, Anabena
Species of Rivularia Calcareous waters Bores rocks and cal-
and also rocks careous strata and
causes matted growth
Species of Agmenellum, Micro- Clean waters Indicators of
coleus, Lemanea purification
c) Diatoms (Bacillariophyceae)
Species of Fragillaria, — Cause discoloration
Stephanodiscus, Stauroneis
Species of Asterionella, Tabellaria Hill streams high Taste and odour pro-
altitude, torrential ducing clog filters
and temperate
waters
Species of Synedra and Polluted waters Taste and odour
Fragillavia producing
Species of Nitzchia, Gomphonema Moderately polluted Cause discoloration
waters
Species of Cymbela, Synedra, Rivers and streams Clog filters and cause
Melosira, Navicula, Cyclotella, impounded sources operational
Fragillaria, Diatoma, difficulties
Pleurogsigma
Species of Pinmularia, Surinella, Clean waters Indicators of
Cyclotella, Meridion, Cocconeis purification
d) Xanthophyceae
Species of Botryococcus Hill streams, high Produces coloration
altitudes and
temperate waters
2. ZOOPLAN a) Protozoa
KTON Amoeba, Giardia Lamblia Arcella, Pollted waters Pollution indicators
Difflugia, Actinophrys
Endamoeba, Histolytica Sewage and activa- Parasitic and
ted sludge pathogenic
b) Ciliates
Paramoccium, Vorticella, Carche- Highly polluted Bacteria eaters
sium, Stentor, Colpidium, waters, sewage
Coleps, Euplotes, Colopoda, Bodo and activated
sludge
c) Crustacea
Bosmina, Daphnia Stagnant polluted Indicators of pollution
waters
7IS 10500 : 1991
Classification Group and Name of the Habitat Effect of the Organisms
of Microscopic Organism and Significance
Organism
(1) (2) (3) (4)
Cyclops Step wells in Carrier host of guinea
tropical climate worm
3. ROTI- a) Rotifers
FERS
Anurea, Rotaria, Philodina Polluted and algae Feed on algae
laden waters
b) Flagellates
Ceratium, Glenodinium, Rocky strata, iron Impart colour and
Peridinium Dinobryon bearing and acidic fishy taste
waters
Euglena, Phacus Polluted waters Impart colour
c) Miscellaneous Organisms Fresh water Clog filters and affect
Sponges, Hydra purification systems
Tubifex, Eristalis, Chironomids Highly polluted Clog filters and render
waters, sewage water unaesthetic
and activated
sludge and bottom
deposits
d) Plumatella Polluted waters Produces biological
slimes and causes
filter operational
difficulties
Dreissena, Asellus Polluted waters Harbour pathogenic
organisms
8Bureau of Indian Standards
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Enquiries relating to copyright be addressed to the Director (Publications), BIS.
Review of Indian Standards
Amendments are issued to standards as the need arises on the basis of comments. Standards are also
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referring to the latest issue of ‘BIS Catalogue’ and ‘Standards:Monthly Additions’.
This Indian Standard has been developed from Doc:No. ET 13 (0046).
Amendments Issued Since Publication
Amend No. Date of Issue
Amd. No. 1 January 1993
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2720_22.pdf
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IS : 2720 ( Part XXII ) - 1972
( Reaffirmed 1!378 )
Indian Standard
METHODS OF TEST FOR SOILS
PART XXII DETERMINATION OF ORGANIC MATTER
( First Revision)
Third Reprint APRIL 1990
UDC 624.131.371
@ Copyright 1972
BUREAU OF INDIAN STANDARDS
MANAK BHAVAN, 9 BAHADUR SHAH ZAFAR MARG
NEW DELHI 110002
Cr3 Julj 1972IS : 2720 ( Part XXII ) - 1972
lndian Standard
METHODS OF TEST FOR SOILS
PART XXII DETERMlNATlON OF ORGANIC MATTER
First Revision)
(
Soil Engineering Sectional Committee, BDC 23
Chairman Reprcsrnting
PROF DSNESHM OHAN Central Building Research Institute ( CSIR ),
Roorkee
Members
SHRXD . R. NARAHARI ( Alternate to
Prof Dinesh Mohan )
PROF ALAM SINCH University ofJodhpur, Jodhpur
DR A. BANERJJEE Cementation Co Ltd, Bombay
SHRI S. GUPTA ( Alternate)
SHRI B. B. L. BHATNAGAR Land Reclamation, Irrigation & Power Research
Institute, Amritsar
SHRI K. N. DADINA In personal capacity ( P-820, .NPW Alipnrr,
Calcut La 53 )
SHRI A. G. DASTIDAR Hindustan Construction Co Ltd, Bombay
SHRI R. L. DEWAN Bihar Institute of Hydraulic & Allied Research,
Khagaul, Patna
DRG.S. DHILLON Indian Geotechnical Society, New Delhi
PROF R. N. DOGRA Indian Institute of Technology, New Delhi
SHRI S. K. GULATI ( Alternate )
JOINT DIRECTOR RESEARCH ( FE ), Railway Board ( Ministry of Railways )
RDSO
DEPUTY DIRECTOR RESEARCH
( SOIL MECHANICS). RDSO ( Alternate j
SHRI S’. S. JOSHI ‘I ’ Engineer-in-Chief’s Branch, Army Headquarters
SHRI S. VARADARAJA ( Alternate )
SHRI I. P. KAPXLA Central Board of Irrigation & Power, New Delhi
SHRI G. KUECKELMANN Rodio Foundation Enpineeriog Ltd: nnd Hazarat &
Co, Bombay - - ’
SHRI A. H. DIVANS ( Alfernab )
SHRI 0. P. MALHOTK.~ Public Works Department, Govrrnmcnt of Pulljab
SHRI M. A. MEIITA Concrete Association of India, Bombay
%RI T. M. MENON ( AIternatc )
&RI R. S. MELKOTE Central Water & Power Commission, New Delhi
DEPUTY DIRECTOR ( CESTRAL
SOIL MECHANICS RESEARCIX
STATION) ( Alternate )
SHRI T. K. NATARAJAN Central Road.Research Institutr ( CSIR), New Delhi
SHRI RAVINDERL AL National Buildings Organisation, New Dulhi
SHRI S. H. BALACIIANDAN(I Alfevate )
( ContimLed on pape 2 ) .?
BUREAU OF INDIAN STANDARDS
MANAK BHAVAN, 9 BAHADUR SHAH ZAFAR MARG
NEW DELHI 110002IS:2720(PartX XII).1972
( Continuedfrom pago 1 )
Members Reprcsnting
RESEARCH OFFICER Buildings & Roads Research Laboratory, Public
Works Department, Government of Punjab
RESEARCH OFFICER Engineering Research Laboratory, Hyderabad
DR SHAMSHER PRAKASH University of Rerkee, Roorkee
SHRI H. D. SHARHA Irrigation Research Institute, Roorkee
SIIRI S. N. SINHA Roads Wing ( Ministry of Shipping & Transport )
SHRI A. S. BISHNOI (Alternate)
SUPERINTENDING ENGINEER ( PLAN- Concrete & Soil Research Laboratory, Public Works
NINC AND DESIGN CIRCLE ) Department, Government of Tamil Nadu
EXECXJTIVEE NGINEER ( INCHARGE,
SOIL MECHANICS & RESEARCH -
DIVISION ) ( Alternate )
SHRI C, G. SWAMINATHAN Institdtion of Engineers ( India), Calcutta
SHRI H. C. VERMA All India Jnstruments Manufacturers & Dealers
Association, Bombay
SHRI S. R. TALPADE ( Alternate)
SHRI H. G. VERMA PublFraE;;ks Department, Government of Uttar
SIIRI D. C. CHATURVEDI ( Alternate )
SIIRI D. AJITHA SIMHA, Dire&or General, IS1 (Ex-o&i0 Member )
Director ( Civ Engg )
Secreta[v
SHRI G. RAMAN
Deputy Director ( Civ Engg), IS1
Soil Testing Procedures and Equipment Subcommittee, BDC 23 : 3
Concener
i’llOF AIAM SIXGII University of Jodhpur, Jodhpur
Members
!h R. K. BHANDAKI Central Road Research Institute ( CSIR ), New Delhi
!i;i!lI ‘i’. N. BHARGAvA Roads Wing ( Ministry of Shipping & Transport )
S~TRI A. S. BISHNOI ( Al/erncte )
~JI~,I I<. L. DEW,Z~.ZN Bihar Institute of Hydraulic & Allied Research,
Khagaul, Patna
‘rutr II. K. Gun.\ Geologists Syndicate Private Ltd, Calcutta
C’;IRI N. N. BIL~TT.ZCII.\RYY.% ( Alfernnlc )
(;,IrRI S. I<. GULHATI Indian Institute of Technology, New Delhi
:;HRI 9. S. Jowr En+eer-in-Chief’s Branch, Army Headquarters
S:IIRI O. P. M.~I..II~TF:.\ Buddings & Roads Research Laboratory? Public
Works Department, Government of Punjab
1!1< 1. s. UPPAl. ( .Il/E1.17)C !C
“!TPi I<. g. hhX0TE Celltral Water Pr Power Commission, New Delhi
i)~ruTv DIRECTOR ( ( II~TRAI.
SotL hiECFIi\NICS l<ESE.\RCII
STI\TI~N ) ( A/tcrfrtl!r j
Srrm 11. R. NAR.VIARI Central Building Rcscarch Institute ( CSIR ),
Roorkee
Srrr:~ G. S. ,J.ZTN( Al;r,nn:e j
1-h V. V. S. RAO United Technical Consultants Pvt Ltd, New Delhi
Smr I;. K. GUPTA ( dl!term/e )
itEi~~;Es~N~.vri~E Public Works Department, Government of Uttar
Pradesh
,%IRI H. C. Ve::!>r.\ Associated Instrument Manufacturers ( India) Pvt
Ltd, New Delhi
2IS : 2720 ( Part XXII ) - 1972
Indian Standard
METHODS OF TEST FOR SOILS
PART XXII DETERMINATION OF ORGANIC MATTER
( First Revision )
0. FOREWORD
0.1 This Indian Standard ( Part XXII ) ( First Revision ) was adopted
by the Indian Standards Institution on 25 February 1972, 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 Stahdards Institution is bringing out this ‘ Indian
Standard Methods of Test for Soils ’ ( IS : 2720 ) which is being published
in parts, Thirtythree parts of this standard have been published so far.
This part deals with the method of test for the determination of organic
matter content in the soil. Organic matter is an undesirable constituent of
the soil from the engineering point of view since it causes swelling or
shrinkage of the soil when the moisture content or the applied load changes.
The estimation of organic matter, therefore, forms an important part of
soil examination.
0.3 A wide variety of both dry and wet combustion methods are in use for
the determination of the organic matter of soils. Two methods which are
widely in use are given in this revision of the standard. These methods
give reproducib/e results and the results are sufficiently accura.te for common
engineering purposes. The first method is given as the standard method
and the other as an alternative method.
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 reIating it to the practices in the field
in this country.
0.5 In reporting the result of a test or analysis made in accordance with
this standard, if the final value, observed or calculated, is to be rounded
off, it shall be done in accordance with IS : 2-1960*.
*Rules for round& off numerical values ( &sad ) .
3IS : 2720 ( Part XXII ) - 1972
SECTION I METHOD BASED ON ORGANIC CARBON
CONTENT OF SOIL
1. SCOPE
1.1 Section 1 of this standard ( Part XXII ) lays down the method for
determining the percentage by weight of the organic matter present in soils
based on the determination of the organic carbon content of the soil.
2. APPARATUS
2.1 Oven -thermostatically controlled to maintain the temperature
between 105 and 1 IO%, with interior of non-corroding material.
2.2 Chemical Balance - sensitive to 0.001 g.
2.3 Volumetric Flask - two, of one-litre capacity.
2.4 Burettes - two, of 25 ml, graduated in 0.1 ml.
2.5 Pipettes - lo-ml pipette and l-ml pipette fitted with a rubber teat.
2.6 Conical Flasks - two, of 500~ml capacity.
2.7 Graduated Measuring Cylinders - 200-ml and 25-ml.
2.8 Desiccator -- with any desiccating agent other than sulphuric acid.
2.9 Glas _s
._
Wei ^g hin _g .B .o ttle - ap_p ro. ximately 25 mm in diameter and of
50 mm height fitted with a ground glass stopper.
2.10 Sieves - IO-mm IS Sieve and 425-micron IS Sieve and receivers.
2.11 Wash Bottle
3. REAGENTS
3.1 The reagents used shall be of analytical quality.
3.1.1 Potassium Dichromate 3Vormal Solution -Dissolve 49.035 g of potas-
sium dichromate in distilled water to make one litre of solution.
3.1.2 Ferrous Sulphate, Apfiroximately 0.5 N Solution - Dissolve approxi-
mately 140 g of ferrous sulphate in 0.5 N sulphuric acid to make one litre
of solution ( add 14 ml of concentrated sulphuric acid to distilled water to
make one litre of solution for 0.5 N sulphuric acid ),
NOTE -This solution is unstable in air and should be kept tightly stoppered. It
should be standardized against the potassium dichromate solution at least once in a
week.
40 IS : 2720( Part XXII ) - 1972
3.1.3 Sul$huric Acid, Concentrated- of specific gravity 1.836 (see
IS : 266-1961* ).
3.1.4 Orthophosphoric Acid, 8.5 Percent - of specific gravity I.70 to l-75.
3.1.5 Indicator Solution - 0.25 g of sodium diphenylamine-sulphonate
dissolved in 100 ml of distilled water.
4. STANDARDIZATION OF FERROUS SULPHATE SOLUTION
4.1 Ten millilitres of the normal potassium dichromate solution shall be
run from a burette into a 500-ml concial flask. Twenty millilitres of con-
centrated sulphuric acid shall then be added carefully and the mixture
swirled and allowed to cool for some minutes. Two hundred millilitres of
distilled water shall then be added to the mixture followed by 10 ml of
phosphoric acid and 1 ml of the indicator, and the mixture shall be shaken
thoroughly. Ferrous sulphate solution shall then be added from the second
burette in 0.5 ml increments, the contents of the flash being swirled, until
the colour of the solution changes from blue to green. A further 0.5 ml of
potassium dichromate shall then be added changing the colour back to
blue. Ferrous sulphate solution shall then be added drop by drop with
continued swirling until the colour of the solution changes from blue to green
after the addition of a single drop. The total volume of ferrous sulphate
solution used ( X) shall be noted to the nearest 0.05 ml ( 1 ml ferrous
sulphate solution is equivalent to 10*5/X ml potassium dichromate ).
5. SOIL SAMPLE FOR TEST
5.1 The soil sample as received from the field shall be prepared in accord-
ance with IS : 2720 ( Part I )-19727. The portion of the air dried
sample selected for the purpose of this test shall be weighed, its moisture
content determined using separate sample for the purpose and the equi-
valent oven-dried weight ( W,) recorded. It shall then be sieved on a
IO-mm IS Sieve and all particles other than stones crushed to pass through
the sieve. The equivalent weight on oven-dry basis of the material passing
IO-mm IS Sieve ( W’s ) shall be calculated and recorded to the nearest O-1
percent of its total weight. A sample weighing approximately 100 g shall
be obtained from the material passing the IO-mm IS Sieve by quartering
( see Notes 1 and 2 ). This sample shall then be pulverized so that it passes
the 425-micron IS Sieve.
NOTE 1 - This -method gives high results of organic content in soils containing
sulphides. The sulphides can be dwtroyed at this stage by the addition of dilute (2 N )
*Specification for sulpburic acid.
tMethods of test for soils: Part I Preparation of dry soil specimen for various tests (J;rzf
f6CisiOI)i .
5IS : 2720 ( Part XXII ) - 1972
sulphuric acid. Acid shall be added until no further evolution of hydrogen sulphide
occurs.
NOTE2 -This method gives high results of organic content in soils containing
chlorides. The chlorides may be removed at this stage by washing the soil with
distilled water until no turbidity is obtained when a drop of the washing water is tested
with silver nitrate solution. Alternatively, the effect of chlorides on the determination
can be partly eliminated by using concentrated sulphuric acid in which silver sulphate
has been dissolved in place of the concentrated sulnhuric acid soecified in 3.1.3. If
the ratio of carbon to chloride does not exceed unity,*25 g of silver6ulphate per litre of
sulphuric acid will be sufficient to precipitate the chloride.
5.1.1 A 5-gram soil sample shall he taken from the thoroughly mixed
portion of the material passing the 425-micron IS Sieve and used for the
test.
6. PROCEDURE
6.1 The sample shall be placed in a glass weighing bottle and weighed to
O*OOl g. A small quantity, from 5 g to 0.2 g depending on the organic
content (see Note ) shall be transferred to a dry 500-ml conical flask, the
weighing bottle reweighed and the equivalent weight on oven-dry basis of
soil specimen removed ( I43 ) calculated by difference and allowing for the
moisture content of the soil.
NOTE - The size of the specimen for chemical analysis will vary with the amount of
organic matter present in the soil. As much as 5 g may be required for soil low in or-
ganic matter and as little as 0.2 g with a very peaty soil. After a number of determina-
tions have been made, experience will indicate the most suitable size of specimen to be
taken. In unfamiliar types of soil it is suggested that a series of specimens of varying
sixes should be weighed out and tested. The determination giving a total of 5 to 8 ml
dichromate solution reduced should be taken as the correct result.
6.2 Ten millilitres of N potassium dichromate solution shall be run into
the conical flask from a burette, and add 20 ml of concentrated sulphuric
acid very carefully from a measuring cylinder. The mixture shall be
thoroughly swirled for about one minute and allowed to stand on a heat
insulating s&face, such as asbestos, or wood, for 30 min to allow oxidation
of the organic matter to proceed. During this period the flask shall be
protected from draughts. Distilled water, 200 ml, shall then be added
along with 10 ml of orthophosphoric acid and one ml of the indicator
( see Note ). The mixture. shall be shaken vigorously. If the, indicator is
absorbed by the soil, a further 1 ml of the solution shall be added. Ferrous
sulphate solution shall then be added from the second burette in 0.5 ml
increments, the contents of the flask being swirled, until the colour of the
solution changes from blue to green. A further 0.5. ml of’ potassium
dichromate shall then be added, changing the colour of the solution back
to blue. Ferrous sulphate solution shall then be added drop by drop
with continued swirling until the colour of the solution changes from blue
6IS:272O(PartXXII)-1972
to green after the addition of a single drop. The total volume of the
ferrous sulphate solution used ( Y) shall be noted to the nearest 0.05 ml.
NOTE-I f corn 1e-xf erric ions which interfere with the end point are pruent in the
soil, after the ad AI-t!.I on of 10 ml of orthophosphoric acid, W2 g of sodium fluoride may
be added before the addition of the indicator.
7. CALCULATIONS
7.1 The total volume ( Yml ) of potassium dichromate used to oxidize the
organic matter in the soil is given by the following formula:
V= 10.5 ( 1 - Y/X)
where
Y= total volume of ferrous sulphate used in this test, and
X = total volume of ferrous sulphate used in the standard-
ization test (see 4.1 ).
7.2 The percentage of organic.matter ( OM ) present in the oven-dried
sample shall be calculated from the following formula:
Oh& percent by weight = “*F, $s ’ ( see Note )
where
w2 = weight on oven-dry basis of the soil sample passing
lO.mm IS Sieve,
V = total volume of potassium dichromate used to oxidize
the organic matter, ( as in 7.1 ),
U’l = weight on oven-dry basis of the total soil sample
taken for the test before sieving, and
Ws = weight on oven-dry basis of the soil specimen used
in the test.
NOTE-T he method is based on the determination of the organic carbon content of
the soil and it assumes that soil organic matter contains an average of 50 percent of
carbon by weight. With the technique employed approximately 77 percent of the
carbon in the organic material is oxidized. These factors are included in the formula
given in 7.2.
8. REPORT
8.1 The test results should be recorded suitably. A recommended pro
forma for recording the results is given in Appendix A.
Br8.2 The organic matter content present shall be reported to the nearest
0.1 percent of the original oven-dry soil.
7IS : 2728 ( Part XXII ) - 1972
SECTJON 2 DETERMINATION OF ORGANIC MATTER
(ALTERNATIVE METHOD) BY THE CHROMIC
OXIDATION EQUIVALENT OF SOIL ORGANIC MATTER
9. SCOPE
9.1 Section 2 of this standard ( Part XXII ) lays down the method for
determining the .percentage by weight of the organic matter present in
soils, by the chromic oxidation equivalent of soil organic matter.
9.2 Determination of organic matter of soil by chromic acid method is the
most rapid and popular type of analysis and has the advantage of mode-
rately satisfactory discrimination of humus from highly condensed forms
including graphite and charcoal.
10. APPARATUS
,104 Electric Hot Plate - with adjustable temperature.
10.2 Beakers - 25O-ml and 400-ml.
10.3 Heat Resistant Glass Test Tubes - 30 x 200 mm.
10.4 Heat Resistant Glass Beaker ( Bath ) - of P-litre capacity.
10.5 Thermometer - one, 0 to 250°C range.
10.6 A One-Litre Shallow Heat Resistant Glass Tray ( Bath )
10.7 Torsion Balance - sensitive to 0.05 g.
10.8 Capillary Tube, Stirrer and Compressed Air Supply
10.9 Stirring Rod - with ends flattened.
10.10 Volumetric Pipettes
10.11 Burette - 50-ml.
11. REAGENTS
11.1 Orthophosphoric Acid, 85 Percent - of specific gravity
1.70 to 1.75.
11.2 Chromic Acid, 0~4 N Solution - Exactly 19.61 g of potassium
dichromate ( oven dry ) is dissolved in about 50 ml of water and then the
solution is diluted to one litre with concentrated sulphuric acid.
11.3 Ferrous Ammonium Sulphate 0.2 N Solution - Exactly 78.44 g
of ferrous ammonium sulphate is dissolved in 300 ml of water containing
20 ml of concentrated sulphuric acid, and the solution is diluted to 1 litre
with water. This solution is made freshly, or titrated against the standard
chromic acid each day.
11.4 %koPhenonthr.oline Indicator 8025 M Solution
12. SOIL SAMPLE FOR TEST
12.1 The soil sample shall be ground to pass a 212-micron IS Sieve and
0.25 g of soil ( 0.05 g if peat, 1.00 g if soil has less than one percent organic
8matter ) shall be taken in a 250-ml beaker or 30 x 200 mm test tube
( &%a?z so 5.1).
13. PROCEDURE
13.1 Oxidation of Organic Matter -From a pipette, 20,ml of 0.4 N
chromic acid solution shall be added to the soil sample in the 250-ml
beaker or test tube, and similar quantity shall be taken for the standardiza-
tion blank. The vessel with mixture shall be placed in the orthophos-
phoric acid bath and heated on the electric hot plate at such a rate that a
temperature of 155°C is reached in 20 to 25 min. The Icontents of tube or
beaker shall be mixed every 5 min during &he eg period. The
temperature is held at 155. to IS@% for an additional 5 mir). The
thermometer shall be kept in the blank, which is simultineouoly heated,
to follow the solution temperature.
13.2 The vessels with samples and blank shall be then removed from the
bath, allowed to drain in the air for 30 set, and then placed in a swater
bath at room.temperature for 2 min. The thermometer shall be removed
with care not to break it by thermal shock.
13.3 Back Titration -The chromic acid solution, now cooled to rooin
temperature, shall be diluted with water to 75 to 200 ml, either in the tube
or 250-ml beaker. Then 5 ml of 85 percent orthophosphoric acid and 4
drops of orthophenonthroline indicator shall be added. The solution shall
be back titrated with the O-2 N ferrous ammonium sulphate until solution
colour turns from green to red at the end point. An air jet stirrer should be
used with the tube. The colour at start is dark_ brownish, and then shifts
sharply from blue to red at the end point. The. blank shall be similarly
titrated. More chromic acid shall be added to fresh samples if the amount
added proves to be inadequate; not over one-half of the chromic acid should
be consumed by dxidation of organic matter.
14. CALCULATION OF RESULTS
14.1 The percentage of organic matter in a soil shall be estimated
as follows:
Organic matter, percent ( in soil ) = 20 1- f X y ( see Note )
( 1
8
where
T = sample titration, ml of approximately O-2 N ferrous
solution;
S = standardization blank -titration, ml of approximately
0.2 N ferrous solution; and
x = weight of soil sample taken, in g.
NOTE - In deriving the constant 0.23, it is assumed a 4 valance change of carbon
occurs, 58 percent carbon occurs in soil organic matter, only carbon is oxidized, and
only 90 percent of total soil organic matter is oxidized.
14.2 The organic matter content present shall be reported to the nearest ;”
0.1 percent of the original oven-dry soil.
9Is:!2720 (Part XXII)-1972
APPENDIX A
( Clause 8.1 )
PROF ORM4F OR RECORDING TEST REQULTS
Determination of Organic Matter Content of Soil
Project . . . . . . . . . . . . . . ..*....... Details of soil samples... . . . . . . . . . . . . . . . . . .
- -
I
Sample number
.- _-
Total weight of original sample
( WI ), in g
Weight-of soil passing IO-mm IS .-
Sieve ( W,), in g
-- .-
Weighing bottle number
Weight of weighing bottle and
dry soil before taking specimen
for test, in g I
Weight of weighing bottle and
dry soil after taking -oecimen
for test, in g
Weight of dry soil specimen used,
_-
( ws ), in g
__ .___ ---A
‘-
Volume of ferrous sulphate
solution added to standardize
potassium dichromate solution
( X), in ml
Volume of ferrous sulphate
solution used to oxidize excess
potassium dichromate solution
.
( Y), in ml
Volume of potassium dichromate
solution used to oxidize or-
ganic matter in soil P = 10.5
( l-Y/X), in ml
Percentage of organic matter in
-6 W-V
soil = ___3 ._ __
w, w, -- -I_
Remarks
---. --.. .._-. _-..__ - --.. __._-.- -
10BUREAU OF INDIAN STANDARDS
Headquarters:
Manak Bhavan, 9 Bahadur Shah Zafar Marg, NEW DELHI 110002
Telephones: 331 01 31, 331 13 76 Telegrams: Manaksenstha
( Common to all Off ices )
Regional Offices: Telephone
Central : Manak Bhavan, 9 Bahadur Shah Zafar Marg, I 331 01 31
NEW DELHI 110002 331 1376
*Eastern : l/14 C. I. T. Scheme VII M, V. I. P. Road. ’ 36 24 99
Maniktola, CALCUTTA 700054
Northern : SC0 445446, Sector 35-C, 2 18 43
CHANDIGARH 160036 I 3 1641
41 24 42
Southern : C. I. T. Campus, MADRAS 600113 41 25 19
I 41 2916
tWestern : Manakalaya, E9 MIDC, Marol, Andheri ( East ), 6 32 92 95
BOMBAY 400093
Branch Offices:
‘Pushpak’, Nurmohamed Shaikh Marg, Khanpur, 2 63 48
AHMADABAD 380001 I 2 63 49
$Peenya Industrial Area 1st Stage, Bangalore Tumkur Road 38 49 55
BANGALORE 560058 38 49 56
Ganaotri Complex, 5th Floor, Bhadbhada Road, T. T. Nagar. 667 16
BH~PAL 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
HY DERABAD 500001
634 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. University P.O.. Palayam f6 21 04
TRIVANDRUM 695035 16 21 17
fnspection Offices ( With Sale Point ):
Pushpanjali, First Floor, 205-A West High Court Road, 2 51 71
Shankar Nagar Square, NAGPUR 440010
Institution of Engineers ( India ) Building,,1 332 Shivaji Nagar, 5 24 35
PUNE 411005
*Sales Office in Calcutta is at 5 Chowringhre Approach, P. 0. Princep 27 68 00
Street. Calcutta 700072
*Sales Office in Bombav is at Novelty Chambers, Grant Road, 89 65 28
Bombay 400007
$Sales Office in Bangalore is at Unity Building, Narasimharaja Square, 22 35 71
Bangalore 560002
Reprography Unit, MS, New Delhi, IndiaAMENDMENT NO. 1 AUGUST 1983
TO
IS:2720(Part XXII)-1972 METHODS OF TEST FOR SOILS
PART XXII DETERMINATIOONF ORGANICM ATTER
(First Revision)
Alterations
-----
(Page 5, ckuure 3.1.3, line 2) - Substitute
'm266-1gT7" for 'Is:266-1g61*'.
(Page 5, clause 5.1, line 2) - Substitute
'IS:272O(Part I)-1983t-'f or 'IS:2720(Part I)-19727'.
(Pugs 5, foot-notea tith ‘*’ and ‘t’ marks) -
Substitute the following for the existing foot-notes:
(firat
'*Specification for sulphuric acid rev&&m).
'Methods of test for soils: Part I Preparation of
dry soil specimen for various tests (second ret&ion).
(BDC 23)
Reprography Unit, BIS, New Delhi, India
|
3025_26.pdf
|
UDC 628’11 : 3’543.3 : 546.13 (Third Reprint JULY 1998) j_ ;r IS : 3025 ( Part 26 ) - 1986
Indian Standard
METHODS OF SAMPLING AND TEST (PHYSICAL AND CHEMICAL )
FOR WATER AND WASTEWATER
PART 26 CHLORINE, RESIDUAL
( First Revision )
1. Scope- Prescribes the iodometric or stabilized neutral ortho-toluidine method for determination
of residual chlorine.
1.1 lodometric method is more precise than calorimetric method where residual concentration
:
exceeds 1 mg/l, but for tower concentration it is not so accurate.
C
1.2 Stabilized neutral ortho-toluidine is useful to determine free available chlorine and combined
chlorine. This method is sensitive to low residual chlorine concentrations, in the range of 5 to
10 rgll.
2. Sampling and Storage - Chlorine is not stable in aqueous solution. Exposure to sunlight or
other light or agitation will accelerate the reduction of chlorine. Therefore, it is recommended that
chlorine determinations be started immediately after sampling and exposure to light and agitation
are to be avoided. The sample can not be stored. Sampling and storage shall be done as prescribed
in IS : 3025 ( Part 1 )-1986 ‘Methods of sampling and test (physical and chemical ) for water and
wastewater : Part 1 Sampling ( first revision )‘.
3. lodometric Method
3.1 Interferences - Oxidized forms of manganese and other oxidizing agents interfere. Redu-
cing agents, such as organic sulphides also interfere. Although the neutral titration minimizes the
inte.rfering effect of ferric and nitric ions, the acid titration is preferred because some forms of com-
bined chlorine do not react at pH 7. Use only acetic acid for titration; sulphuric acid will increase
interferences ; never use hydrochloric acid.
3.2 Reagents
3.2.1 Unless otherwise stated, the reagents should be of analytical reagent grade.
3.2.2 Acetic acid, glacial- See IS : 695-1975 ‘Specification for acetic acid ( second revision)‘.
3.2.3 Potassium iodide-Crystals.
3.2.4 Standard sodium thiosufphate - 0’01 N.
3.2.5 Standard potassium dichromate - 0’1 N.
3.2.6 Starch indicator solution - See IS : 2263-1979 ‘Methods of preparation of indicator solu-
tions for volumetric analysis ( first revision )‘.
3.3 Procedure
3.3.1 Select a sample volume which will require no more than 20 ml of 0’01 N sodium thiosul-
phate. Thus for residual chlorine concentration of 1 mg/l or less, take 1000 ml of sample; for range
of 1 to 10 mg/l, a 500 ml of sample and above 10 mg/l Proportionately less sample.
3.3.2 Take appropriate volume of the sample as given in 3.3.1 and add acetic acid to bring down
the pH to 3 to 4 in the flask. Add about 1’0 g of potassium iodide crystals and mix with a glass rod.
Adopted 31 July 1986 Q September 1987. BIS Gr 2
I I
BUREAU OF INDIAN STANDARDS
MANAKB HAVAN,8 BAHADUR$ HAH ZAFARM ARG
NEWD ELHI1 10002IS : 3025 ( Part 26 ) - 1986
Add chlorine-free distilled water if larger volume is preferred for titration. Titrate with 0’01 N sodi-
um thiosulphate until yellow colour of the librated iodine is almost discharged. Add 1’0 ml of starch
indicator and titrate until the blue colour is discharged. In many cases residual chlorine is very low
and starch needs to be added before starting up the titration.
3.4 Calculation
V, x N x 35450
3.4.1 Residual chlorine, mgjl =
V,
where
VI = volume of standard sodium thiosulphate used,
V, = volume of sample taken for test, and
N = normality of sodium thiosulphate used.
4. Stabilized Neutral Ortho-toluidine Method
4.1 Principle and Theory - The stability of oxidized ortho-toluidine decreases as pli increases.
Anionic surface active reagents stabilize the colour development by free chlorine and ortho-toluidine
at pH 7’0. Sodium di ( 2-ethyl-hexyl ) sulphosuccuiate, is the best stabilizing agent. The optimum
concentration of stabilizer is 40 mg for each 100 ml of sample plus reagents. The final solution
should have pH between 6’5 and 7’5.
4.2 interferences - Strong oxidizing agents, such as bromine, chlorine dioxide, iodine, manganic
compounds and ozone interfere. However, the reduce&forms of these compounds do not interfere.
Reducing agents Iike’nitrites, ferrous compounds, hydrogen sulphide and oxidizable organic matter
do not interfere, but may interfere by reducing the chlorine residual by reaction with chlorine to
produce chlorine ion. Turbidity and colour also interfere unless the background turbidity or colour
is compensated for using a blank.
4.3 Apparatus
4.3.1 Spectrophotometer - Suitable for use at 625 nm providing a light path of I cm or longer
for < 1 mg/l free residual chlorine, or a light path from I to IO mm for free residual chlorine
> I ‘5 mg/l.
4.3.2 Magnetic stirrer assembly
4.4 Reagents
4.4.1 Distilled water - Chlorine demand free. Add sufficient chlorine to distilled water to des-
troy the ammonia and nitrate. The amount of chlorine required will be about IO times the amount
of ammoniacal nitrogen present; produce an initial residual of more than 1’0 mg/l free chlorine. Let
the chlorinated distilled water stand overnight or longer; then expose to direct sunlight until all
residual chlorine is discharged.
4.4.2 Neutral ortho-toluidine reagent - Add 5’0 ml of concentrated hydrochloric acid to 500 ml
chlorine demand free distilled water. Add 10 ml of this acid solution, 20 mg mercuric chloride
( Hg Cl, ), 30 m g of disodium salt of EDTA ( dehydrated ) and 1’5 g of ortho-toluidine dihydrochloride
to chlorine demand free distilled water and dilute to I litre. Store in a brown bottle or in the dark at
room temperature. Protect at all times from direct sunlight. Use for not more than 6 months and
avoid contact with rubber. Do not let the temperature fall below 0°C because the resulting crystal-
lization of ortho-toluidine can lead to deficient subsequent colour development.
4.4.3 Buffer stabilizer reagent - Dissolve 34’4 g dipotassium hydrogen phosphate ( KnHPOa),
12’6 g potassium dihydrogen phosphate ( KHzPOd) and 8’0 g 100 percent solid di ( 2-ethyl hexyl )
sulphosuccinate in a solution of 500 ml chlorine demand free water and 200 ml diethylene glycol,
monobutyl ether. Dilute to I litre with chlorine demand free water.
4.4.4 Potassium iodide solution - Dissolve 0’4 g potassium iodide in chlorine demand free
distilled water and dilute to 100 ml, store in a brown glass stoppered bottle, preferably in a refrige-
rator. Discard when yellow colour is developed.
4.4.5. Sulphuric acid solution - Add cautiously 4’00 ml of concentrated sulphuric acid to chlorine
demand free water and dilute to 100 ml.
2
--IS : 3025 ( Part 26 ) - 1986
4i4.6 Sodium carbonate solution - Dissolve 5’0 g of sodium carbonate in chlorine demand free
distilled water and dilute to 100 ml.
4.4.7 Sodium arsenite solution - Dissolve 5’0 g of sodium arsenite in distilled water and dilute
to 1 litre.
4.4.8 Standard chlorine solution - Obtain suitable solution from the chlorinator gas solution hose
or by bubbling chlorine gas through distilled water. Improve the solution stability by storing in the
dark or brown, glass-stoppered bottle. Standardize it each day of use. Alternatively, dilute house-
hold hypochlorite solution, which contains about 30 000 to 50 000 mg/l chlorine equivalent. This
is more stable than chlorine solution, but do not use for more than 1 week without restandardiza-
tion. Use the same chlorine concentration actually applied in plant treatment to determine chlorine
demand. Depending on intended use, a suitable strength of chlorine solution usually will be be-
tween 100 and 1 000 mg/l. Use a solution of sufficient concentration so that adding the chlorine
solution wili not increase the volume of treated portion by more than 5 percent. Standardize the
soiution using-O.025 N thiosulphate solution. 1 ml of 0’025 N thiosulphate titrant is equivalent
to 0’9 mg chlorine.
4.5 Procedure
4.5.1 Construct a calibration curve by making dilutions of standardized hypochlorite solution.
Take care when diluting to low concentrations because of possible consumption of small amounts of
chlorine by trace impurities. Use chlorine demand free distilled water for dilution.
4.5.1 .I Use 5’0 ml neutral ortho-toluidine and 5’0 ml buffer stabilizer reagent with 100 ml
sample. Place the neutral ortho-toluidine and buffer stabilizer mixture in a beaker on a magnetic
stirrer. Mix and add sample to the reagents with gentle stirring. Measure the absorbance at 625 nm.
The value obtained (A ) from the calibration curve represents the free chlorine residual.
4.5.1.2 Monochloramine - Return any position used for measuring free chlorine in 4.5.1.1 to
the sample. Add with stirring 0’5 ml potassium iodide solution to each 100 ml sample or similar
ratio for other sample volumes. Again measure the absorbance and obtain value ( B ) from calibra-
tion curve. This will give free residual chlorine plus monochloramine.
4.5.1.3 Dichloramine -Return any portion used for measuring the monochloramine in 4.5.1.2
to the sample. Add with stirring, 1 ml of sulphuric acid to each 100 ml of sample, or a similar ratio
for other sample volumes. After 30 seconds for colour development add 1 ml of sodium carbonate
solution, slowly with stirring or until a pure blue solution returns. Measure the absorbance of total
residual chlorine, free chlorine, monochloramine and dichloramine and obtain the value ( C ) from
the calibration curve.
4.5.2 Compensation for interferences - Compensate for the presence of natural colour or turbi-
dity as well as manganic compounds by adding 5‘0 ml arsenite solution to 100 ml of sample. Add
this blank sample to the reagents as above. Use the colour of the blank to set zero absorbance on
the spectrophotometer. Measure all samples in relation to this blank. Read from the calibration curve
the concentrations of chlorine present in the sample.
4.6 Calculation
Free residual chlorine, mg/l = A, including a trichloramine, if present (see 4.5.1.1 ).
Monochloramine, mg/l = (B-A) as mg/l of chlorine (see 4.5.1.2).
Dichloramine, mg/l = 1’03 C-B as mg/l of chlorine (see 4.5.1.2 and 4.5.1.3).
Total chlorine, mg/l = 1.03 C as mg/l chlorine (see 4.5.1.3).
EXPLANATORY NOTE
Chlorination of water and wastewater serves primarily to destroy or deactivate disease-produ-
cing micro-organisms. The other benefit is the overall improvement in water quality. Chlorination
may produce adverse effects. Taste and odour characteristics of phenols and other organic
compounds present in water may be intensified. Potentially carcinogenic chloro-organic compounds,
such as chloroform may be formed. Combined chlorine formed on chlorination of ammonia or amine
bearing waters adversely affects some aquatic life. To fulfil the primary purpose of chlorination and
to minimize any adverse effects, it is essential that proper test methods be used with a fore know-
ledge of limitations of analytical determination. This method supersedes 45 of IS : 3025-1934
‘Methods of sampling and test ( physical and chemical ) for water used in indsutry’.
3
Printed at Printograph, New Delhi-5 (INDIA)
|
7193.pdf
|
-._
IS 7193 : 1994
Indian Standard
GLASS FIBRE BASE BITUMEN FELTS-
SPECIFICATION '
( First Revision )
UDC 691.165: 666-198.211
@ BIS 1994
BUREAU OF INDIAN STANDARDS
MANAK BHAVAN, 9 BAHADUR SHAH ZAFAR MAR0
NEW DELHI 110002
July 1994 Price Group 4Water-Proofing and Damp-Proofing Sectional Committee, CED 41
FOREWORD
This Indian Standard ( First Revision ) was adopted by the Bureau of Indian Standards, after the
draft finalized by the Water-Proofing and Damp-Proofing Sectional Committee had been approved
by Civil Engineering Division Council.
Glass fibre bitumen felts are suitable for use for water-proofing and damp-proofing in buildings
and other situations where penetration of moisture is to be stopped. This standard specifies the
requirements for glass fibre base bitumen feIts. It is an adjunct to IS 1322 : 1993 Specification
for bitumen felts for water-proofing and damp-proofing (fourth revision ).
This is the first revision of the standard. In this standard testing methods to ascertain the physi-
cal properties of glass fibre tissue have been added. All references have also been updated to take
care of latest revision of the referred standards.
In the formulation of this standard due weightage has been given to international co-ordination
among the standards and practices prevailing in different countries in addition to relating it to
the practices in the field in this country.
The 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 7193 : 1994
Indian Standard
GLASS FIBRE BASE BITUMEN FELTS -
SPECIFICATION
( First Revision )
1 SCOPE 1978 and penetration of not less than 7 at 25°C
when tested in accordance with IS 1203 : 1978.
This standard covers the requirement for self
The constant shall consist of finely divided inert
finished glass fibie base bitumen felts used for
filler. The proportion of minei-al inert filler
water-proofing and damp-proofing.
will depend upon the type and the weight of
felt manufactured; but shall not exceed 40 per-
2 REFERENCES
cent by weight of the coating material.
2.1 The Indian Standards listed in Annex 8 are
necessary adjuncts to this standard. 4.3 Mineral Filler
3 CLASSIFICATION It shall consist of finely divided suitable inert
mineral matter which is insoluble in water and
3.1 Glass fibre base felts shall comprise the
passes through 75 microns IS Sieve [ see IS 460
following grades:
( Part I ) : 1985 ].
a) Grade I - Talcum, mica or sand surface
4.4 Mineral Powder for Surfacing
glass fibre base bitumen felts
for water-proofing. 4.4.1 Mineral powder shall be powdered mineral
matter such as talc or mica passing through
b) Grade 2 - Talcum, mica or sand surfaced
600 microns IS Sieve [ see IS 460 (Part 1) : 1985 1.
glass fibre base bitumen felts
Sand passing through 250 microns IS Sieve
foi. damp-proofing.
[ see IS 460 ( Part 1 j : 1985 ] may also be used.
4 MATERIALS
4.4.2 Weight
4.1 Base Membrane
The weight of the surfacing material shall be as
The fibre glass tissue shall be thin flexible uni- follows:
formly bonded mat, composed of chemically
resistant borosilicate staple glass fibres, distri- a) Mica 1.2 to 2.0 kg/l0 m2
buted in a random open porous structure,
b) Talc powder I.5 to 2.25 kg/l0 ma
bonded together with a thermosetting resin
( phenolic type ). The physical properties of c) Sand 3 to 5 kg/l0 m2
the membrane shall be as given in Table 1.
5 MANUFACTURE
Table 1 Requirements of Glass Fibre Tissue
_- The bitumen glass fibre base felt consists of a
Characteristics Requirements Method of continuous mat of resin bonded glass fibres
:A. Test, treated with bitumen. The coatant shall be
Reference
(‘1 (2) (3) (4 uniformly applied. The resultant coated felt
1 Weight per unit 40 g per/ma C-i shall be given superficial application of mineral
area, Min powder to prevent the layer of the coated felt
2 Nominal thickness 0.50 mm Z!GO ,l mm c-2 sticking together in the roll. This also gives
3 Breaking strength, 45 kgf per 150 mm c-3 useful protection against the affects of the sun
Min
4 Porosity 0.6 mm to 1.9 mm c-4 and when laid on roofs does not need further
5 Temperature Shall be unaffected c-4 treatment.
resistance under load in hot
bitumen at 280°C 6 DIMENSION8 AND WEIGHr
for minute
One 6.1 Dimensions
4.2 Bitumen
Unless otherwise specified, glass fibre base felt
It shall have a softening point of not less than shall be supplied in widths of one metre and
105% when tested in accordance with IS 1205 : generally in lengths of 1 m, 10 m and 20 m.
1IS 7193 : 1994
6.2 Weight from the same batch of manufacture, in one
consignment shall constitute a lot.
The weight of the ingredients used in the manu-
facture of glass fibre felts for 10 m2 shall not be 8.1.1.1 The conformity of the lot to the require-
less than those specified in Table 2. ments of this standard shall be determined on
the basis of the inspection and tests carried out
Table 2 Minimum Weight of Glass Fibre on the samples selected from the lot.
Base Bitumen Felts for 10 m2
8.1.2 The number of rolls to be selected from
SI Type of Felt Un;;saeted Coatant Total_Welght in pry a lot shall depend upon the size of the lot and
No. Con&Ion Includmg shall be in accordance with co1 1 of Table 4.
Surfacing Materials
8.1.2.1 These rolls shall be selected at random
(1) (2) (3) (4) (5)
from the lot, and in order to ensure randomness
kg kg kg
of selection, procedures given in IS 4905 : 1968
i) Grade 1 0.4 15.3 18.0
may be followed.
ii) Grade 2 04 22.0 25.0
Table 4 Sample Size and Criterion for Conformity
6.2.1 Method
[( Clauses 6.2.1, 8.1.2, 8.1.3.2, and 8.1.4 ( a )]
For determining the weight, select at random
the number of glass fibre felt rolls as indicated
No. of the Roll No. of Rolls Permissible Sub-Sample
in co1 2 of Table 4. The randomness of selec- in the Lot to be Selected No. of Size No. of
tion is ensured by following the procedure as in the Sample Defective Rolls to be
specified in IS 4905 : 1968. The average weights Rolls Selected
of the rolls selected above shall then be taken (1) (2) (3) (4)
to represent the weight of the rolls in the con-
up to 100 5 0 2
signment and the weight for 10 m2 computed
101 to 150 8 0 3
from this weight.
151 to 300 13 0 4
7 OTHER REQUIREMENTS OF GLASS 301 to 500 20 1 5
FIBRE FELTS
501 to 1 000 32 2 6
7.1 Bitumen felts when tested in accordance 1 001 to 3 000 50 3 8
with the appropriate tests shall conform to the 3 001 and above 80 5 10
requirements given in Ta.ble 3.
8.1.3 Test Samples and Number of Tests
8 SAMPLING AND CRITERIA FOR
8.1.3.1 All the rolls of selection in 8.1.2 shall bc
CONFORMITY
inspected for width, length and visible external
8.1 Sampling defects.
8.1.3.2 The number of rolls to be tested for
8.1.1 Lor
breaking strength, pliability, storage sticking,
All the rolls of the same type and grade and heat resistance, water absorption, and pEessure
Table 3 Requirements of Glass Fibre Felts
( Clause 7.1 )
Sl No. Properties Requirements Reference to
i) Breaking strength, Min kg a) Warp 50 IS 13826 ( Part 1 ) : 1993
b) Weft 30
ii) Pliability test a) Roll shall not show cracks on unrolling IS 13826 ( Part 2 ) : 1993
b) Consider ally surface rupture exceeding
5 mm in length as failure
iii) Storage sticking The lest pieces shall be examined after cooling. IS 13826 ( Part 3) : 1993
After release of load, the layers of felt be
capable of being separated without damaging
iv) Pressure head The test pieces shall show no sign of leakage IS13826( Part 4 ) : 1993
V Heat resistance The test pieces shall show no sign of IS 13826 ( Part 5 ) : 1993
melting of bitumen compound
vi) Water absorption 2 percent IS 13826 ( Part 6 ) : 1993
2IS 7193 : 1994
head, shall be in accordance with co1 4 of shall satisfy all the requirements of the
Table 4. These rolls shall be taken at random characteristic individually.
from those inspected under 8.1.3.1 and found
satisfactory for dimensions. From each of these 9 PACKING
rolls, one test sample of 3 m long and the full
width of the felt shall be cut out for preparing Unless otherwise specified, glass fibre base bitu-
test specimens. Test samples shall not be taken men felts shall be securely packed in rolls. The
from damaged portion of the roll, if any. The bitumen felts need not be wound on core but
required number of test specimens shall be shall be securely wrapped in a craft paper of
taken from each of the test sample and subjec- the same width as the fabric. The wrapper
ted to the corresponding tests. shall completely encircle the roll and shall be
pasted at the overlap in a manner that will
8.1.4 Criteria for Conformity prevent it from opening out. The ends of the
roll need not be covered.
The lot shall be considered to be in conformity
with the requirements of the standard if the 10 MARKING
following conditions are satisfied:
10.1 Each package shall be legibly and indelibly
4 The number of rolls found defective with marked with the follovving:
respect to any characteristic mentioned
in 8.1.3.1 does not exceed the corres- a) Identification of the source of manu-
ponding number given in co1 3 ofTable 4. facture;
b) From the observed vaIues of the breakngi b) The country of maufacture;
strength, the average x and the range R
are calculated for each direction ( that is, c) Type and grade of the glass fibre base
bitumen felts;
warpway and weftway ) separately, and
the value of the expression%-0.6 R is d) Length, width and weight of the roll; and
found to be greater than or equal to the
applicable specified value. e) Batch number in code and date of
manufacture.
NOTES
1 Average 2 is the value obtained by dividing 10.2 BIS Certification Marking
the sum of the observed values by the number
of observed values. Each package may also be marked with the
2 Range R is the difference between the maxi- Standard Mark.
mum and minimum in a set of observed values.
10.2.1 The use of the Standard Mark is governed
C) All the sample rolls tested for water
by the provisions of the Bureau of Indian
absorption shall satisfy the conditions of
Standards Act, 1986 and the Rules and Regula-
water absorption given in Table 3 indivi-
tions made thereunder. The details of conditions
dually.
under which the licence for the use of Standard
4 For all the other characteristics men- Mark may be granted to manufacturers or
tioned in 8.1.3.2 ( except breaking strength producers may be obtained from the Bureau of
and water absorption ), all the test pieces Indian Standards.Is 7193 : 1994
ANNEX A
( Foreword )
COMMITTEE COMPOSITION
Water-Proofing and Damp-Proofing Sectional Committee, CED 41
Chairman
PROFM . S. SHETTY
No. 4, Sapan Baug, Near Empress Garden, Poona-411001
Members Representing
CAST ASHOK SHASTRY Osnar Chemical Pvt Ltd, Bombay
SHRI S. K. BANERJEE( Alternate )
SHRI T. CHAUDHURY National Test House ( ER ), Calcutta
SHRI B. MANDAL ( Alternate )
DIRFCTOR( DESIC;N) National Er:ildings Organization, New Delhi
SHRI D. C. GOEL Central Road Research Institute, New Delhi
SHRI A. K. GUPTA Engineers India Ltd, New Delhi
SHRI D. MOUDGIL ( Alfernate )
SHRI A. K. GUPTA Metro Railway, Calcutta
SHRI K. RAJGOPALAN( Alternate )
SHRI M. B. JAYAWANT Synthetic Asphalts, Bombay
SHRI MOIZ S. KAGDI Polyseal India Engineering Centre, Bombay
SHRI SURENM . THAKKER( .4lternate )
SHRI M. K. KANCHAN Cenral Public Works Department, CD0
SHRI K. D. NARULA ( Alternate )
BRIG V* K. KANITKAR Engineer-in-Chief’s Branch, Army Hxdquxters, New Delhi
SHRI C. S. S. RAO ( Alternate )
SHRI M. H. KHATRI Overseas Writer-Proofing Corporation Ltd, Bombay
SHRI A. BOSE ( Alternate )
SHRI Y. P. KAPOOR Fosroc India Ltd, Bangalore
SHRI V. NATARAJAN( Alternate )
SHRI H. C. MATAI Building Materials & Technology Promotion Council, New Delhi
SHRI M. M. MATHAI Cempire Corporation, Madras
SHRI R. D. NAYAK Bharat Petroleum Corporation Ltd, Bombay
SHRI P. C. SRIVASTAVA( Alternate )
COL D. V. PADSALGIKAR( RETD ) B. G. Shirke & Co, Pune
SHRI R. P. PUNJ Lloyd Bitumen Products Pvt Ltd, Calcutta
SHRI A. K. SEN ( Alternate )
SHRI RAVI WIG MES Builders Association of India, New Delhi
SHRI K. K. MADHOK ( Alternate )
SHRI T. K. ROY STP Ltd, Calcutta
SHRI B. B. BANERJEE( Alternate )
SHRI SAMIR SURLAKER MC-Bauchemic ( India ) Ltd, Bombay
SHRI JAYANT DEOGAONKAR( Alternate )
SHRI R. SARABESWAR Integrated Water-Proofing Ltd, Madras
SR DEPUTY CHIEFE NGINEER Public Works Department, Government of Tamil Nadu
SUPERINTENDINGE NGINEER
( MADRAS CIRCLE) ( Alternate )
SHRI A. SHARIFF FGP Ltd, Bombay
SHRI J. S. SHARMA Central Buildi:lg Research Institute ( CSIR ), Roorkee
SHRI R. S. RAWAT ( Alternate )
SHRI SRAMALS ENGUPTA Projects and Development lndia Ltd, Dhanbad
SHRI U. R. P. SINHA ( Alternate )
SHRI J. VENKATARAMAN, Director General, BIS ( Ex-o.flcio Member )
Director ( Civ Engg )
Secretary
SHRI J. K. PRASAD
Joint Director (Civ Engg ), BIS
41s 7193 : 1994
ANNEX B
( Chuse 2.1 )
LIST OF REFERRED INDIAN STANDARDS
IS No. Title IS No. Title
460 ( Part 1 ) : Specification for test sieves : 13826 Methods of tests for bitumen
1985 Part 1 Wire cloth test sieve ( Part 3 ) : 1993 based felt : Part 3 Storage
( third revision ) sticking test
1203 : 1978 Methods for testing tar and 13826 Methods of tests for bitumen
bitumen : Determination of ( Part 4 ) : 1993 based felt : Part 4 Pressure
penetration head test
1205 : 1978 Methods for testing tar and
13826 Methods of tests for bitumen
bitumen : Determination of
( Part 5 ) : 1993 based felt : Part 5 Heat resis-
soficning point
tance test
4905 : 1968 Methods for random sampling
13826 Methods of tests for bitumen
13826 Methods of tests for bitumen
( Part 6 ) : 1993 based felt : Part 6 Water
( Part 1 ) : 1993 based felt : Part 1 Breaking
absorption test
strength test
13826 Methods of tests for bitumen 1‘826 Methods of tests for bitumen
( Part 2 ) : 1993 based felt : Part 2 Pliability ( Part 7 ) : 1993 based felt : Part 7 Determina-
test tion of binder content
ANNEX C
( Clause 4.1 and Table 1 )
METHODS OF TEST FOR TESTING VARIOUS PROPERTIES
OF GLASS FIBRE TISSUE
C-l METHODS OF TEST FOR TESTING c-2.2 Equipment
DENSITY OF GLASS FIBRE TISSUE
4 Stand with glass plate;
C-l.1 Test Piece
b) Lifting mechanism;
Cut out approximately about 2 m from the roll. c> Metallic cylinder, weighing 227 g; and
Measure and cut a sample exactly 100 cm x d) Dial gauge with clamp.
100 cm.
C-2.3 Method
C-l.2 Procedure C-2.3.1 Place the cylinder on glass plate and
Weigh the sample in a balance having an set the gauge on the cylinder to read zero.
accuracy of 0.5 g and record the results.
C-2.3.2 Cut approximately 100 cm x 100 cm
NOTE - For easier weighing, the piece of 100 cm x across the width.
1OOcm may be cut in smaller sizes and weighed
together. C-2.3.3 Press the clamp to lift the metallic
cylinder to allow for insertion of the sample
C-2 METHOD OF TEST FOR DETERMI- and gently lower the cylinder to rest on the
NATION OF TISSUE THICKNESS sample.
C-2.1 Principles C-2.3.4 Measure the thickness at 12 equally
spaced areas through a dial gauge having a least
The thickness of glass fibre tissue is determined count of 0.01 mm. The loading given shall be
by placing sample on a glass plate, and a metal- 35 g/cm2.
lic cylinder of foot a.:d anvil area both 6.45 cm2
exerting a pressure of 35 g/cm2 and measuring C-2.3.5 The average of 12 readings are taken
the deflection in dial gauge having a least count as the mean thickness and recorded to the
of 0.01 mm ( see Fig. 1 ). accuracy of 0.01 mm.
5IS 7193 : 1994
FIG. 1 ARRANGEMENFTO R MEASUREMENTO F THICKNESS
C-2.4 -Calculation
-IADHESIVE
C-2.4.1 Average the total number of readings
TAPE
and record to an accuracy of O-01 mm.
C-3 METHOD OF TEST FOR TESTING
TENSILE STRENGTH OF GLASS FIBRE
TISSUE
C-3.1 Breaking Strength
The breaking strength is measured along the
length of the reinforcement.
C-3.2 Test Pieces
50 cm - GLASS YARN
Using a 50.0 cm x IO.0 cm template, cut size
REINFORCEMENT
samples of tissue with reinforcement along the
longer side. Number them 1 to 6 ( see Fig. 2 ). (IO Nos.)
C-3.3 Procedure
C-3.3.1 For each of the samples cut two lengths
of adhesive tape measuring approximately
30 cm x 5 cm.
Take sample No. 1, wrap and stick each length
of adhesive tape over the 10 cm wide ends.
This is a precaution taken for the testing of a
membrane material like RP tissue. The tape
enables better gripping of the sample in the
tensile machine gripping jaws.
C-3.3.2 Apply load along the length of the
PIG. 2 TEST SAMPLEF OR TENSILES TRENGTH
sample by moving the lower jaws of the testing
machine away from the upper jaws at about
250 mm/minutes.
C-3.3.5 Average breaking load shall be calcula-
C-3.3.3 Note the breaking load as PI.
ted as follows:
C-3.3.4 Repeat ( C-3.3.1 ) to ( C-3.3.3 ) for the
other 5 samples, and record it as P2, P3, P4, P5 p= Pl + P2 + P3 + P4 + P5 _-+ P6
and P6. 6
6IS 7193 : 1994
C-4 METHOD OF TEST FOR TESTING TEAR division, also record the number of plies used
STRENGTH OF GLASS FlBRE TISSUE in the specimen.
C-4.1 Apparatus
C-4.2.4 Calculate the average tearing force in
Elmendorf type tearing tester as shown in Fig. 3. gram-force to tear a single ply as follows:
The machine is provided with two clamps; one
fixed and the other movable which is carried If the standard 1 600 kgf instrument with
O-100 scale is used.
on a sector shaped pendulum, suspended from a
column by means of a frictionless bearing
located near the apex of the sector. A means Average tearing 16 x Av. scale reading
is provided to hold the pendulum in the raised force ( GE;) = Number of plies
position and a lever to release the pendulum
instantaneously. On releasing the pendulum, C-4.2.5 Report results with tear parallel with
the centre tongue of the specimen is subjected the machine direction and tear perpendicular
to the load of pendulum recorded through a to machine direction.
spring loaded friction pointer on the circum-
ferential scale marked on the pendulum. C-5 METHOD OF TEST FOR TESTING
POROSITY OF GLASS FIBRE TISSUE
C-4.2 Test Procedure
C-4.2.1 With a template, cut 10 specimens of C-5.1 Test Piece
size 53 mm long and 63.0 + 0.15 mm wide,
Five specimens, in the size of the 25 cm x
taking all the plies to b? torn together from a
2.5 cm representative of the glass fibre tissue
single sheet.
mat; shall be taken.
C-4.2.2 Raise the pendulum sector to its initial
position and set the point against its stop. Centre C-5.2 Apparatus
the specimen itI the clamps with the bottom edge
The apparatus shall consist essentially of a
carefully set against the stops. Make the initial
suction fan for drawing air through a known
siit. Depress the pendulum stop quickly as far
area of glass fibre tissue, a circular orifice over
as it will go to release the pendulum. Hold
which the tissue to be tested can be clamped.
down the stop until after the tear is completed
A means of measuring the pressure drop across
and catch the pendulum on the return swing
the mat, and means of measuring the volume of
without disturbing the position of the painter.
air flowing through the tissue.
C-4.2.3 Make only one test per specimen, each
specimen consisting same number of plies. The clamp shall effectively eliminate edge
Record the scale readings to the nearest half leakage.
FIXED CLAMP
1
rADJUSTING SCREW FOR
POINTER FRICTION DEVICE
MOVING
LEVELLING MARKS
FIG. 3 GENERAL VIEW OF ELMENDORP TYPE TEARING STRENGTH TESTER
7IS 7193 : 1994
C-5.3 Procedure cross bars E of stainless steel of 10 mm outside
diameter are so positioned that they are
Mount the test specimen betweet: the clamp
10 mm above base levels ( see Fig. 4).
and the circular orifice with sufficient tension
to draw the unsaturated glass mat smooth. It C-6.3 Procedure
shall not be distorted in its own plane. Draw
C-6.3.1 Fill the dish A with hot bitumen approx
conditioned air through the known area of the
temperature 280°C to a level of 20 mm. Clamp
mat and through the calibrated flow meter at
5 mm of one end of the specimen in clamp C
the rate of 1 m/set and record the pressure
and the other end in clamp D. Attach mass
drop across the tissue in mm of water. Report
into the free end of cord. Ensure that speci-
the average of the test results for five test
men lies at right angle to cross bars E. Place
specimens.
the frame B in dish A. Observe it for one minute
C-6 METHOD OF TEST FOR TESTING for result.
TEMPERATURE RESISTANCE OF GLASS
C-7 METHOD OF TEST FOR TESTING
FIBRE TISSUE
PLIABILlTY OF GLASS FIBRE TISSUE
C-6.1 Test Pieces
C-7.1 Test Piece
Three test specimens of dimension 300 mm x 5 pieces of size 25 mm x 203 mm with a long
75 mm with reinforcement along the longer dimension parallel to the length of roll.
sides shall be taken.
C-7.2 Procedure
C-6.2 Apparatus
Immerse the test piece in water at ( 23°C + 1°C )
C-6.2.1 The apparatus required consists of a for 10 minutes. Remove each specimen indivi-
dish A and a loading frame B. This carries dually and bend over a 6.4 mm rod/tube through
clamps C and D attached to a cord which over a 90” arc. Examine each specimen for cracks
pulley P, carries a mass M ( 200 g ). Two and breaks.
B
-
\
1
I 10mm
1
I T
L I
;:?“RM ;r? T
FIG. 4 TEMPERATURE RESISTANCE TESTING ASSEMBLY
8Borero of Indian Standards
BIS is a statutory institution established under the Bureau o_f Indian Standards Acz, 1986 to
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This Indian Standard has been developed from Dot : No. CED 41 ( 5007 ).
Amendments Issued Since Publication
Amend No. Date of Issue Text Affected
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Printed at Printwell Printers, Aligarh, India
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4410_22.pdf
|
IS 4410 (Part 22) : 1994
Indian Standard
GLOSS4RY OF TERMS RELATING
TO RIVER VALLEY PROJECTS
PART 22 BARRAGES AND WEIRS
UDC 001’4 : 627’432~627’82
Q BIS 1994
BUREAU OF INDIAN STANDARDS
MANAK BHAVAN, 9 BAHADUR SHAH ZAFAR MARG
NEW DELHI 110002
December 1994 Price Group 3Terminology Relating to River Valley Projects Sectional Committee, RVD 2
FOREWORD
This Indian Standard was adopted by the Bureau of Indian Standards, after the draft finalized by
the Terminology Relating to River Valley Projects Sectional Committee, had been approved by the
River Valley Division Council.
A large number of Indian Standards have already been printed covering various aspects of river
valley projects and some more similar standards are in the process of formulation. These standards
include technical terms, and precise definitions for these are required for avoiding ambiguity in
their interpretation. To achieve this aim, the Terminology Relating to River Valley Projects
Sectional Committee is bringing out Indian Standard Glossary of terms relating to river valley
Projects ( IS 4410 1, being published in parts. This Part 22 contains definitions of terms relating to
barrages and weirs.IS 4410 ( Part 22 ) : 1994
Indian Standard
GLOSSARY OF TERMS RELATING
TO RIVER VALLEY PROJECTS
PART 22 BARRAGES AND WEIRS
1 SCOPE 2.8 Barrage
A permanent barrier provided with a series of gates
This standard (Part 22) covers the definitions of terms
across the river to regulate water surface level and
relating to Barrages and Weirs.
pattern of flow upstream and for other purposes,
distinguished from a weir in that it is gated over its
2 GENERAL TERMS
entire length and may or may not have a raised sill.
Terminology adopted in Barrages and Weirs have the
2.9 Bay
following definitions.
One of the main divisions of the diversion structure
2.1 Abutment such as spillway, undersluice, riversluice, regulator
intake, etc, in between two consecutive piers or a pier
A wall constructed at both ends of the structure mainly
and abutment or a pier and the nearest divide wall.
for effective keying the main barrage/weir structure
into the ground at either end and also to perform
2.10 Bed Material
additional functions, such as, retaining the backfill,
protectingthe bankfromerosion,supportingload from Material, the practicle sizes of which are found in
superstructure and confining the flow to the desired appreciable quantities in that part of the bed affected
waterway at the structure. by transport.
2.2 Afflux 2.11 Block Outs
The difference in water level between upstream and Temporary recesses provided in the civil structure to
downstream of a barrage/weir under free flow condition, facilitate proper embedment of steel fixtures for gates,
as a result of construction of the structure on the river. trestles, etc, and which are concreted after their fixing.
2.3 Atllux Bund 2.12 Boulder Stage of River
An earthen embankment or dyke designed to ensure The reach of river characterized by steep bed slope and
that the structure is not outflanked during flood flows a bed comprising a mixture of boulder, shingle, gravel
and in some cases acting as embankment to prevent and sand.
flooding of the country side due to rise in water level.
2.13 Chute Blocks
2.4 Aggradation of Level
Cement concrete block provided at suitable spacing at
An increase or rise in specific levels of the bed (the bed the toe of the downstream glacis of the structure for
level at specific discharge) of a channel at any site. improved energy dissipation.
2.5 Alluvial River 2.14 Coffer Dam
River which flows through alluvium formed from its A temporary structure constructed to exclude water
own deposits. from the work site during construction.
2.6 Apron 2.15 Concentration Factor
A protective layer of stone or other material provided The factor by which the discharge per unit length of a
in the bed of the river where it is desired to prevent barrage/weirassuminguniformdistributiollisrequired
erosion. to be increased for purposes of design to allow for
higher concentration of discharge in some parts of the
2.7 Backwater Curve structure.
The upstream longitudinal profile of the surface of
2.16 Construction Joint
water in a stream/river or free flow conduit from a
point where such water surface is raised above its A joint occurring in a structure composed of
normal level by a diversion structure. homogeneous material, such as earth or concrete,
1IS 4410 ( Part 22 ) : 1994
along a plane or surface, formed by cessation of the 2.28 End Sill
placing of material for a time, such as overnight or for
Raised sill provided at the end of the stilling basin for
several days.
energy dissipation.
2.17 Contraction Joint
2.29 Erosion
A joint provided to localise and minimise development
of cracks due to drying, shrinkage and thermal variations. The lowering of land or river bed due to wearing away
caused by weathering and transportation under the
2.18 Crest influence of wind or water.
The line or area defining the top of the barrage/weir.
2.30 Exit Gradient
2.19 Cut Offs The upward seepage force per unit volume of seepage
water through foundation soil at the tail end of a
Lugs either of R.C.C. masonry or of steel sheet pile,
barrage/weir, tending to lift up the soil particles if it is
provided at the bottom of the structure to protect the
more than the submerged weight of a unit volume of
structure against scours and possible piping due to
the latter. It is also defined as the hydraulic gradient of
excessive exit gradients of the seepage flow below the
emerging stream lines at the end of an impervious
foundations.
apron.
2.20 Design Flood
2.31 Expansion Joint
The maximum blood discharge in the river for which
the barrage/weir waterway, scour, freeboard, etc, are A type of joint provided in the structure to localise and
to be designed. permit longitudinal expansion and contraction when
changes in temperature occur and to permit vertical
2.21 Dewatering movement where differential settlement is anticipated.
Lowering of the water table to facilitate construction
2.32 Filter
of the barrage/weir substructure and item to be done in
a fairly dry condition and to create reasonably dry A layer or combination of layers of graded pervious
condition for foundation work. materials designed and placed in such a manner as to
provide drainage and yet prevent the movement of soil
2.22 Differential Head particles with seepage water.
The difference in water levels between upstream and
2.33 Fish Ladder/Lock
downstream water surfaces of the structure or the
difference in water levels on either side of a pier or Device provided in the diversion structure for the
divide walls. smooth passage of fish from upstream to downstream
and vice versn .
2.23 Divide Wall
Wall constructed usually at right angles to the axis of 2.34 Flank Walls
the barrage extending well beyond the main structure
Retaining wall in continuation of abutments both
to separate the undersluice, riversluices and spillways
upstream and downstream.
into independent units for facilitating regulation.
2.35 Flared Wall
2.24 Diversion Ratio
Retaining wall with its profile gradually changing
The ratio of the flow diverted to the stream flow.
from one slope to another as required. Flared walls
may be straight or curved.
2.25 Diversion Works or Diversion Structure or
Head Works
2.36 Flexible Apron, Talus or Placed Riprap
A collective term for all works required on the river or
channel to divert control or regulate the water level or A protection at the downstream or upstream end of a
water supplies in the river/channels or offtaking barrage/weir, fall, etc, consisting of blocks of concrete
ca na 1s. or masonry or stones or stones in wire crates (gabions).
This is also referred to as loose apron.
2.26 Dominant Discharge
2.37 Free Board
The discharge which is large enough in magnitude and
is of sufficient frequency bf occurrence to have a
The vertical distance betweena specified water surface
dominating effect in determining the size and
and top of the component of a structure under
characteristics of the river course, canals and bed.
consideration.
2.27 Embayment
2.38 Frictioh Block
The area within the swing of the bend of a river. Also
a local recession of a river bank due to erosion, that is, Staggered R.C.C. blocks provided in the stilling basin
a bite taken out of a river bank. for energy dissipation.
2IS 4410 ( Part 22 ) : 1994
2.39 Froude Number 2.47 Looseness Factor
The ratio of the overall length of the barrage/weir
The dimensionless parameter expressing the ratio
provided to theoretically computed minimum stable
between inertia and gravitational forces in liquid. The
width of the riverat the design flood obtained by using
number is obtained by dividing the mean velocity by
Lacey’s equation.
the square root of the product of mean depth and the
acceleration due to gravity:
2.48 Meander
V A meander in a river consists of two consecutive loops,
F,= ___ one flowing clockwise and the other counter clock-
43- wise.
where 2.49 Operating Platform
V = mean velocity, A platform constructed on the top of piers to support
the gate stand and operating mechanism.
g = acceleration due to gravity, and
d = mean total depth. 2.50 Pier
Concrete or masonry structure constructed over the
2.40 Gauge-Discharge Curve/Stage Discharge
waterway for supporting bridge decking, gates and
Curve
hoist operating mechanism.
The curve indicating the relationship between various
2.51 Pitching
levels/stages of the river and corresponding river
discharges at a particular river location. A protective covering of properly packed or built-in-
materials on the earthen surface/sides (side pitching)
2.41 Glacis and bed (bed pitching) to protect them from the erosive
action of water.
The sloping portion of the floor upstream and downstream
of the crest. 2.52 Pond/Pool Level
2.42 Guide Bund The level of relatively still water immediately upstream
the barrage/weir required to facilitate withdrawal into
A protective and training embankment constructed at the canals or for any other purpose.
the side of a barrage/weir to smoothly guide the flow
through the waterway. 2.53 Regime
The condition of a stream or channel in respect of its
2.43 Hydraulic Jump
stability.
The sudden and usually turbulent passage of water
2.54 Retrogression of Level
from a lower level (below critical depth) to higher
level (above critical’depth), during which headloss A general decrease in the bed level of the river or
occurs and the flow passes from supercritical to sub- channel over a sufficiently long length downstream of
critical state. a structure.
2.44 Hydrograph 2.55 Revetment
Agraph showing the stage, discharge, velocity or some
A protective surface of pitching, concrete blocks or
other features of llowing water with respect to time, at
matresses placed on the bottom or banks of a river to
a given site.
prevent or minimize erosion.
2.45 Intake or Head Regulator
2.56 Riprap
A structure built at the diversion structure to divert,
Broken stone dumped or placed on the surface and the
control and regulate water supplies from the pond into
slops of embankments for protection against the action
the canal.
of flowing water, wave wash and heavy rain.
2.46 Lock
2.57 River Sluices
A structure (open rectangular chamber) built in an
open conduit in a reach having a considerable vertical This is a set of sluices similar to the sluiceways and
drop in water levels to pass two-way traffic by means located in between the sluiceways and the spillway
of an open water chamber having movable and water bays and separated from them by means of the divide
tight gates at both ends. The water traffic is rasied or walls. These are nomrally provided in large barrages,
lowered by admitting or releasing water from the for maintaining a still pond just in front of the canal
chamber to negotiate with the desired water level intake and at the same time maintaining the main dry
upstream or downstream. weather river channel active towards the intake.
3IS 4410 ( Part 22 ) : 1994
2.58 River Training 2.68 Specific Energy
Works constructed on a river to guide and confine the It is the energy of stream flow per unit weight at any
flow to the river channel and to control and regulate the section of a channel measured with respect to the
river bed configuration for effective and safe movement channel bottom as datum, namely, vertical depth plus
of floods and river sediment. velocity head corresponding to the mean velocity.
2.59 Scour 2.69 Stilling Basin
The removal of material from the bed of a channel by A short length of paved channel in the exit course of an
flowing water. outlet structure or below a spillway undersluice/
riversluice, in which part of the energy of the flowing
2.60 Sediment water is dissipated and water is discharged into the
downstream Channel in such a manner as to prevent
Fragmental material transported in suspension or
damage to the structure from dangerous scour of bed or
transported and deposited at another location by stream
banks of the channel.
flow, regardless of its size.
2.61 Seepage
2.70 Stone Reserve
A slow movement of water due to capillary action
A quantity of stone kept as reserve on guide bunds,
through pores and interstices of unsaturated close soil
spurs or groynes for emergency use, to prevent deep
material into or out of a surface or subsurface body of
scour occurring and endangering the safety of the
water such as river, canal, etc.
structure.
2.62 Sheet Pile
2.71 Stone Mesh
A long straight stiff structural element, usually made
A type of construction in which shingle, small boulders,
of steel driven in the ground under the barrage/weir
or other form of stone, is held together by a wrapping
floor, mainly to control underseepage and exit gradient
of wire mesh, to give a heavy but more or less flexible
and also to provide protection against scour.
structure used invarious forms as groynes, aprons, low
weirs, etc. Rounded stone is usually preferred to increase
2.63 Silt
flexibility.
A fine grained soil with little or no plasticity.
2.72 Stoplogs
2.64 Silt Factor
Fabricated structural steel or wooden units utilised for
A factor ‘,f in the Lacey’s regime formula and is given temporary closure of any bay, in order to facilitate
by the following equation in regime channels : repairs of the gate and other components of the bay.
f = 1.‘76- 2.73 Sub-Critical Flow
The flow in which the Froude number is less than unity
where and surface disturbances can travel upstream.
M = average particle diameter in mm. 2.74 Super Critical Flow
The flow in which the Froude number is greater
2.65 Sediment Excluder
than unity and surface disturbances will not travel
A device by which silt is precluded from entering the upstream.
canal, consisting usually of a series of R.C.C. tunnels
located infrontofthe intake/head regulatorand at right 2.75 Toe Protection
angles to the axis of the barrage.
Loose stones wire crates or concrete blocks laid or
dumped at the toe of an embankment, groyne, etc, or
2.66 Sluiceways
masonry or concrete wall built at the junction of the
slope of pitching and the bed in channels or at extremities
Sluiceways are a set of bays of the barrage at the canal
of hydraulic structures to counteract erosion.
end to maintain a well defined river channel towards
the intake and scour out the silt/sediment deposited in
2.76 Toe Wall
front of it.
A shallow wall constructed below the bed or floor level
2.67 Spillway to provide a foothold for the sloped pitching or the
facing of an embankment.
This is the set of central bays in a barrage, whose crests
are a little higher than those of the sluiceways and the
2.77 Trash Rack
river sluices. The spillway bays are normally operated,
when the river flow exceeds the normal discharges Metallic racks in front of a intake/head regulator to
through the sluiceways and the canal intake. screen out floating materials, debris, etc.
4IS 4410 ( Part 22 ) : 1994
2.78 Unit Hydrograph provided for flow of water through barrages/weirs,
head regulators, etc.
Hydrograph of storm run-off at a given point on a given
stream, which will result from an isolated rainfall 2.82 Weep Holes
excess ofunit duration, occurringoverthe contributing
drainage area and resulting in a unit depth of run-off. Opening left in walls, aprons linings, foundations, etc,
to permit drainage and reduce pressure.
2.79 Uplift
2.83 Weir
The vertical upward pressure caused by the water
seeping through the pores, cracks and fissures of the A solid barrier across a river/stream water course to
foundation material. raise the water level for diversion purposes.
2.80 Velocity of Approach 2.84 Wing Walls
A mean velocity in the stream immediately upstream
Walls joining the abutment of a structure to earth dyke
of a barrage/weir.
or the banks to retain and protect the earth fill behind
and provide a longer path ofpercolation around the end
2.81 Waterway
of a structure or for improving the flow conditions
The sectional area or the amount of opening (vent) upstream and downstream of the controlling section.Bureau of Indian Standards
BIS is a statutory institution established under the Bureau cf Indian Standards Acf, 1986 to promote
harmonious development of the activities of standardization, marking and qualtty certification of goods
and attending to connected matters in the oountry.
Copyright
BIS has the copyright of all its pubhcatrons. No part of these publications may be reproduced ~,n
any form without the prior permission in writing of BIS. This does not preclude the free USC, in the
course of implementing the standard, of necessary details, such as symbols and sizes, type or grade
designations. Enquiries relating to copyright be aadressed to the Director ( Publications 1. 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.
This Indian Standard has been developed from Dot : No. RVD 2 ( 168 )
Amendments issued Since Ptihllcation
Amend No. Date of Issue Text Affected
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12592_2.pdf
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IS 12592( Part 2 ) : 1991
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Indian Standard
PRECAST CONCRETE MANHOLE COVERS
AND FRAMES-SPECIFICATION
PART 2 FRAMES
( Second Reprint MARCH 1999 )
UDC 628.253 l-033.3
@ BIS 1991
BUREAU OF INDIAN STANDARDS
MANAK BHAVAN, 9 BAHADUR SHAH ZAFAR MARG
NEW DELHI 110002
December 199 1 Price Group 4Cement and Concrete Sectional Committee, CED 2
FOREWORD
This Indian Standard was adopted by the Bureau of Indian Standards, a’fter the draft finalized by the
Cement and.Concrete Sectional Committee had been approvbd by the Civil Engineering Division
Council.
The cost of cast iron is increasing day by day and cast iron manhole covers and frames are prone to
pilferage and misuse since they possess a high resale value. This may result in financial loss due to the
need for replacement of stolen covers and frames, accidents due to open manholes, and other environ-
mental problems. Precast concrete manhole covers and frames are found to satisfy the general
requirements of IS 1726 : 1990 Specification for cast iron manhole covers and frames ( third revision ).
They have also been found to be economical substitute to cast iron manhole covers and frames and, as
such, use of such covers and frames is increasing day by day.
This standard has been prepared with a view to encouraging the manufacture of precast reinforced
cement concrete manhole covers and frames. This standard ( Part 2 ) covers the requirements of
precast reinforced concrete manhole cover frames. Part I of this standard covers precast reinforced
concrete manhole covers.
Precast reinforced concrete manhole covers and frames can be produced in existing factories already
producing precast concrete units. The manufacturing process is simple and requires only ordinary
locally available machinery, such as concrete mixers, vibrators, steel moulds, etc.
The composition of the technical committee responsible for the formulation of this standard is given in
Annex B.
For the purpose of deciding whether a particular requirement of this standard is complied with, the
final value, observed or calculated, expressing the result of a test or analysis, shall be rounded off in
amrdance 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.
.IS12592(P8rt2):1991
Indian Standard
PRECAST CONCRETE MANHOLE COVERS
AND FRAMES-SPECIFICATION
PART 2 FRAMES
1 SCOPE 4.3 Concrete
The mix proportion of concrete shall be determined
1.1 This standard ( Part 2 ) covers the require-
by the manufacturer and shall be such as will
ments for percast reinforced cement concrete
produce a dense concrete without voids, honey-
manhole cover frames intended for use in sewerage
combs, etc ( see IS 456 : 1978 ). The minimum
and water works.
cement content in the concrete shall be 360 kg/m’
2 REFERENCES with a maximum water cement ratio of 0.45.
Concrete weaker than grade M 0 shall not be
2.1 The Indian Standards listed in Annex A are used. Compaction of concrete shall be done by
necessary adjuncts to this standard. machine vibration.
4.4 Reinforcement
3 GRADES AND TYPES
The reinforcing steel shall conform to IS 226: 1975
3.1 Manhole cover frames shall be of the following or IS 432 ( Part 1 ) : 1982 or IS 432 ( Part 2 ) :
four grades and types: 1982 or IS 1786 : 1985 as appropriate.
Grades Grade Type/Shape of 4.4.1 Reinforcement shall be clean and free from
loose mill scale, loose rust, mud, oil, grease or any
Designation Cover Frame
other coating which may reduce or destory the
Light Duty LD-2’5 Rectangular, square bond between concrete and steel. A slight film of
and circular rust may not be regarded as harmful but steel
shall not be visibly pitted by rust.
Medium MD-10 Rectangular and
Duty circular 4.5 Steel Fibre
The diameter/equivalent diameter of steel fibres,
Heavy HD-20 Circular, lamphole, where used, shall not be greater than 0’75 mm.
Duty square, and
The aspect ratio of the fibres ( ratio of the length
rectangular ( scrap-
of the fibre to its diameter/equivalent diameter )
per manhole )
shall be in the range of 50 to 80. The minimum
volume of fibres shall be 0’5 percent of the
Extra Heavy EHD-35 Circular,
volume of concrete.
Duty square, and
rectangular ( scrap- 4.6 Admixtures
per manhole )
Where admixtures are employed, they shall be used
in such proportions as to have no harmful effects
4 MATERIALS
on the setting, hardening and durability of the
concrete. The admixtures, where used, shall con-
4.1 Cement
form to IS 2645 : 1975 or IS 9103 : 1979.
The cement used shall conform to IS 269 : 1989 or
4.1 Water
IS 455 : 1989, or IS 1489 ( Parts 1 and 2 ) : 1991
or IS.09 : 1990 or IS 8041 : 1990 or IS 8043 : The water used shall be free from matter harmful
1991 or IS 8112 : 1989. to concrete or reinforcement or matter likely to
cause efflorescence in the units and shall conform
4.2 Aggregates to the requirements of IS 456 : 1978.
The aggregates used shall be well graded. The 5 SHAPES AND DIMENSIONS
nominal maximum size of coarse aggregate shall
not exceed 20 mm. The aggregate shall be clean 5.1 Shapes
and free from deleterious matter and shall conform The shape of precast concrete manhole cover
to the requirements of IS 383 : 1970. frames shall be square, rectangular or circular.
1
“,IS 12592 ( Part 2 ) : 1991
5.2 Dimensions and Tolerances 7.3.2 Steam curing of manhole cover frames may
be adopted instead of method specified in.7.3.1
The dimensions and tolerances on dimensions of provided the requirements of pressure or non-
cover frames shall be as shown in Table 1 but pressure steam curing are fulfilled and the manhole
inside dimensions at top shall match with the cover frames meet the requirements speciEed in
corresponding covers so that the maximum clear- this standard.
ance at top between the frame and the cover is not
more than 5 mm and the top surface of the frame 7.4 Edge Protection and Finishing
and cover is in level within a tolerance off 5 mm.
The top and inside surface of cover frames shall be
6 DESIGN smooth. To prevent the top outer edge from 1
possible damages, it shall be proteced by 25 mm x
6.1 Design of reinforced concrete manhole cover 3 mm mild steel flat as part of the frame.
frame shall be done according to IS 456 : 1978. Sufficient number of steel connectors shall be
welded to the inner surface of the mild steel flat
7 MANUFACTURE so as to connect it with the frame reinforcement
and these shall be embeded in the concrete during
7.1 Mixing casting. Exposed surface of mild steel flat shall
be given suitable treatment with anticorrosive paint
Concrete shall be mixed in a mechanical mixer.
or coating.
Mixing shall be continued until there is a uniform
distribution of the materials and the mass is uni-
7.4.1 Suitable arrangements may be made for
form in colour and consistency.
fixing the manhole cover frames in position on the
manholes by mutual agreement between the manu-
7.2 Placing and Compaction
facturer and the purchaser.
The reinforcement shall be placed in proper 8 PHYSICAL REQUIREMENTS
position in steel moulds coated with a thin layer
of mould oil, Concrete shall be filled to slightly 8.1 General
overfill the moulds and compacted by vibration
and struck off level with a trowel. All the frames shall be sound and free from cracks
and other defects which interferes with the proper
7.2.1 Use of needle vibrators for compacting the placing of the units or impair the strength or per-
wet concrete mix containing fibres is not recom- formance of the units. Minor chippings resulting
mended since the holes left by the vibrator in the from the customary methods of handling and
wet mix may not close after its removal owing to transportation shall not be deemed ground for
interlocking of the fibres with the mix. Compaction rejection.
by means of shutter or form or table vibrators is
recommended. In case of extra heavy duty and 8.2 Dimensions
heavy duty cover frames, compaction by means of
pressure cum-vibration technique may also be The overall dimensions of the cover frames shall
employed so as to achieve dense and strong be as specified in 5.
concrete.
9 SAMPLING AND INSPECTION
7.2.2 Clear cover to reinforcement shall be not
less than 15 mm. 9.1 Scale of Sampling
7.2.3A fterd emoulding, cover frames shall be 9.1.1 Lot
protected until they are sufficiently hardened to In a consignment 500 precast concrete manhole
permit handling without damage. cover frames or a part thereof, of the same type
and dimensions and belonging to the same batch
7.3 Curing of manufacturer, shall be grouped together to
constitute a lot.
7.3.1 The hardened concrete manhole cover frame
shall be placed in a curing water tank or taken to 9 1.2 For ascertaining the conformity to the
the curing yard where they shall be kept continu- materials in the lot to the requirements of this
ously moist for at least 28 days. Frames may .be specification, samples shall be tested from each lot
water cured by immersion in water, covering with separately.
water saturated material or by a system of per-
forated pipes, mechanical sprinklers or any other 9.1.3 The number of cover frames to be selected
approved method that will keep to cover frames from the lot shall depend on the size of lot and
moist during the specified curing period. shall be according to Table 2.
2Table 1 Dime~~foos of Precast Cowete Mambo& Cover Fmam
( CZwe 5.2 )
DETAIL AT X
25x3 mm
MANHOLE COVER
MANHOLE FRAME WITH COVER
Grads Designation Description y=oyw B c D
LD- 2’5 Li pht Duty Rectangular 4soxaod SO
LD-2’5 Light Duty Square 50
z:,” 1 S550O0 50
:x
LD-2’5 Light Duty Circular 370 $0
350 50
I
MD-10 Medium Duty Circular 450 SO :o”
480 50’
500 50 50
MD-IO Medium Duty Rectangular 450 x 600 50 50
HD-20 Heavy Duty Circular 500 3:
% I 75
HD-20 Heavy Duty Lamphole 350 75
HD-20 Heavy Duty Square 560x 560
HD--20 Heavy Duty Rectangular 900x450 ::
( scrapper manhole )
EHD-35 Extra Heavy Duty Circular
z 7’:
EHD-35 Extra Heavy Duty Rqunrc 560X560 75
EHD-35 Extra Heavy Duty 900X600 75
Rectangular
( scrapper manhole ) j
NOTES
1 Tolerance on C shall be f 5 mm and tolerance on D and E shall be +-t-mm.
2 Fur designs other than those 6iven in the Table, the dimensions may be mutually agreed to between the
manufacturer and the purchaser.
3 For facility ui removing the manhole cover suitable upward tapering not more than 5’ may be provided to
the inner periphery of the frame.
4 Proper chamferin of corners as shown in Figure above Table 1 may be done by agreement between the
manufacturer and the purchaser.
3IS 12592 ( Part 2 ) : 1991
Table 2 Scale of Sampliag and Permissible 9.3.2 The number of units with dimensions outside
Number of Defecther the tolerance limit and/or visual defects among
those inspected shall be less than or equal to the
( Cluu~es 9.1.3 and 9.3.2 ) corresponding acceptance number given in column
3 of Table 2.
No. of Cover Dimensional Requirement
Frames in the 10 MANUFACTURER’S CERTIFICATE
l.ot _------h----~
Sample Size Ag”ez:b”,“,“e 10.1 The manufacturer shall satisfy himself that
the manhole cover frames conform to the require-
ments of this specification, and, if requested, shall
(1) (2) (3)
supply a certificate to this effect to the purchaser
up 10 100 10 I or his representative.
101 to 200 15 1
11 MARKING
201 to 300 20 2
301 to 500 30 3 1.11 Foliowing information shall be clearly and
r;;z;nently marked on top of each manhole cover
9.2 Number of Tests
a) Manufacturer’s name or Trade Mark;
All the cover frames selected according to 9.1.3
shall be checked for dimensions ( see 8.2 ) and b) Grade designation denoted by LD-2’5/
inspected for visual defects (see 8.1 ). MD-IO/HD-ZO/EHD-35;
c) Any identification mark as required by the
9.3 Criteria for Conformity purchaser.
9.3.1 The lot shall be considered as conforming to 11.1.1 Date of manufacture of the manhole cover
the requirements of this specification if the condi- frame shall be clearly and permanently marked at
tions mentioned in 9.3.2 are satisfied. any appropriate location.
ANNEX A
( Item 2.1 )
LIST OF REFERRED INDIAN STANDARDS
IS No. Title IS No Title
226 : 1975 Structural steel (standard quality) 456 : 1978 Code of practice for plain and
(fifrh revision ) reinforced concrete ( third
revision )
269 : 1989 c3e3m egnrta d(efo urtho rdirneavriy& n )P ortland 1489
Portland-pozzolana cement: Part
( Part 1 ) : 1991 1 Flyash based ( thirdrevision )
383 : 1970 Coarse and fine aggregates from
Portland-pozzolana cement : Part
2 Calcined clay based ( third
revision )
432 Mild steel and medium tensile 1786 : 1985 High strength deformed steel
( Part 1 ) : 1982 steel bars and bard-drawn steel bars and wires for concrete
wire for concrefe reinforcement: reinforcement ( third revision )
Part 1 Mild steel and medium
tensile steel bars ( third revision ) 6909 : d990 Supersulphated cement (Jjrst
revision )
432 Mild steel and medium tensile
( Part 2 ) : 1982 steel bars and hard-drawn steel 8041 : 1990 Rapid hardening Portland cement
( second revision )
wire for concrete reinforcement:
Part 2 Hard-drawn steel wire 8043 : lggl Hydrophobic Portland cement
( fhird revision ) ( second revision )
455 : 1989 Portland slag cement (fourth 8112 : 1989 43 grade Ordinary Portland
revision ) cement (first revision )
4IS 12592 ( Put 2 ) : 1991
ANNEX B
( Foreword )
Cement and Concrete Sectional Committee, CED 2
Chairman Representing
1)~ H. C. VtSVESVARAYA In personal capacily ( Vnivbrsity of Roorkrr, Roarkee 247667)
Members
SHRI B. R. BHARTIKO B. G. Shirke L Co, Pune
SHRI U. N. RATH
SHRI H. BHATTACHARYA Orissa Cement Limited, New Delhi
DR A. K . CHATTERJEE The Associated Cement Companies Ltd, Bornhay
SHRI S. H. SUBRAUANIAN ( Allernolc )
CHIEP ENGINEER ( DESIGNS ) Central Public Works Department, New Delhi
SUPERINTENDING ENGINEER ( S & S )
( A/Ierm/e )
CHIEF ENGINEER, NAVAGAM DAM Sardar Sarovar Narmada Nigam Ltd. Gandhinagar,
SUPERINTENDING ENGINEER, QCC
( Alrernnre )
CHIEF ENGINEER ( RESLARCH-CUM- irrigation and Power Research Institute, Amritsar
DIRECTOR )
RESCARCH OFFICER ( CONCRETE
TECHNOLOGY ) ( drernate )
DIRECTOR A. P. Engineering Research Laboratories, Hyderabad
JOINT DIRFCTCIR ( Alrernare )
DIRECTOR (CMDD ) (N & W ) Central Water Commissioo, New Delhi
DEPUTY DIHECTOR ( CMDD )
( NW & S ) ( Alfernate )
SHIU K. H. GANOWAL Hyderabad Industries Limited, Hyderabad
SHRI V. ~‘AI-TABHI ( A/terJJcJfe )
SHRI V. K. GHANEKAR Structural Engineering Research Centre (CSIR ), Ghaziabad
&RI S. G~PINATH The India Ccmcnts Limited, Madras
SHRI R. TAMILAKAUAN ( Alternate )
SHRI S. K. GUHA THAKURTA Gannon Dunkerlcy % Company Limited, Bombay
SHRI S. P. SHANKARANARAYANAN
( AhUJJalc )
DR IRSHAD MASOOD Central Building Research Institute ( CSIR ). Roorktt
DR MD KHALID ( Alternare )
JOINT DIRECTOR, STANDARDS ( B & S ) (CB-I) Research, Designs and Standards Organization ( Ministry of
Railways ), Lucknow
JOINT DIRECTOI~ STANUARDS ( B & S j/
( CB-I I ) ( A/terJJPle )
!&RI N. G. JOSHI Indian Hume Pipes Co Limited, Bombay
SHRI P. D. KELKAR ( Alrernate )
SHRI D. K. KAN~NGO National Test House, Calcutta
SHRI D. R. MEENA ( Alternate )
SHRI P. KRISHNAMURIHY Larsen and Toubro Limited. Bombay
SHRI S. CHAKRAVARWY ( Allrrnare )
!jHRl A. K. LAI National Buildings Organization. New Delhi
SHRI T. R. BHATIA ( A/fcrJJUJP )
SHRI G. K. hlAJuMIIAR Hospital Services Consultancy Corporation ( India ) Ltd,
New Delhi
SHRI S. 0. RANO.\RI ( Alrcrrlofe )
SHRI M. K. MUKHF.RJF.E Roads Wing. Department of Surface Transport ( Ministry of
Transport ), New Delhi
SHRI M, K. GHOSH ( Alternote )
SHRI I’. N. MCHTA Geological Survey of India. Calcutta
SHRI J. S. SANGANLRIA ( Attrrwte )
MEMBERS ECRETARY Central Board of Irrigation and Power, New Delhi
DIR~CTUR ( C‘IVIL ) ( Aherrrulf )
SHRI NIRLUL SINOH Development Commissioner for Cement Industry ( Ministry of
Industry )
&RI S. S. MIGLANI ( Alternote )
5Is 12592 ( Part 2 ) : 1991
Members Rcpresenticg
SHRl R. c. PARAre Engineer-in-Chief’s Branch, Army Headquarters
LT-COL R. K. SINOH ( A/tcrnutc )
SHRI H. L%P ASRICHA Hindustan Prefab Ltd. New Delhi
SHRTY . R. PRUL,L Central Road Research Institute ( CSlR ), New Delhi
SHR~ S. S. SEEHRA( Alternate )
SHRI Y. Ix. PHULL Indian Roads Congress. New Delhi
SHRIR . H. SHARMA( Abernore )
DR C. RAIKUMAR National Council for Cement and Building Materials, New Delhi
DR S. C. AHLUWALUI( Alrernore 1
Directorate General of Supplies and Disposals, Ne.w Delni
SHRI G. RAMDAS
SWRI R.C. SHAitMA( AIlernate )
DR M. WAMAIAH Structural Engineering Research Centre ( CSIK ), Madras
DR A. G. MAD~UVA RAO ( Allercate )
REPRWNTATIVE Builders Association of India, Bombay
S&au A. U. RKJHSIN&ANI Cement Corporation of India. New Delhi
SW C. S. SHARJ~A( Alrernate )
SHRI T. N. SUFIBAR AO Gammon India Limited, Bombay
Srntr S. A. REDDI ( ,&ernafc )
SUPT. ENGINEER ( DESIONS) Public Works Department, Government of Tamil Nadu
EXIXUTIVEE NGINEER( S.M.R. DIVISION)
( Alfernale )
SHRI S. B, SUIU Central Soil and Materials Research Station, New Delhi
SHRI N. CHANDRASEKARA(N A lternarr )
DR H. C. VI~VIZSVARAYA The Institution of Engineers ( India ), Calcutta
SHRI D. C. CHATURV~D(I Alrernute )
SHRI G. RAMAN. Director General. BlS (Ex-oficio Member )
Director ( Civil Engg )
Secretary
SHRI N. C. BANDYOPADWAY
Joint Director ( Civil Engg ), BIS
Precast Concrete Products Subcommittee, CED 2:9
Convener Representing
SHRI G. K. MAZUMDAR It1 Personal Capacity ( Hospital Services Consultancy
Corpordtion (India) Ltd, New Delhi )
Members
CHIEP ENGINEER Delhi Development Authority, New Delhi
SHRI M. KUPPUQWAMY( Alternate )
SHRI B.K. JINDAL Central Building Research Institute ( CSIR ), Roorkee
SHRI B.N. HIRA ( Alretnate )
JOINTD IRECTORS TANDA’RDS( B & S ) (CB-I) Research, Designs and Standards Organization, Lucknow
JOINT DIRECTOR,S TANDARDS ( B Br S )
( CB-11) ( Alrernate )
SHRI C. G. VITHAL RAO ( Alternate )
SHRI N. G. JOSHI Indian Hume Pipe Company Limited, Bombay
SHRI Y. R. C. NAIR.( Airernere )
SHRI M. KUNDU Hindustan Prefab Limited, New Delhi
SHRI L. C. LAI In Personal Capacity ( B-17, West End. New Delhi 110023 )
SHRI M. M. MlSrRY National Buildings Organizati.on, New Delhi
SHRI A. G. DHONOADI?( Affer~nle )
SHRI K. V. NAFR Engineering Construction Corporation Group, Larsen and
SHRIK . JAYARAMAN( Alterhole ) Toubro Ltd, Madras
SHRI B. V. B. PAI The Associated Cement Companies Ltd Bombay
SHRI P. G. ~JTAGIKAR( Allerlrore )
DR C. RAJKUMAK National Council for Cement and Building Materials, New Delhi
DR S. C. MAITI ( AItcrnare )
SHRI G. SEETHURAMAN Central Water Commission. New Delhi
6IS 12592 ( Part 2 ) : 1991
SHRI B. G. SHIRKE B. G. Shirke & Company, Poona
SHRI U. N. RATH ( A/remote )
I-T COL R. K. SINGH Engineer-in-chief’s Branch, Army Headquarters, New Delhi
SHRI SUCHA SINGH ( Altrrrrale )
SHRI H. G. SREENATH Structural Engineering Research Centre ( CSJR ), Madras
SHRI K. MANI ( Alrernare )
SUPFRINTENDINGE NGINEER( P & S ) Tamilnadu Housing Board, Madras
PROJECTO FFICER ( Alrernafe )
SUPERINTENDINGS URVEYORO F WORKS ( NZ ) Central Public Works Department. New Delhi
SURVEVORO F WORKS ( NZ ) ( Alfcrnafr )
SHRI S. B. Suri Central Soil and Materials Research Station. New Delhi
SHRI P. L. Kashyap ( Alternate )
7Bureau of Indian Standards
BIS is a statutory institufion 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.
CopyrighS
BIS has the copyright of all ils 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 dcsignnlions.
Enquiries relating to copyright be addressed to the Director (Publication), BIS.
Review of Indian Standards
Amendments are issued to standards as the need arses on the basis of comments. Standards are also reviewed
periodically; a standard along with amendments is reaffirmed when such review indicates that no changes are
needed; if the review indicates that changes are necdcd, it is taken up for revision. Users of Indian Slandards
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 ( 4717 )
Amendments Issued Since Publication
Amend No. Dale of Issue Text Affected
--
-
--
_. .
BUREAU OF INDIAN ST’R~DnRDS
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7779_1_2.pdf
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IS : 7779 ( Part I/Set 2 ) - 1995
Indian Standard
SCHEDULE. FOR PROPERTIES AND
AVAILABILITY OF STONES FOR
CONSTRUCTION PURPOSES
PART I GUJARAT STATE
Section 2 Engineering Properties of -Building Stones
( First Reprint JANUARY 1991 )
UDC 691.21 (547.1) (083.4)
0 Copyright 1975
BUREAU OF INDIAN STANDARDS
MANAK BHAVAN, 9 BAHADUR SHAH ZAFAR MARG
NEW DELHI 110002
Cr2 November1975IS : 7779 ( Part I/See 2 ) - 1975
Indian Standard
SCHEDULE FOR PROPERTIES AND
AVAILABILITY OF STONES FOR
CONSTRUCTION, PURP&ES
PART I GUJARAT STATE
Section 2 Engineering Properties 01 Building Stones
Stones Sectional Committee, BDC 6
Chairman Reprem t ing
SHBI C. B. L. MATHUB Public Works Department, Government of
Rajastban, Jaipur
Members
SHRIK . K. A~~AWALA Builders’ Association of India, Bombay
SHBI K. K. MADHOK ( Alternate )
SHRI T. N. BHARQAVA Ministry of Shipping & Transport ( Roads Wing )
SHRI J. K. CHABAN Engineer-in-Chtef’r Branch ( Ministry ofDefence )
SHRI K. N. SUBBA Rno ( Altcraate)
CHIEF ARCHITECT Central Public Works Denartment. New Delhi
LALA G. C. DAE National Test House, Calcutta -
SERI P. R. DAS ( Alternate )
SBBI Y. N. DAVE Department of Geology & Mining, Government
of Rajasthan, Udaipur
SHRIR . G. GUPTA (Alternate)
DEPUTY DIRECTOR ( RESEARCH ), Public Worka Department, Government of Orissa,
CONTROL & RESEARCH LABORA- Bhubaneshwar
TORY
DEPUTY DIBECTOR ( RESEARCH ) Public Works Department, Government of Uttar
Pradesh. Lucknow
DR M. P. DBIB Central Road Research Institute ( CSIR ),
New Delhi
SHBI R. L. N~NDA (Alternate)
DIRECTOB, ERI Public Works Department, Governhent of
Gqarat, Baroda
DIRECTOR (~CSMRS ) * IC..e ntral IW ater Commission, New Delhi
DEPUTY DIRECTOR ( CSMRS ) ( Atternate )
( Continued on page 2 )
@ Copyright 1975
BUREAU OF INDIAN STANDARDS
This publication is protected under the Indian Copyright Act (XIV of 1957) and
reproduction in whole or in part by any meana except with written permission of the
publisher shall be deemed to be an infringement of copyright under fhe said Act.IS : 7779 ( Part I/Set 2 ) - 1975
( Conlinr~cdfrom page 13
Members Representing
DIRECTORM, ERI Irrigation & Power Department, Government of
Maharaihtra, Bombay
RESEARORO ~FICEB,M ERI (Alternate)
SHRIM . K. GU~TA Himalayan Tiles & Marble Pvt Ltd, Bombay
SHBIS . D. PATHAK( Alternate)
DR IQBALA LI Engineering Research Laboratory, Government
of Andhra Pradesh, Hyderabad
Sartr A. B. LINQAM( Alternate)
Srmr D. G. KADKADE The Hindustan Construction Co Ltd, Bombay
SEBI V. B. DESAI ( AIlcrnatc)
SnnrT.R. MEHANDBIJ Institution of Engineers ( India ), Calcutta
SEnI Pm& SWARUP Department of Geology & Mining, Government
of Uttar Pradesh. Lucknow
SHRIA . K. A~ARWAL ( AIlernats)
DR A. V. R. RAO National Buildings Organiiation, New Delhi
SHRIJ . SEN G~~PTA( Alternate)
DR B. N. SINHA Geological Survey of India, Calcutta
SER S. R. P~ADEAX ( Altemale)
SUPERkI T ENDINQ E N o I N n E R Public Works Department, Government of Tamil
( DESIGNS) Nadu, Madras
DEPUTYC EIIEFE NCXNEER( I 8t D )
( Alfcrnale)
SUPEBINTENDINOE N o I N E E B Public Works Department, Government of Andhra
( DESIGN& PLANNING) Pradesh, Hyderabad
SUPERINTENDINQ ENGINEER Public Works Department, Government of
( DESIGNS) Karnataka, Bangalore
SUPE~INTENDINOE v o I N ICE R Public Works Department, Government of West
( PLANNINGC IRCLE) Bengal, Calcutta
SUPERINTENDINGS TJ~VEYOR op Public Works Department, Government of
WORKS Himachal Pradesh, Simla
SHRI D. AJITHAS IMEA, Director General, IS1 ( Ex-oficio Member)
Director ( Civ Engg )
Secretary
SHRI K. M. MATHU~
Deputy Director ( Civ Engg), IS1
2IS $7779 ( Part I/&c 2 ) - 1975
Indian Sandard
SCHEDULE F6R PROPERTIES AND
AVATLi%&ILITY OF STONES FOR
CLYNSTRUCTION PURPOSES
PART I GUdARAi STATE
Section 2 Engineering Properties of Buiiding’%ones
0. FOREWORD
0.1 This Indian Standard ( Part I/Section 2 ) was adopted by the Indian
Standards Institution on 19 August,l975, after the draft finalized by the
Stones Sectional Committee had, been approved by the Civil Engineering
Division Council.
0.2 Stones are available inlarge quantities in different parts of the country.
To choose and utilize them for various uses, it is necessary to know their
availability and also the strength properties determined according to the
standard procedures. Accordingly, this Indian Standard is being formula-
ted to cover this information for each-State in the country. This standard
will be published in parts, each part covering a State. -For the facility of
compiling and use of the standard, each part will be divided into three
sections. Part I covers Gujarat State and will be issued in three sections.
Section 1 gives information on the availability of stones in the form of
map showing geological classification and known quarries. Section 2 covers
engineering properties of building stones; and Section 3 covers engineering
properties of stone aggregates. It is hoped that with the publication
of this data it will be convenient for the users of stone to know not only the
availability of stones but to select them in a scientific way depending upon
the requirement for the particular use.
0.2.1 The information included in this part covers data collected up to
the end of 1974. Further information, as and when received, will be added
as amendment to this standard.
0.3 The information contained in this section is based on the data provided
by Engineering Research Institute, Public Works Department of Gujarat
State.
3ISt7779(PartI/Sec2)-l975
O-4 In reporting the results of a test or analysis made in accordance with
this standard, if the final value, observed or calculated, is to be rounded off,
it shall be done in accordance with IS : 2-1960*.
1. SCOPE
1.1T his standard ( Part I/Section 2 ) covers engineering properties of
building stones of Gujarat State.
2. TEST RESULTS
2.1 The test results of most of the types of building stones collected for
some of the important properties according to relevant Indian Standards
are given in Table 1.
*Rules for rounding off numerical valuea ( rwised ) .
4--.
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EN ISO 5817.pdf
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devreser
sthgir
llA
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4002
RONFA
©
FE102994 ISSN 0335-3931
European standard NF EN ISO 5817
May 2004
French standard
Classification index: A 89-231
ICS: 25.160.40
Welding
Fusion-welded joints in steel, nickel,
titanium and their alloys
(beam welding excluded)
Quality levels for imperfections
F : Soudage — Assemblages en acier, nickel, titane et leurs alliages
soudés par fusion (soudage par faisceau exclu) — Niveaux de qualité
par rapport aux défauts
D :Schweißen — Schmelzschweißverbindungen an Stahl, Nickel, Titan
und deren Legierungen (ohne Strahlschweißen) — Bewertungsgruppen
von Unregelmäßigkeiten
French standard approved
by decision of the Director General of AFNOR on April 20, 2004 taking effect on
May20, 2004.
Replaces the approved standard NF EN 25817, dated November 1992.
Correspondence
The European standard EN ISO 5817:2003 has the status of French standard. It
reproduces in full the international standard ISO 5817:2003.
Analysis
This document provides the quality levels for imperfections in fusion welded joints
(beam welding excluded) in all types of steel, nickel, titanium and their alloys. It
applies to material thicknesses greater than 0.5 mm.
Descriptors
Technical International Thesaurus: welding, fusion welding, welded joints, steels,
nickel, titanium, alloys, weld defects, designation, quality, level: quantity, limits.
Modifications
With respect to document replaced, revision of the standard.
Corrections
Publishedanddistributedby Association Française de Normalisation (AFNOR — French standard institute) — 11, avenue Francis de Pressensé —
93571 Saint-Denis La Plaine Cedex — Tel.: + 33 (0)1 41 62 80 00 — Fax: + 33 (0)1 49 17 90 00 — www.afnor.fr
Distributed by "Comité de Normalisation de la Soudure" (CNS), Z.I. Paris Nord II, 90, rue des Vanesses, 93420 Villepinte —
Tel.: + 33 (0) 1 49 90 36 00 — bp 50362 — 95942 Roissy CdG Cedex
© AFNOR 2004 AFNOR 2004 1st issue 2004-05-PNF EN ISO 5817:2004 —2—
National foreword
References to French standards
The correspondence between the standards figuring in the clause "Normative references" and the identical French
standards is as follows:
ISO 2553 : NF EN 22553 (classification index: A 80-020)
ISO 4063 : NF EN ISO 4063 (classification index: A 80-021)
ISO 6520-1 : NF EN ISO 6520-1 (classification index: A 80-230-1)EUROPEAN STANDARD EN ISO 5817
NORME EUROPÉENNE
EUROPÄISCHE NORM
October 2003
ICS 25.160.40 Supersedes EN 25817:1992
English version
Welding - Fusion-welded joints in steel, nickel, titanium and their
alloys (beam welding excluded) - Quality levels for imperfections
(ISO 5817:2003)
Soudage - Assemblages en acier, nickel, titane et leurs Schweißen - Schmelzschweißverbindungen an Stahl,
alliages soudés par fusion (soudage par faisceau haute Nickel, Titan und deren Legierungen (ohne
énergie exclu) - Niveaux de qualité par rapport aux défauts Strahlschweißen) - Bewertungsgruppen von
(ISO 5817:2003) Unregelmäßigkeiten (ISO 5817:2003)
This European Standard was approved by CEN on 1 September 2003.
CEN members are bound to comply with the CEN/CENELEC Internal Regulations which stipulate the conditions for giving this European
Standard the status of a national standard without any alteration. Up-to-date lists and bibliographical references concerning such national
standards may be obtained on application to the Management Centre or to any CEN member.
This European Standard exists in three official versions (English, French, German). A version in any other language made by translation
under the responsibility of a CEN member into its own language and notified to the Management Centre has the same status as the official
versions.
CEN members are the national standards bodies of Austria, Belgium, Czech Republic, Denmark, Finland, France, Germany, Greece,
Hungary, Iceland, Ireland, Italy, Luxembourg, Malta, Netherlands, Norway, Portugal, Slovakia, Spain, Sweden, Switzerland and United
Kingdom.
EUROPEAN COMMITTEE FOR STANDARDIZATION
COMITÉ EUROPÉEN DE NORMALISATION
EUROPÄISCHES KOMITEE FÜR NORMUNG
Management Centre: rue de Stassart, 36 B-1050 Brussels
© 2003 CEN All rights of exploitation in any form and by any means reserved Ref. No. EN ISO 5817:2003 E
worldwide for CEN national Members.EN ISO 5817:2003 (E)
Foreword
This document (EN ISO 5817:2003) has been prepared by Technical Committee ISO/TC 44
"Welding and allied processes" in collaboration with Technical Committee CEN/TC 121
"Welding", the secretariat of which is held by DS.
This European Standard shall be given the status of a national standard, either by publication of
an identical text or by endorsement, at the latest by April 2004, and conflicting national
standards shall be withdrawn at the latest by April 2004.
This document supersedes EN 25817:1992.
According to the CEN/CENELEC Internal Regulations, the national standards organizations of
the following countries are bound to implement this European Standard: Austria, Belgium, Czech
Republic, Denmark, Finland, France, Germany, Greece, Hungary, Iceland, Ireland, Italy,
Luxembourg, Malta, Netherlands, Norway, Portugal, Slovakia, Spain, Sweden, Switzerland and
the United Kingdom.
Endorsement notice
The text of ISO 5817:2003 has been approved by CEN as EN ISO 5817:2003 without any
modifications.
NOTE Normative references to International Standards are listed in Annex ZA (normative).
2EN ISO 5817:2003 (E)
Annex ZA
(normative)
Normative references to international publications
with their relevant European publications
This European Standard incorporates by dated or undated reference, provisions from other
publications. These normative references are cited at the appropriate places in the text and the
publications are listed hereafter. For dated references, subsequent amendments to or revisions of
any of these publications apply to this European Standard only when incorporated in it by
amendment or revision. For undated references the latest edition of the publication referred to
applies (including amendments).
NOTE Where an International Publication has been modified by common modifications, indicated
by (mod.), the relevant EN/HD applies.
Publication Year Title EN Year
ISO 2553 1992 Welded, brazed and soldered joints - EN 22553 1994
Symbolic representation on
drawings
ISO 6520-1 1998 Welding and allied processes - EN ISO 6520-1 998
Classification of geometric
imperfections in metallic materials -
Part 1: Fusion welding
3ISO 5817:2003(E)
Contents
Page
Foreword............................................................................................................................................................iv
Introduction........................................................................................................................................................v
1 Scope......................................................................................................................................................1
2 Normative references...........................................................................................................................2
3 Terms and definitions...........................................................................................................................2
4 Symbols.................................................................................................................................................3
5 Assessment of imperfections..............................................................................................................4
Annex A (informative) Examples for determination of percentage imperfections....................................22
Annex B (informative) Additional information and guidelines for use of this International Standard....25
Bibliography.....................................................................................................................................................26
© ISO 2003 — All rights reserved iiiISO 5817:2003(E)
Foreword
ISO (the International Organization for Standardization) is a worldwide federation of national standards bodies
(ISO member bodies). The work of preparing International Standards is normally carried out through ISO
technical committees. Each member body interested in a subject for which a technical committee has been
established has the right to be represented on that committee. International organizations, governmental and
non-governmental, in liaison with ISO, also take part in the work. ISO collaborates closely with the
International Electrotechnical Commission (IEC) on all matters of electrotechnical standardization.
International Standards are drafted in accordance with the rules given in the ISO/IEC Directives, Part 2.
The main task of technical committees is to prepare International Standards. Draft International Standards
adopted by the technical committees are circulated to the member bodies for voting. Publication as an
International Standard requires approval by at least 75 % of the member bodies casting a vote.
Attention is drawn to the possibility that some of the elements of this document may be the subject of patent
rights. ISO shall not be held responsible for identifying any or all such patent rights.
ISO 5817 was prepared by Technical Committee ISO/TC 44, Welding and allied processes, Subcommittee
SC 10, Unification of requirements in the field of metal welding.
This second edition cancels and replaces the first edition (ISO 5817:1992), which has been technically revised.
iv © ISO 2003 — All rights reservedISO 5817:2003(E)
Introduction
This International Standard should be used as a reference in the drafting of application codes and/or other
application standards. It contains a simplified selection of fusion weld imperfections based on the designations
given in ISO 6520-1.
Some of the imperfections described in ISO 6520-1 have been used directly and some have been grouped
together. The basic numerical referencing system from ISO 6520-1 has been used.
The purpose of this International Standard is to define dimensions of typical imperfections which might be
expected in normal fabrication. It may be used within a quality system for the production of factory-welded
joints. It provides three sets of dimensional values from which a selection can be made for a particular
application. The quality level necessary in each case should be defined by the application standard or the
responsible designer in conjunction with the manufacturer, user and/or other parties concerned. The level
shall be prescribed before the start of production, preferably at the enquiry or order stage. For special
purposes, additional details may be prescribed.
The quality levels given in this International Standard provide basic reference data and are not specifically
related to any particular application. They refer to the types of welded joint in a fabricated structure and not to
the complete product or component itself. It is possible, therefore, that different quality levels be applied to
individual welded joints in the same product or component.
It would normally be expected that for a particular welded joint the dimensional limits for imperfections could
all be covered by specifying one quality level. In some cases, it may be necessary to specify different quality
levels for different imperfections in the same welded joint.
The choice of quality level for any application should take account of design considerations, subsequent
processing (e.g. surfacing), mode of stressing (e.g. static, dynamic), service conditions (e.g. temperature,
environment) and consequences of failure. Economic factors are also important and should include not only
the cost of welding but also of inspection, test and repair.
Although this International Standard includes types of imperfection relevant to the fusion welding processes
listed in Clause 1, only those which are applicable to the process and application in question need to be
considered.
Imperfections are quoted in terms of their actual dimensions, and their detection and evaluation may require
the use of one or more methods of non-destructive testing. The detection and sizing of imperfections is
dependent on the inspection methods and the extent of testing specified in the application standard or
contract.
The need for detecting imperfections is not subject of this International Standard. However, ISO 17635
contains a correlation between the quality level and acceptance level for different NDT methods.
This International Standard is directly applicable to visual testing of welds and does not include details of
recommended methods of detection or sizing by non-destructive means. It should be considered that there
are difficulties in using these limits to establish appropriate criteria applicable to non-destructive testing
methods such as ultrasonic, radiographic, eddy current, penetrate, magnetic particle testing and may need to
be supplemented by requirements for inspection, examining and testing.
The values for imperfections take into consideration normal welding practice. Higher specifications require
additional manufacturing processes, e.g. grinding or welding under stringent laboratory conditions or special
welding processes.
Requests for official interpretations of any aspect of this International Standard should be directed to the
Secretariat of ISO/TC 44/SC 10 via your national standards body. For a complete listing consult www.iso.org.
© ISO 2003 — All rights reserved vINTERNATIONAL STANDARD ISO 5817:2003(E)
Welding — Fusion-welded joints in steel, nickel, titanium and their
alloys (beam welding excluded) — Quality levels for imperfections
1 Scope
This International Standard provides quality levels of imperfections in fusion-welded joints (except for beam
welding) in all types of steel, nickel, titanium and their alloys. It applies to material thickness above 0,5 mm.
Quality levels for beam welded joints in steel are presented in ISO 13919-1.
Three quality levels are given in order to permit application to a wide range of welded fabrication. They are
designated by symbols B, C and D. Quality level B corresponds to the highest requirement on the finished weld.
The quality levels refer to production quality and not to the fitness-for-purpose (see 3.2) of the product
manufactured.
This International Standard applies to:
unalloyed and alloy steels;
nickel and nickel alloys;
titanium and titanium alloys;
manual, mechanized and automatic welding;
all welding positions;
all types of welds, e.g. butt welds, fillet welds and branch connections;
the following welding processes and their defined sub-processes in accordance with ISO 4063:
11 metal-arc welding without gas protection;
12 submerged-arc welding;
13 gas-shielded metal-arc welding;
14 gas-shielded welding with non-consumable electrodes;
15 plasma arc welding;
31 oxy-fuel gas welding (for steel only).
Metallurgical aspects, e.g. grain size, hardness, are not covered by this International Standard.
© ISO 2003 — All rights reserved 1ISO 5817:2003(E)
2 Normative references
The following referenced documents are indispensable for the application of this document. For dated references,
only the edition cited applies. For undated references, the latest edition of the referenced document (including any
amendments) applies.
ISO 2553:1992, Welded, brazed and soldered joints — Symbolic representation on drawings
ISO 4063:1998, Welding and allied processes — Nomenclature of processes and reference numbers
ISO 6520-1:1998, Welding and allied processes — Classification of geometric imperfections in metallic materials —
Part 1: Fusion welding
3 Terms and definitions
For the purposes of this document, the following terms and definitions apply.
3.1
quality level
description of the quality of a weld on the basis of type and size of selected imperfections
3.2
fitness-for-purpose
ability of a product, process or service to serve a defined purpose under specific conditions
3.3
short imperfections
one or more imperfections of total length not greater than 25 mm in any 100 mm length of the weld or a maximum
of 25 % of the weld length for a weld shorter than 100 mm, the range with most imperfections being applicable
3.4
systematic imperfection
imperfections that are distributed at regular distances in the weld over the weld lengths to be examined, the sizes of
the single imperfections being within the limits of the imperfections given in Table 1
3.5
projected area
area where imperfections distributed along the volume of the weld under consideration are imaged two-
dimensionally
In contrast to the surface crack area the occurrence of imperfections is dependent on the weld thickness when
exposed radiographically (see Figure 1).
3.6
cross-section area
area to be considered after fracture or sectioning
2 © ISO 2003 — All rights reservedISO 5817:2003(E)
Key
1 X-ray 3 6-fold thickness 5 2-fold thickness
2 4 pores per volume unit 4 3-fold thickness 6 1-fold thickness
Figure 1 — Radiographic films of specimens with identical occurrence of pores per volume unit
4 Symbols
The following symbols are used in Table 1.
a nominal throat thickness of the fillet weld (see also ISO 2553)
b width of weld reinforcement
d diameter of pore
h height or width of imperfection
l length of imperfection in longitudinal direction of the weld
l length of projected or cross-section area
p
s nominal butt weld thickness (see also ISO 2553)
t wall or plate thickness (nominal size)
w width of the weld or width or height in case of fracture area
p
z leg length of a fillet weld (see also ISO 2553)
α angle of weld toe
β angle of angular misalignment
© ISO 2003 — All rights reserved 3ISO 5817:2003(E)
5 Assessment of imperfections
Limits for imperfections are given in Table 1. These limits apply to the finished weld and may also be applied to an
intermediate stage of fabrication.
If, for the detection of imperfections, a method other than macro examination is used, only those imperfections shall
be considered which can be detected using a magnification equal to or less than tenfold.
Excluded herefrom are cold laps (see Table 1, 1.5) and microcracks (see Table 1, 2.2).
Systematic imperfections are only permitted in quality level D, provided other requirements of Table 1 are fulfilled.
A welded joint shall normally be assessed separately for each individual type of imperfection.
Different types of imperfection, occurring at any cross-section of the joint, which weaken the cross section may
need special consideration (see multiple imperfections).
The limits for multiple imperfections (see Table 1) are only applicable for cases where the requirements for a single
imperfection are not exceeded.
Any two adjacent imperfections separated by a distance smaller than the major dimension of the smaller
imperfection shall be considered as a single imperfection.
4 © ISO 2003 — All rights reserved©
ISO
2003
—
All
rights
reserved
5
ISO
5817:2003(E)
Table 1 — Limits for imperfections
No. ISO Imperfection Remarks t Limits for imperfections for quality levels
6520-1 designation mm
reference D C B
1 Surface imperfections
1.1 100 Crack — W 0,5 Not permitted Not permitted Not permitted
1.2 104 Crater crack — W 0,5 Not permitted Not permitted Not permitted
1.3 2017 Surface pore Maximum dimension of a single pore for 0,5 to 3
— butt welds d u 0,3 s Not permitted Not permitted
— fillet welds d u 0,3 a
Maximum dimension of a single pore for
— butt welds > 3 d u 0,3 s, but max. 3 mm d u 0,2 s, but max. 2 mm Not permitted
— fillet welds d u 0,3 a, but max. 3 mm d u 0,2 a, but max. 2 mm
1.4 2025 End crater pipe 0,5 to 3 h u 0,2 t Not permitted Not permitted
> 3 h u 0,2 t, but max. 2 mm h u 0,1 t, but max. 1 mm Not permitted
1.5 401 Lack of fusion Not permitted Not permitted Not permitted
—
(incomplete fusion)
W 0,5
Micro lack of fusion Only detectable by micro examination Permitted Permitted Not permitted
1.6 4021 Incomplete root Only for single side butt welds W 0,5 Short imperfections: Not permitted Not permitted
penetration h u 0,2 t, but max. 2 mm6
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ISO
5817:2003(E)
Table 1 (continued)
No. ISO Imperfection Remarks t Limits for imperfections for quality levels
6520-1 designation mm
reference D C B
1.7 5011 Continuous undercut Smooth transition is required. 0,5 to 3 Short imperfections: Short imperfections: Not permitted
5012 Intermittent undercut This is not regarded as a systematic h u 0,2 t h u 0,1 t
imperfection.
> 3 h u 0,2 t, but max. 1 mm h u 0,1 t, h u 0,05 t,
but max. 0,5 mm but max. 0,5 mm
1.8 5013 Shrinkage groove Smooth transition is required. 0,5 to 3 h u 0,2 mm + 0,1 t Short imperfections: Not permitted
h u 0,1 t
> 3 Short imperfections: Short imperfections: Short imperfections:
h u 0,2 t, but max. 2 mm h u 0,1 t, but max.1 mm h u 0,05 t,
but max. 0,5 mm
1.9 502 Excess weld metal Smooth transition is required. W 0,5 h u 1 mm + 0,25 b, h u 1 mm + 0,15 b, h u 1 mm + 0,1 b,
(butt weld) but max. 10 mm but max. 7 mm but max. 5 mm©
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ISO
5817:2003(E)
Table 1 (continued)
No. ISO Imperfection Remarks t Limits for imperfections for quality levels
6520-1 designation mm
reference D C B
1.10 503 Excessive convexity W 0,5 h u 1 mm + 0,25 b, h u 1 mm + 0,15 b, h u 1 mm + 0,1 b,
(fillet weld) but max. 5 mm but max. 4 mm but max. 3 mm
1.11 504 Excess penetration 0,5 to 3 h u 1 mm + 0,6 b h u 1 mm + 0,3 b h u 1 mm + 0,1 b
> 3 h u 1 mm + 1,0 b, h u 1 mm + 0,6 b, h u 1 mm + 0,2 b,
but max. 5 mm but max. 4 mm but max. 3 mm8
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ISO
5817:2003(E)
Table 1 (continued)
No. ISO Imperfection Remarks t Limits for imperfections for quality levels
6520-1 designation mm
reference D C B
1.12 505 Incorrect weld toe — butt welds W 0,5 α W 90° α W 110° α W 150°
— fillet welds W 0,5 α W 90° α W 110° α W 110°
α 1 W α
α 2 W α
1.13 506 Overlap W 0,5 h u 0,2 b Not permitted Not permitted
1.14 509 Sagging Smooth transition is required 0,5 to 3 Short imperfections: Short imperfections: Not permitted
511 Incompletely filled h u 0,25 t h u 0,1 t
groove
> 3 Short imperfections: Short imperfections: Short imperfections:
h u 0,25 t h u 0,1 t h u 0,05 t
but max. 2 mm but max. 1 mm but max. 0,5 mm
1.15 510 Burn through — W 0,5 Not permitted Not permitted Not permitted©
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ISO
5817:2003(E)
Table 1 (continued)
No. ISO Imperfection Remarks t Limits for imperfections for quality levels
6520-1 designation mm
reference D C B
1.16 512 Excessive In cases where a symmetric fillet weld has not W 0,5 h u 2 mm + 0,2 a h u 2 mm + 0,15 a h u 1,5 mm + 0,15 a
asymmetry of fillet been prescribed.
weld (excessive
unequal leg length)
1.17 515 Root concavity Smooth transition is required. 0,5 to 3 h u 0,2 mm + 0,1 t Short imperfections: Not permitted
h u 0,1 t
> 3 Short imperfections: Short imperfections: Short imperfections:
h u 0,2 t, but max. 2 mm h u 0,1 t, but max. 1 mm h u 0,05 t,
but max. 0,5 mm
1.18 516 Root porosity Spongy formation at the root of a weld due to W 0,5 Locally permitted Not permitted Not permitted
bubbling of the weld metal at the moment of
solidification (e. g. lack of gas backing)10
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ISO
5817:2003(E)
Table 1 (continued)
No. ISO Imperfection Remarks t Limits for imperfections for quality levels
6520-1 designation mm
reference D C B
1.19 517 Poor restart — W 0,5 Permitted. Not permitted Not permitted
The limit depends on the
type of imperfection
occurred due to restart
1.20 5213 Insufficient throat Not applicable to processes with proof of 0,5 to 3 Short imperfections: Short imperfections: Not permitted
thickness greater depth of penetration h u 0,2 mm + 0,1 a h u 0,2 mm
> 3 Short imperfections: Short imperfections: Not permitted
h u 0,3 mm + 0,1 a, h u 0,3 mm + 0,1 a,
but max. 2 mm but max. 1 mm
1.21 5214 Excessive throat The actual throat thickness of the fillet weld is W 0,5 Unlimited. h u 1 mm + 0,2 a, h u 1 mm + 0,15 a,
thickness too large. but max. 4 mm but max. 3 mm
1.22 601 Stray arc — W 0,5 Permitted, if the Not permitted Not permitted
properties of the parent
metal are not affected.
1.23 602 Spatter — W 0,5 Acceptance depends on application, e.g. material, corrosion protection©
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11
ISO
5817:2003(E)
Table 1 (continued)
No. ISO Imperfection Remarks t Limits for imperfections for quality levels
6520-1 designation mm
reference D C B
2 Internal imperfections
2.1 100 Cracks All types of crack except microcracks and W 0,5 Not permitted Not permitted Not permitted
crater cracks
2.2 1001 Microcracks A crack usually only visible under the W 0,5 Permitted Acceptance depends on type of parent metal
microscope (50 ×) with particular reference to crack sensitivity
2.3 2011 Gas pore The following conditions and limits for
2012 Uniformly distributed imperfections shall be fulfilled. See also
porosity Annex A for information.
a1) Maximum dimension of the area of the W 0,5 for single layer: u 2,5 % for single layer: u 1,5 % for single layer: u 1 %
imperfections (inclusive of systematic
imperfection) related to the projected area for multi-layer: u 5 % for multi-layer: u 3 % for multi-layer: u 2 %
NOTE The porosity in the project area depends
on the numbers of layers (volume of the weld).
a2) Maximum dimension of the cross section W 0,5 u 2,5 % u 1,5 % u 1 %
area of the imperfections (inclusive of
systematic imperfection) related to the fracture
area (only applicable to production, welder or
procedure tests)
b) Maximum dimension for a single pore for W 0,5
— butt welds d u 0,4 s, but max. 5 mm d u 0,3 s, but max. 4 mm d u 0,2 s,
— fillet welds d u 0,4 a, but max. 5 mm d u 0,3 a, but max. 4 mm but max. 3 mm
d u 0,2 a,
but max. 3 mm12
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ISO
5817:2003(E)
Table 1 (continued)
No. ISO Imperfection Remarks t Limits for imperfections for quality levels
6520-1 designation mm
reference D C B
2.4 2013 Clustered (localized) case 1 (D > d )
A2
porosity
case 2 (D < d )
A2
The sum of the different pore areas
(A + A + ...) related to the evaluation area
1 2
l × w (case 1).
p p
Reference length for l is 100 mm.
p
If D is less than d or d , whichever is A1 A2
smaller, an envelope surrounding the porosity
areas A + A shall be considered as one area
1 2
of imperfection (case 2).©
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ISO
5817:2003(E)
Table 1 (continued)
No. ISO Imperfection Remarks t Limits for imperfections for quality levels
6520-1 designation mm
reference D C B
2.4 2013 Clustered (localized) The following dimension conditions and limits
porosity for imperfections shall be fulfilled. See also
Annex A for information.
a) Maximum dimension of the summation of W 0,5 u 16 % u 8 % u 4 %
the projected area of the imperfection
(inclusive of systematic imperfection)
b) Maximum dimension for a single pore for d u 0,2 s,
— butt welds W 0,5 d u 0,4 s, but max. 4 mm d u 0,3 s, but max. 3 mm but max. 2 mm
— fillet welds d u 0,4 a, but max. 4 mm d u 0,3 a, but max. 3 mm d u 0,2 a,
but max. 2 mm
2.5 2014 Linear porosity case 1 (D > d )
2
case 2 (D < d )
214
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ISO
5817:2003(E)
Table 1 (continued)
No. ISO Imperfection Remarks t Limits for imperfections for quality levels
6520-1 designation mm
reference D C B
2.5 2014 Linear porosity The sum of the different pore areas
d 2×π d 2×π
1 + 2 +... related to the
4 4
evaluation area l × w (case 1).
p p
If D is smaller than the smaller diameter of one
of the neighbouring pores, the full connected
area of the two pores shall be applied to the
sum of imperfections (case 2).
The following conditions and limits for
imperfections shall be fulfilled. See also
Annex A for information.
a1) Maximum dimension of the area of the W 0,5 for single layer: u 8 % for single layer: u 4 % for single layer: u 2 %
imperfections (inclusive of systematic
imperfection) related to the projected area for multi-layer: u 16 % for multi-layer: u 8 % for multi-layer: u 4 %
NOTE The porosity in the project area depends
on the numbers of layers (volume of the weld).
a2) Maximum dimension of the cross section W 0,5 u 8 % u 4 % u 2 %
area of the imperfections (inclusive of
systematic imperfection) related to the fracture
area (only applicable to production, welder or
procedure tests)
b) Maximum dimension for a single pore for
— butt welds W 0,5 d u 0,4 s, but max. 4 mm d u 0,3 s, but max. 3 mm d u 0,2 s,
— fillet welds d u 0,4 a, but max. 4 mm d u 0,3 a, but max. 3 mm but max. 2 mm
d u 0,2 a,
but max. 2 mm©
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ISO
5817:2003(E)
Table 1 (continued)
No. ISO Imperfection Remarks t Limits for imperfections for quality levels
6520-1 designation mm
reference D C B
2.6 2015 Elongated cavity — butt welds W 0,5 h u 0,4 s, but max. 4 mm h u 0,3 s, but max. 3 mm h u 0,2 s,
2016 Wormholes l u s, but max. 75 mm l u s, but max. 50 mm but max. 2 mm
l u s, but max. 25 mm
— fillet welds W 0,5 h u 0,4 a, but max. 4 mm h u 0,3 a, but max. 3 mm h u 0,2 a,
l u a, but max. 75 mm l u a, but max. 50 mm but max. 2 mm
l u a, but max. 25 mm
2.7 202 Shrinkage cavity — W 0,5 Short imperfections Not permitted Not permitted
permitted, but not
breaking of the surfaces
— butt welds:
h u 0,4 s,
but max. 4 mm
— fillet welds:
h u 0,4 a,
but max. 4 mm
2.8 2024 Crater pipe 0,5 to 3 h/l u 0,2 t Not permitted Not permitted
> 3 h/l u 0,2 t, but max.
2 mm
The larger value of h or l will be measured
2.9 300 Solid inclusions — butt welds W 0,5 h u 0,4 s, but max. 4 mm h u 0,3 s, but max. 3 mm h u 0,2 s,
301 Slag inclusions l u s, but max. 75 mm l u s, but max. 50 mm but max. 2 mm
302 Flux inclusions l u s, but max. 25 mm
303 Oxide inclusions
— fillet welds W 0,5 h u 0,4 a, but max. 4 mm h u 0,3 a, but max. 3 mm h u 0,2 a,
l u a, but max. 75 mm l u a, but max. 50 mm but max. 2 mm
l u a, but max. 25 mm16
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ISO
5817:2003(E)
Table 1 (continued)
No. ISO Imperfection Remarks t Limits for imperfections for quality levels
6520-1 designation mm
reference D C B
2.10 304 Metallic inclusions — butt welds W 0,5 h u 0,4 s, but max. 4 mm h u 0,3 s, but max. 3 mm h u 0,2 s,
other than copper but max. 2 mm
— fillet welds W 0,5 h u 0,4 a, but max. 4 mm h u 0,3 a, but max. 3 mm h u 0,2 a,
but max. 2 mm
2.11 3042 Copper inclusions — W 0,5 Not permitted Not permitted Not permitted
2.12 401 Lack of fusion W 0,5 Short imperfections Not permitted Not permitted
(incomplete fusion) permitted, but not
breaking of the surfaces
4011 Lack of side wall
fusion — butt welds:
h u 0,4 s,
but max. 4 mm
— fillet welds:
h u 0,4 a,
but max. 4 mm
4012 Lack of inter-run
fusion
4013 Lack of root fusion©
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ISO
5817:2003(E)
Table 1 (continued)
No. ISO Imperfection Remarks t Limits for imperfections for quality levels
6520-1 designation mm
reference D C B
2.13 402 Lack of penetration > 0,5 Short imperfection: Not permitted Not permitted
h u 0,2 a, but max. 2 mm
T-joint (fillet weld)
T-joint (partial penetration)
W 0,5 Short imperfections: Short imperfections: Not permitted
— butt joint: h u 0,2 s, — butt joint: h u 0,1 s,
but max. 2 mm but max. 1,5 mm
— T-joint: h u 0,2 a, — fillet joint: h u 0,1 a,
but max. 2 mm but max. 1,5 mm
Butt joint (partial penetration)
W 0,5 Short imperfection: Not permitted Not permitted
h u 0,2 t, but max. 2 mm
Butt joint (full penetration)18
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ISO
5817:2003(E)
Table 1 (continued)
No. ISO Imperfection Remarks t Limits for imperfections for quality levels
6520-1 designation mm
reference D C B
3 Imperfections in joint geometry
3.1 507 Linear misalignment The limits relate to deviations from the correct 0,5 to 3 h u 0,2 mm + 0,25 t h u 0,2 mm + 0,15 t h u 0,2 mm + 0,1 t
position. Unless otherwise specified, the
correct position is that when the centrelines
coincide (see also Clause 1). t refers to the
smaller thickness. Linear misalignment within
the given limits are not regarded as systematic
imperfection (applicable to Figures A and B).
> 3 h u 0,25 t, h u 0,15 t, h u 0,1 t,
but max. 5 mm but max. 4 mm but max. 3 mm
Figure A: Plates and longitudinal welds
W 0,5 h u 0,5 t, h u 0,5 t, h u 0,5 t,
but max. 4 mm but max. 3 mm but max. 2 mm
Figure B: Circumferential welds©
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ISO
5817:2003(E)
Table 1 (continued)
No. ISO Imperfection Remarks t Limits for imperfections for quality levels
6520-1 designation mm
reference D C B
3.2 508 Angular W 0,5 β u 4° β u 2° β u 1°
misalignment
3.3 617 Incorrect root gap The limitation of Clause 5 as regards 0,5 to 3 h u 0,5 mm + 0,1 a h u 0,3 mm + 0,1 a h u 0,2 mm + 0,1 a
for fillet welds systematic imperfection does not apply.
> 3 h u 1 mm + 0,3 a, h u 0,5 mm + 0,2 a, h u 0,5 mm + 0,1 a,
but max. 4 mm but max. 3 mm but max. 2 mm
4 Multiple imperfections
4.1 None Multiple 0,5 to 3 Not permitted Not permitted Not permitted
imperfections in any
cross section a > 3 Maximum total height of Maximum total height of Maximum total height
imperfections imperfections of imperfections
Cross section Σ h u 0,4 t or u 0,25 a Σ h u 0,3 t or u 0,2 a Σ h u 0,2 t or u 0,15 a
(macrograph) in the
most unfavourable
joint range
h +h +h +h +h =Σh
1 2 3 4 520
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ISO
5817:2003(E) Table 1 (continued)
No. ISO Imperfection Remarks t Limits for imperfections for quality levels
6520-1 designation mm
reference D C B
4.1
h +h +h +h +h =Σh
1 2 3 4 5
4.2 None Projected or cross- case 1 (D > l )
3
section area in
longitudinal direction
h ×l +h ×l +h ×l =Σh×l
1 1 2 2 3 3©
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ISO
5817:2003(E)
Table 1 (continued)
No. ISO Imperfection Remarks t Limits for imperfections for quality levels
6520-1 designation mm
reference D C B
4.2 case 2 (D < l 3) W 0,5 Σ h × l u 16 % Σ h × l u 8 % Σ h × l u 4 %
h +h
h 1×l 1+h 2×l 2+ 2 3 +D+h 3×l
3
=Σh×l
2
The sum of the areas Σ h × l shall be
calculated as a percentage to the evaluation
area l × w (case 1).
p p
If D is smaller than the shorter length of one of
the neighbouring imperfections, the full
connection of the two imperfections shall be
applied to the sum of imperfections (case 2).
NOTE See also Annex A for information.
a See Annex B.ISO 5817:2003(E)
Annex A
(informative)
Examples for determination of percentage imperfections
The following figures give a presentation of different percentages of imperfection. This should assist the
assessment of imperfections on radiographs and fracture surfaces.
Figure A.1 — 1 surface percent, 15 pores, d = 1 mm
Figure A.2 — 1,5 surface percent, 23 pores, d = 1 mm
Figure A.3 — 2 surface percent, 30 pores, d = 1 mm
22 © ISO 2003 — All rights reservedISO 5817:2003(E)
Figure A.4 — 2,5 surface percent, 38 pores, d = 1 mm
Figure A.5 — 3 surface percent, 45 pores, d = 1 mm
Figure A.6 — 4 surface percent, 61 pores, d = 1 mm
Figure A.7 — 5 surface percent, 76 pores, d = 1 mm
© ISO 2003 — All rights reserved 23ISO 5817:2003(E)
Figure A.8 — 8 surface percent, 122 pores, d = 1 mm
Figure A.9 — 16 surface percent, 244 pores, d = 1 mm
24 © ISO 2003 — All rights reservedISO 5817:2003(E)
Annex B
(informative)
Additional information and guidelines for use
of this International Standard
This International Standard specifies requirements for three quality levels for imperfections in welded joints of
steel, nickel, titanium and their alloys for fusion welding processes (beam welding excluded) for weld
thickness W 0,5 mm. It may be used, where applicable, for other fusion welding processes or weld thicknesses.
Different components are very often produced for different applications, but to similar requirements. The same
requirements should, however, apply to identical components produced in different workshops to ensure that
work is carried out using the same criteria. The consistent application of this international Standard is one of
the fundamental cornerstones of a quality management system for use in the production of welded structures.
The summary of multiple imperfections shows a theoretical possibility of superimposed individual
imperfections. In such a case, the total summation of all permitted deviations shall be restricted by the
stipulated values for the different imperfections, i.e., the limit value of a single imperfection u h, e.g., for a
single pore, shall not be exceeded.
This International Standard may be used in conjunction with a catalogue of realistic illustrations showing the
size of the permissible imperfections for the various quality levels, by means of photographs showing the face
and root side and/or reproductions of radiographs and of photomacrographs showing the cross-section of the
weld. An example of such a catalogue is given with “Reference radiographs for the assessment of weld
imperfections in accordance with ISO 5817”, published by International Institute of Welding (IIW) and
Deutscher Verlag für Schweißen und verwandte Verfahren, Düsseldorf. This catalogue may be used with
reference cards to assess the various imperfections and may also be used when opinions differ as to the
permissible size of imperfections.
© ISO 2003 — All rights reserved 25ISO 5817:2003(E)
Bibliography
[1] ISO 13919-1:1996, Welding — Electron and laser-beam welded joints — Guidance on quality levels
for imperfections — Part 1: Steel
[2] ISO 17635, Non-destructive examination of welds — General rules for fusion welds in metallic
materials
26 © ISO 2003 — All rights reserved
|
10360.pdf
|
IS : 10360 - 1982
(Reaffirmed 1993)
Indian Standard
SPECIFICATION FOR
LIME-POZZOLANA CONCRETE
BLOCKS FOR PAVING
(FirstR eprint SEPTEMBER 1998)
UDC 666.953 : 666.974-431 : 625.82
0 Copyright 1983
BUREAU OF INDIAN STANDARDS
MANAK BHAVAN, 9 BAHADUR SHAH ZAFAR MARG
NEW DELHI 110002
Gr2 February 1983IS: 10360-1 982
Indian Standard
SPECIFICATION FOR
LIME-POZZOLANA CONCRETE
BLOCKS FOR PAVING
Building Limes Sectional Committee, BDC 4
A. P. F.ngin&ring Resrarch I,al)oratorirs
Govc~rnment of Andhra Pradesh. Hydwnl~ad
Members
Skmt V. S. AQARWALA r:nginccr-in-Chief’s Branch, llinistry of Drfence
MAJ S. P. SHA~UA ( Alkrtxzte )
SHRI SURAJ S. J. BAHADUR Housing and Urban Development Corporation,
New Wlhi
SHR.1 S. K. BANERJEl National l‘cst Houw, Calcutta
SHRI D. K. I(ANUQ0 ( .4k?~le )
DR S. K. CHOPRA Cement Rcwarch Instirutr of India, New Delhi
SKRI Ii. C. NXRANC ( nltrrnnle )
DJRECTW Central Soil and Materials Research Station,
New Delhi
DEPUTY DIRECTOR ( Alkrna~e )
DIRECTOR, GERI, VA~O~AK~ Public Works Department, Government of Gujarat,
i\hmndahad
RESEAR~II OIW~~ITR ( M \TE-
RIAI, TESTING DAVIDSON) ( Allernate )
HOUSING COMMISSIONER Rajasthan Housing Board. ,Jaipur
JOWT DIRECTOR RESEARCH Ministry of Railway-s
( B Sr S ), RDSO
DEPUTY DIXECTOR RESIURCII ( Alternafe )
SHRI I-I. L. MARWAH Builder’s Assocition of India, Ibxnhay
SHRI HARISII C. ROI~LI ( A[trrtrn/e )
DR IRRHAD MASOOD Central Building Rrsearch Institute ( CSIR ),
Roorkee
Sw<r S. P. G \RG ( dl/~mn/e )
DR S. C. M.~u~)(:xL Department of Science and Technology, New Delhi
SHRI N. M’ACE~O Dyer’s Stone Co Pvt Ltd. Delhi
Smtr P. B. M~HAN Rao Khndi and Village Industries Commission, Bombay
SJTR~E . RAMAI.HANDRAN ( Alternate)
( Continued on page 2 )
@ Co@& 1983
BUREAU OF INDIAN STANDARDS
This publication is protected under the Indian Cojyri& 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 copyriaht under the said Act.IS:10360--1982
‘;JlJ<l Y. R. l’J1Ul.J. Crntral Roatl Rcsrarch Institute ( CSIR ),
New Dt~llri
Srurr M. L. HJ~ATIA ( Alternafe )
DJl A. v. R. 1~~0 National Buildings Organization, New Delhi
SHRI J. SJ,:N ~<UP.I’A ( Alternotr )
REPJWSJINTATJVE Lime Manufacturers Association of India, New Delhi
C;II~~, K . N . SJlJVASTAVA Department of Mines and Gc~Agy, Government of
Raiasthan. Udairlur
SJ~KI R. G. CIIPTQ ( Alternate ) _I I .
SUPEILINTENI~INO ~x~JNk:8;11 ( W ) Public Works Department, Government of Madhya
Pradesh, I~hopal
SJ~RI R. N. KHANXA ( Alternate )
SU~JCJ~JNTENUJNO ESOINJGGJL ( PLO hJbb2 Works Department, Government of
& I)kXION ) ‘I’amil Nadu, Madras
I:xlscuTJvs E~~(*JNEJCR
( RWEARCJI ) ( Ahernatc )
SIWI G. RAMAN, Director General, IS1 ( Ex-oflcio Mdcr )
Director ( Civ Engg )
secretary
Slllll s. SENC.UP’I‘A
Assistant Director ( Civ Icngg ), ISI
2IS :10360- 1982
Indian Standard
SPECIFICATION FOR
LIME-POZZOLANA CONCRETE
BLOCKS FOR PAVING
0. FOREWORD
0.1 This Indian Standard was adopted by the Indian Standards
Institution on 25 October 1982, after the draft finalized by the Lime
Sectional Committee had hrrn approved by the Civil Engineering
Division Council.
0.2 In urban areas, it is a common practice to construct footpaths for
safe movement of the pedestrians. Such footpaths are conventionally
made with a variety of construction materials, such as cement
concrete, cast in situ or precast blocks, stone tiles, burnt clay bricks 01
water-bound macadam with bituminous top, etc. In addition, blocks
made by using lime and pozzolana or lime-pozzolana mixture can also be
conveniently used for use in footpaths, pavements, passenger waiting
sheds at bus stops and other places. Pozzolanas used for such purpose
may be either flyash available in lar,ge quantity as a waste material from
coal-based thermal power stations or burnt clay pozzolana. The method
of manufacture and curing of such blocks has been covered separately.
This standard is intended to provide guidance with regard to dimensions,
and physical properties.
0.3 This standard contains clause 5.1.1 which permits the purchaser to
use his option for selection to suit his requirements.
0.4 In the preparation of this standard, considerable assistance has been
rendered by the Central Road Research Institute, Sew Delhi.
0.5 For the purpose of decidin g 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 he the same as that of the specified value
in this standard.
*Rules for rounding off numerical values ( rrcised ).
3IS : 10360 - 1982
1. SCOPE
1.1 This standard covers dimensions, quality and strength requirements
of lime-pozzolana concrete blocks for use in paving.
2. TERMPNOLOGY
2.1 For the purpose of this standard, the definitions gi\r(>n in IS : 3115-
1978* and IS : 6508-19727 shall apply.
3. MATERIALS
3.1 Lime - Shall conform to class C: ( hydrated ) of IS : 712-1973:.
3.2 Fly Ash - Shall conform to grade I of IS : 3812-19815.
3.3 Burnt Clay Pozzolana - Shall conform to IS : 1344-1082!j.
3.4 Lime Pozzolana Mixture - Shall conform to IS : 4098-1967$.
3.5 Coarse and Fine Aggregates - Shall be either natural or crushed
stone conforming to IS : 383- 1970**.
3.6 Water - Water used in the manufacture of the blocks shall be
clean and free from harmful amount of deleterious material. Potable
water is generally considered satisfactory.
4. GENERAL REQUIREMENTS
4.1 The iime pozzolana concrete blocks for pnviny shall be manufactured
from lime, flyash or burnt clay pozzolana or lime-pozzolana mixture and
coarse and fine aggregates in accordance with the provision given in
IS : 10359-1982tt. All blocks shall he solmd, free from cracks, broken
edges and other defects that \vould interfere \\.ith th? pror,er placing of
the unit.
*Specification for lime based blocks ( jrsf re~*ision 1.
tGlossary of terms relating to building lime.
$Specitication for building limes ( second re~~ision ).
$Specification for fly ash for use as pozzolana and admixtures (firs! r&ion ).
\/Specification for calcined clay pozzolana ( secorrd recGwz ).
7Specification for lime-pozzolana mixture.
**Coarse and fine aggregates from natural sources for concrete ( swond vcision ).
ttCode of practice for manufacture and use of lime pozzolnna conc~‘c~~~ 1A~k for
pavingIS : 10360 - 1982
5. DIMENSIONS AND TOLERANCES
5.1 Dimensions - The standard size of the blocks when measured
according to the procedure given in Appendix A of JS : 2185 ( Part I )-
1979* shall be as follows:
Length - 300 m1n
Width - 300 mm
Height - 100 mm
NOTE - In view of low abrasive resistance of lime pozzofana concrete ( .W 6 ),
the blocks shall be provided with a thin wearing coarw of cement sand mortar cast
integrally with the lime pozzolnna concrete.
NOTE 2 - Of the total height of 100 mm, the bottom 90 mm shall consist of Iimr
pozzolana concrete and top 10 mm of ccmrnt sand morMr.
5.1.1 Sizes other than those mentioned in 5.1 may bc supplied as agreed
between the supplier and the purchaser.
5.2 Tolerances - The maximum variation in length, width and height
of a block shall not be more than -f5 mm, f5 mm and f I.50 mm
respectively.
6. PHYSICAL REQUIREMENTS
6.1 Compressive Strength - The minimum average compressive
strength of the blocks when tested in accordance with the procedure
laid down in Appendix C of IS : 2185 (Part I )-1979* shall he 3.5 N/mm2
( 35 kgf/cm2 ).
6.2 Drying Shrinkage - The drying shrinkage of the blocks wlten
determined according to the procedure given in Appendix E of IS : 2185
( Part I )-1979* shall not exceed 0.1 percent.
6.3 Moisture Movement - The moisture movement of the dried l~locks
on immersion in w*ater when determined in the manner described in
Appendix F of XS : 2185 ( Part I )-l’Ji!~* shall not exceed 0.05 prrcc,nt.
6.4 Abrasion Resistance - The abrasion resistance of the top tvearing
course surface ( 1:3 cement-stid mortar ) of the blocks shall be tested in
accordance \vith the procedure laid down in IS : 9284-19797. The
maximum value of abrasion loss shall be 0.4 percent.
*Specification for concrete masonry units : Part I Hollow and solid concrete blocks
( rerotid ret it ion) .
+Aiethotli of tlctcrmination of r&tance to wear hy ahrasion of concrete.
5IS : 10360 - 1982
6.5 Flexural Strength - When tested in accordance with the method
given in IS : 2690 ( Part II )-1975*, the minimum average modulus of
rupture shall be 0.5 N/mm2 ( 5 kgf/cm2 ).
7. MARKING
7.1 Each block shall be clearly and permanently marked with the
following information:
a) Manufacturer’s name or trade-mark, if any; and
b) Year of manufacture, if required.
7.1.1 The product may also bc marked with Standard mark.
7.2 The use of the Standard Mark is governed by the provisions of the
B~rctr~ O/ Il7diotl Stundnrds Acr, 19S6 and the Rules and Regulation nladc
thrrcundcr. The details of conditions under which the liceilce for the USC ol
Standard Mark nlav be granted to manufacturers or producers Inay lx obtained
Prom the Bureau of lndbn Standards.
8. SAMPLING AND CRITERIA FOR CONFORMITY
8.1 The method of selecting blocks and the criterion for conformity shall
be as given in Appendix A.
APPENDIX A
( Clause 8.1 )
SAMPLING AND CRITERION FOR CONFORMITY
A-l. LOT
A-l.1 In any consignment, all the blocks of the same size and from
the same batch of manufacture shall be grouped together into group
of 1 000 blocks or less. Each such group shall constitute a lot.
A-2. SAMPLE SIZE
A-2.1 From each lot, a sample of 15 blocks shall be selected at random.
In order to ensure randomness of selection, random number tables as
agreed between the purchaser and the supplier shall be used.
*Specification for burnt clay flat terracing tiler : Part II Hand made ( jfrsf r tritio)n.
6IS : 10360 - 1982
A-3. NUMBER OF TEST
A-3.1 AlI the 15 blocks shall be checked for dimensions (see 5 ) and then
inspected for visual defects ( see 4 ).
A-3.2 Out of the 15 blocks, three blocks shall be subjected to the test for
compressive strength, ( see 6.1 ) three blocks to the test for drying shrink-
age ( see 6.2 ) and later to the test for moisture movement ( see 6.3 )
three blocks to the test for abrasion resistance ( see 6.4 ) and three blocks
to the test fbr flcxural strength ( see 6.5 ) the remaining 3 blocks shall be
reserved for retest for drying shrinkage and moisture movement if a
need arises.
A-4. CRITERIA FOR CONFORMITY
A-4.1 The lot shall be considered as conforming to the requirements of
this standard if the conditions mentioned in the respective clauses are
satisfied.
7BUREAU OF INDIAN STANDARDS
Headquarters:
Manak Bhavan, 9 Bahadur Shah Zafar Marg, NEW DELHI 110002
Telephones: 323 0131,323 3375,323 9402
Fax : 91 11 3234062-91 11 3239399, 91 11 3239382
Telegrams : Manaksanstha
(Common to all Offices)
Central Laboratory : Telephone
Plot No. 20/9, Site IV, Sahibabad Industrial Area, Sahibabad 201010 8-77 00 32
Regional Offices:
Central : Manak Bhavan, 9 Bahadur Shah Zafar Marg, NEW DELHI 110002 32376 17
*Eastern : l/14 UT Scheme VII M, V.I.P. Road, Maniktola, CALCUTTA 700054 337 86 62
Northern : SC0 335-336, Sector 34-A, CHANDIGARH 160022 60 38 43
Southern : C.I.T. Campus, IV Cross Road, CHENNAI 600113 23523 15
twestern : Manakalaya, E9, Behind Mar01 Telephone Exchange, Andheri (East), 832 92 95
MUMBAI 4OOOS3
Branch Offices::
‘Pushpak’, Nurmohamed Shaikh Marg, Khanpur. AHMEDABAD 380001 5501348
SPeenya Industrial Area, 1st Stage, Bangalore-Tumkur Road, 839 49 55
BANGALORE 560058
Gangotri Complex, 5th Floor, Bhadbhada Road, T.T. Nagar, BHOPAL 462003 55 40 21
Plot No. 62-63, Unit VI, Ganga Nagar, BHUBANESHWAR 751001 40 36 27
Kalaikathir Buildings, 670 Avinashi Road, COIMBATORE 641037 21 01 41
Plot No. 43, Sector 16 A, Mathura Road, FARIDABAD 121001 8-28 88 01
Savitri Complex, 116 G.T. Road, GHAZIABAD 201801 8-71 1996
5315 Ward No.29, R.G. Barua Road, 5th By-lane, GUWAHATI 781003 541137
58-56C. L.N: Gupta Marg, Nampally Station Road, HYDERABAD 500001 201083
E-52, Chitaranjan Marg, C-Scheme, JAIPUR 302001 37 29 25
117/418 B, Sarvodaya Nagar, KANPUR 208005 21 68 76
Seth Bhawan, 2nd Floor, Behind Leela Cinema, Naval ffishore Road, 23 89 23
LUCKNOW 226001
NIT Building, Second Floor, Gokulpat Market, NAGPUR 440010 52 51 71
Patliputra Industrial Estate, PATNA 800013 26 23 05
Institution of Engineers (India) Building 1332 Shivaji Nagar, PUNE 411005 32 36 35
T.C. No. 14/l 421, University P. 0. Palayam, THIRUVANANMAPURAM 695034 621 17
Jales Cffice is at 5 Chowringhge Approach, P.O. Prince) Street, 271085
CALCUTTA 700072
tSales Cffice is at Novelty Chambers, Grant Road, MUMBAI 400007 309 65 28
*Sales Cffice is at ‘F’ Block, Unity Building, Narashimaraja Square, 222 39 71
BANGALORE 560002
Printed at Printograph, New Delhi, Ph : 5726847AMENDMENT NO. 1 NOVEMBER 1994
TO
IS 10360 : 1982 SPECIFICATION FOR LIME-
POZZOLANA CONCRETE BLOCKS FOR PAVING
(Page 4, clause 2.1) -Substitute ‘IS 3115 : 1992*‘for ‘IS : 3115 - 1978*’
and ‘IS 6508 : 1988t’for ‘IS : 6508 - 1972t’.
(Page 4, clause 3.1 ) - Substitute ‘IS 712 : 1984jz’for ‘IS : 712 - 1973$‘.
( Page 4, clause 3.3 ) - Substitute ‘IS 1344 : 198111’f or ‘IS : 1344 i 198211’.
(Page 4, clause 3.4 ) - Substitute ‘IS 4098 : 19831’ for ‘IS : 4098 - 19671’.
(Page 4, clause 3.6 ) - Add the following at the end:
‘For the limits of deleterious materials permitted in water, reference may be
made to IS 456 : 197877.’
( Puge 4, foot-notes wish ‘*‘, ‘t’, ‘$.‘, ‘II’, ‘ll’, and ‘t$’ marks ) - Substitute
the existing for the following:
‘ f.Specification for lime based blocks ( second revision ).
tC3ossary of terms relating to building lime (first revision ).
$!+ecification for building limes ( third rrvirim ).
J~Specification for calcined clay ponolana ( second revision ).
‘OSpecification for lime-pozzolana mixture (first revision ).
tvode of practice for plain and reinforced concrete (third revision).
(CED4)
Printed at Printograph, New Delhi, Ph : 5726847AMENDMENT NO. 2 DECEMBER 1999
TO
IS 10360 : 1982 SPECIFICATION FOR
LIME-POZZOLANA CONCRETE BLOCKS FOR PAVING
foot~oP~g5e, footnote marked ‘t’ ) - Substitute the following for the existing
‘tklethods of t&t for abrasion resistance of concrete.’
( Page 6, clause 6.5 ) - Substitute ‘IS 2690 ( Part 2 ) : 1993*‘for ‘IS 2690
(Palt II) : 1975*‘.
( Page 6, footnote marked ‘*’ ) - Substitute the following for the existing
footnote:
‘*Specification for burnt clay flat terracing tiles: Part 2 Handmade ( seco& rev&ion).
(CED04)
Reprography Unit, BIS, New DeM, India
|
14685.pdf
|
lS 14685 :1999
Indian Standard
DETERMINATION OF TOTAL SULPHUR AND
SULPHUR COMPOUNDS IN SOILS
ICS 65.080
0 BIS 1999
BUREAU OF INDIAN STANDARDS
MANAK BHAVAN, 9 BAHADUR SHAH ZAFAR MARG-
NEW DELHI 110002
June 1999 Price Group 2
.Soil Quality -andImprovement Sectional Committee, FAD 27
FOREWORD
This Indian Standard was adopted by the Bureau of Indian Standards, after the draft finalized by the Soil
QualityandImprovement Sectional Committee hadbeen.approved bytheFood andAgriculture Division Council.
Fertility of Indian soils varies with geographical existence. Various types of Indian soils are enriched with few
major and/or minor nutrients responsible for successful cropproduction. Sulphur isone ofthem and responsible
for successful crop production. There is no standard procedure available for determination of sulphur and
sulphur compounds in Soils.
Aneed was,therefore, felt toformulate standard procedure fordetermination ofsulphur and sulphur compounds
for the benefit of research organisations and those engaged in organised farming including Plantation Crops.
Inreporting the result of atest or analysis made in accordance with this standard, if the final value, observed or
calculated, istoberounded off, itshallbedone inaccordance with IS2:1960 ‘Rules forrounding offnumerical
values (revised)’.
#IS 14685:1999
Indian Standard
DETERMINATION OF TOTAL SULPHUR AND
SULPHUR COMPOUNDS IN SOILS
1 SCOPE Johnson Nishita method.
Thisstandard prescribes themethod fordetermination NOTE—Aliquotsmorethan2mlshouldbereducedinvolume
byevaporationoradditionofreducingagent.Also,soilswithvery
of total sulphur and sulphur compounds in soils.
highironcontentmayrequiretheadditionofextrareducingagent.
Whenthereducing agentisaddedtothesamplealiquot inthe
2 DETERMINATION OF TOTAL SULPHUR BY
boilingflask,theneedforextraamountsmayeasilybejudged.
DIGESTION WITH NITRIC/PERCHLORIC/
PHOSPHORIC ACIDS 3 DETERMINATION OF TOTAL SULPHUR BY
POTASSIUM NITRATE/NITRIC ACI-D
2.1 Apparatus DIGESTION
2.1.1 Beaker — 150 ml.
3.1 Apparatus
2.1.2 Water Bath
3.1.1 M@le Furnace
2.1.3 Hot Plate
3.1.2 Water Bath
2.1.4 Volumetric Flask — 100ml.
3.1.3 Beaker — 50 ml,
2.2 Reagents
3.2 Reagents
2.2.1 Nitric Acid — 69 percent (v/v).
3.2.1 Nitric Acid
2.2.2 Perchloric Acid — 60 percent (v/v>
25 percent (v/v) prepared from nitric acid analytical
2.2.3 Phosphoric Acid — 85 percent (v/v). reagent grade.
2.2.4Mixture ofPerchloric Acid and Phosphoric Acid 3.2.2 Digesting Solution
Take 3.0 ml of perchloric acid (see 2.2.2) and 7.0 ml Dissolve 100 g potassium nitrate, analytical reagent
phosphoric acid (see 2.2.3) solutions in a measuring grade in 600 ml distilled water. Add 350 ml
cylinder and mix well. concentrated nitric acid and dilute to one litre.
2,2.5 Hydrochloric Acid — 37 percent (v/v). 3.2.3 Filter Paper Whatman No. 42
.
2,2.6 Dilute Hydrochloric Acid 3.3 Procedure
2.3 Procedure Weigh 1g of the grounded and air-dried soil into a
50 ml beaker. Add 10 ml of the digesting solution
Weigh 2gsoil sample into a 150ml beaker, add 3ml
(see 3.2.2) and evaporate to diyness on awater bath.
nitric acid (see 2.2.1), cover the beaker with a watch
Place thebeaker inamuffle furnace, heat at5000Cfor
glass, mix by swirling and heat on a water bath for
3 h. After cooling add 5 ml of 25 percent nitric acid
1h.Remove thebeaker after heating from water bath,
(see 3.2.1) and again digest the contents for
uncover, and addperchloric acid andphosphoric acid
1 h on a water bath. Extract the soluble salts with
mixture (see 2.2.4). Heat on a hot plate at 190”to
distilled water and filter the solution through a
210“Cuntil heavy white fumes of perchloric acid are
Whatman No. 42 or equivalent filter paper. Dilute to
visible. Replace the watch glass and continue heating
a known volume and take a suitable aliquot of the
for 30minutes. Cool, uncover, add2ml hydrochloric
filtrate fortheturbidimetric determination ofsulphate.
acid (see 2.2.5) and heat again until perchloric acid
A blank shall also be carried out with each sample.
fumes are again visibie. Transfer to a 100 ml
volumetric flask and make up to volume with dilute 4 DETERMINATION OF SULPHATE AND
hydrochloric acid. The total acidity of the diluted
EXTRACTABLE SULPHUR BY CALCIUM
sample should be at least one molar. The siliceous
PHOSPHATE
residue-maybe removed by filtration or allowed to
settle in the volumetric flask. 4.1 Apparatus
Take a 1to 5 ml aliquot for sulphur analysis by the 4.1.1 Hot Plate
1IS 14685:1999
4.1.2 Air Oven Take with apipette 10mloftheextract intotheboiling
flask for evaporating to dryness on a hot plate.
4.1.3 Beaker — 200 ml.
Re-dissolve the residue in2ml hydrochloric acid and
4.1.4 Flask proceed with the determination.
4.2 Reagents 6 PREPARATION OF COLLOID FREE SOIL
EXTRACT
4.2.1 Monocalcium Phosphate Solution
6.1 Apparatus
Prepared by dissolving 20.2gmonocalcium phosphate
[Ca(H,P0,2H,0)] in one litre water. 6.1.1 Suitable Bacteriological Filter
4.2.2 Nitric Acid and Perch loric Acid Mixture — 6.1.2 Pressure Filtration Funnels — Fitted with
2:1 (v/v). metrical filters.
4.2.3 Filter Paper Whatman No. 42 6.1.3 Centrijiuge with Centr@ge Bottles
4.3 Procedure 6.2 Reagent
Take 20 g of soil in a beaker and add 100 ml of 6.2.1 Sulphur Free Distilled Water
monocalcium phosphate solution (see 4.2.1). Mix
thoroughly by shaking. Filter through Whatman No. 6.3 Procedure
42 or equivalent filter paper.
Take20 gofsoilsample ina200ml centrifuge bottle,
Transfer analiquot toaflask, andplace indrying oven add 100ml of sulphur free distilled water and shake
overnight or until evaporation is complete. After for 30 minutes. Centrifuge the suspension at 2000
cooling, add 2 ml nitric acid and perchloric acid rpm for 15 minutes. Filter the supernatant liquid
mixture (see4.2.2) anddigestonahotplate,beginning through a suitable bacteriological filter which has
atlowheat but increasing temperature gradually until previously been washed several times with sulphur
thewhite fuming stage isreached. Continue digestion free distilled water to remove any soluble sulphur
at slightly reduced temperature, to minimize loss of compounds. Pressure filtration funnels fitted with
perchloric acid, for 15-20 minutes. After cooling, metrical filters shall then be used to obtain soil water
dilute with water and determine sulphate extracts free ofclay colloids.
turbidimetrically.
7DETERMINATION OF ELEMENTAL SULPHUR
5 DETERMINATION OF SULPHATE AND
7.1 Apparatus
EXTRACTABLE SULPHUR BY LITHIUM
CHLORIDE 7.1.1 Glass Bottle with Stopper
5.1 Apparatus 7.1.2 Centr@ge with Tubes
5.1.1 Centr@ge with Tubes 7.1.3 Rotary Film Evaporator
5.L2 Boiling Flask 7.1.4 Distillation Apparatus
5.1.3 Pipette — 10ml. 7.1.5 Round Bottom Flask
5.1.4 Hot Plate 7.1.6 Test Tubes
5,1.5 Volumetric Flask— 50 ml. 7.2 Reagents
5.2 Reagents 7.2.1 Chloroform — Re-distilled analytical reagent
grade.
5.2.1 Lithium Chloride Solution — 0.1 M.
7.2.2 Iron Powder — Analytical reagent grade.
5.2.2 Hydrochloric Acid Solution — 6 N.
7.2.3 Hydrochloric Acid — Mix equal volumes of
5.3 Procedure concentrated hydrochloric acid and water.
Take a 10gair-dried soilsample ina50mlcentrifuge 7.2.4 Sodium Hydroxide Solution — Dissolve 40 g
tubeandadd25mllithium chloride solution andshake sodhun hydroxide inone litre of water.
well. Centrifuge the tube at 1000 rpm and filter the
7.2.5 Acetone: Dithizone Solution — Dissolve about
supematant solution through a Whatman No. 42 or
0.01gofdithizone inonelitreofglassdistilledacetone
equivalent paper into a 50 ml volumetric flask.
freshly prepared.
-i
LIS 14685:1999
7.2.6 Mercuric Chloride Solution — Dissolve 0.271 g 8.1.2 Gooch Crucible
inonelitreofdistilledwatertogivea0.001Msolution.
8.1.3 Porcelain Crucible
7.2.7 Standard Sulphur Solution
8.1.4 Sieve 20 Mesh
Dissolve 0.1 g of sulphur in chloroform and adjust to
8.1.5 Erlenmeyer Flask
100 ml. This solution contains 1mg of sulphur per
mililitre and may be diluted with chloroform. 8.2 Reagents
7.2.8 Sulphur Free Nitrogen Gas 8.2.1 Hydrochloric Acid — 1N and 6N.
7.3 Procedure 8.2.2 Calcium Acetate Solution [Ca(CH,COO)2] —
1N.
7.3.1 Weigh about 50 g of soil into aglass bottle and
add 100ml chloroform. Stopper with arubber blunge 8.2.3 Acetic Acid — 2N.
protected byasmallpiece ofthinpolyethylene. Shake
8.2.4 Extracting Solution
intermittently by hand for about 30 minutes. Centri-
fuge, ifnecessary, toseparate theextract fromthesoil. Dissolve 4.6 g of sodium phosphate (NaH2P0,H20)
Takewith apipette analiquot ofthesupematant liquid in one litre of 2N acetic acid.
containing 10-400 ~g of sulphur into a 50 ml round
8.2.5 Filter Paper Whatman No. 1
bottom flask andevaporate todryness onarotary film
evaporator. Unusedchloroform mayberecoveredfrom 8.3 Procedure
the soil by distillation.
Take 10gdried soilinagooch crucible. Add 50mlof
7.3.2 Add 2ml acetone and about 0.2 ml chloroform 1N hydrochloric acid (see 8.2.1) and shake well.
to the 50 ml round bottom flask containing the Transfer the contents in aporcelain crucible through
evaporate sample as described in 7.3.1. Place about Whatman No. 1 filter paper. Wash the residue with
0.2 g iron powder in the flask and attach the flask to 100ml calcium acetate solution (see 8.2.2) followed
the distillation apparatus. Sweep the apparatus freeof bydistilled water aloneto remove the excess calcium
acetate. Dry the crucible and contents at 105°C to
air by passing nitrogen for afew minutes.
permit final calculations made on the basis of the
Place 10 ml sodium hydroxide solution ina 2.5 cm original mass of soil sample.
diameter test tube and attach itto the sidearm sothat
Pass the soil sample through a20 mesh sieve. Weigh
the testtube dipsbelow thesurface. Fillthegraduated
and place 2.5 g soil in a suitable porcelain crucible.
receptacle with the hydrochloric acid and run 10ml
Thoroughly mix 0.5 g sodium bicarbonate with the
into the apparatus. Apply a low flame with a
soil, and then add an additional 0.5 guniformly as a
microbumer and allow 10to 15minutes for transfer
surface layer. Ignite the mixture at 500”C in muffle
of sulphide. Detach the glass tube from the apparatus
furnace for 3 h. Allow the sample to cool, and then
and leave itinthetesttube. Add 10mloftheacetone:
transfer the contents of the crucible to a 50 ml
dithizone solution (see 7.2.5) tothe testtube washing
Erlenmeyer flask. By means of a pipette, add 25 ml
the inside ofthe glass tube with it.Titrate against the
extracting solution, using the first 10ml to rinse the
mercuric chloride to apink endpoint. Itisconvenient
crucible and adding the rest slowly to avoid loss by
tostirthesolution during titrationbybubbling nitrogen
spattering. After the reaction subsides, shake the
through it. Standardize the mercuric chloride solution
contents of the flask for 30 minutes. Filter the soil
against standard solutions of sulphur reduced in the suspension through adryWhatrnanNo.1orequivalent
sameway. filter_paper.
NOTE—OneadvantageofthisprwedureisthatwetsoiIscanbe The determination of sulphate in an aliquot of the
extractedwithoutpreliminarydrying.
filterate canbe carried out by turbidimetry.
8 DETERMINATION OF ORGANIC SULPHUR
NOTE—Theinitialextraction with 1Nhydrochloric acidto
removesulphidesmaynotremovecertainsulp~~dcsforexample,
8.1 Apparatus Cu,As,Sb,etc.Also,itmaybepreferabletosubstituteacalcium
phosphate solution forcalcium acetate to ensure removal of
8.1.1 M&le Furnace adsorbedsulphate.Bureau of Indian Standards
BIS is a statutory institution established under the Bureau of Indian Standards Act, 1986 to promote
harmonious development of the activities of standardization, marking and quality certification of goods and
attending to connected matters inthe country.
Copyright
BIS has the copyright of all its publications. No part of the;e publications may be reproduced in any form
without the prior permission in writing of BIS. This does not precludc 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 ofhdian Standards
k
Amendments are issued to standards as the need arises on the basis of comments. S~lndnrds are also reviewed
periodically; a standard along with amendments is reaffirmed when such review indicates that no changes arc
needed; if the review indicates that changes are needed, it is taken up for revision. Users of Indian Startdnrds
should ascertain that they are in possession of the latest amctdment$ or edition by referring to the latest issue
of ‘BIS Handbook’ and ‘Standards Monthly Additions’
This Indian Standard has been developed from Dot: No. FAD 27 (793).
Amendments Issued Since ‘Publication
Amend No. Date of Issue Text Affected
BUREAU OF INDIAN STANDARDS
Headquarters:
Manak Bhavan, 9 Bahadur Shah Zsfar Marg, New Delhi 110002 Telegrams: Manaksanstha
Telephones: 3230131,3233375,3239402 (Common to all offices)
Regional Offices: Telephone
-Central : Manak Bhavan, 9 Bahadur Shah Zafar Marg 3237617,3233841
NEW DELHI 110002
Eastern : 1/14 C.I.T. Scheme VII M, V.I.P. Road, Maniktola 3378499,3378561
CALCUIT’A 700054 { 3378626,3379120
Northern : SCO 335-336, Sector 34-A, CHANDIGARH 160022 603843
{ 602025
Southern : C.I.T. Campus, IV Cross Road, C!IENNAI 600113 2350216,2350442
{ 2351519,2352315
Western : Manakalaya, E9 MIDC, Marol, Andheri “(East) 8329295,8327858
MUMBAI 400093 { 8327891,8327892
Branches : AHMADABAD. BANGALORE. BHGPAL. BHUBANESHWA.R.
COIMBATORE. FARIDABAD. CiHAZIABAD. GUWAHATI.
HYDERABAD. JAIPUR. KANPUI& LUCKNOW. NAGPUR.
PATNA. PUNE. THIRUVANANTHAPURAM.
Printed atSimcoPrinting Press,Dethi, India
.
----
|
3023.pdf
|
IS: 3023-1965
Indian Standard
RECOMMENDEDi'RACTICEFOR
BUILDING-UP BY METALSPRAYING
Welding General Sectional Committee, SMDC 14
Chairman Representing
SHRI R. GHOSH Indian Oxygen Ltd., Calcutta
Members
SHRI K. D. ACARWAI, Directorate of Technical Development ( CGDP )
Ministry of Defence, New Delhi
SHRI M. M. GUPT~ ( Alternate )
SHRI j. K. AHLUW.ALIA Stewarts & Lloyds of India Private Ltd., Calcutta
SHRI M. M. GHOSH ( Alternate )
SHRI F. V. BADAMI Directorate General of Technical Development
SARI N. C. BA~CHI National Test House, Calcutta
SHRI D. P. CHATTERJEE Directorate General of Supplies and Disposals (Ins-
pection Wing ), New Delhi
SRRI K. C. CHOUDHURI Ministry of Railways
SQRI D. S. NAGESH RAO ( Alternate I )
SHRI N. V. PANDIT ( Alternate II )
SHRI B. N. DAS National Metallurgical Laboratory ( CSIR ),
Jamshedpur
SHRI K. C. JERATH Engineer-in-Chief’s Branch, Army Headquarters
SHRI J. N. MALIK ( Altwnate)
SHRI M. MITRA Asiatic Oxygen & Acetylene Co. Ltd., Calcutta
SHRI T. BISWAS ( Alternate )
SHRI J. A. MULIYIL Indian Oxygen Ltd., Calcutta
SHRI S. V. SAMBAMURTI ( Alternate )
SHRI S. V. NADKARNI J. B. Advani-Oerlikon Electrodes ( Private ) Lt.d.,
Bombay
SHRI P. S. VISVANATH (Alternate )
SHRI S. K. PATHAK Braithwaite & Co: ( India ) Ltd., Calcutta
SHRI K. G. K. RAO Tata Engineering & Locomotive Co. Ltd., Jamshedpur
SHRI S. C. ROY Central Boilers Board, New Delhi
SARI S. SHANMUGASUNDARAM, Public Works Department, Madras
SHRI J. P. SINCLA ICentral Public Works Department, New Delhi
SHRI A. K. S. RAO ( Alternate )
SHRI T. N. VELU Hindustan Shipyard Ltd., Visakhapatnam
SHRI B. S. KRISHNAMACHAR, Director, IS1 ( Ex-o@cio Member )
Deputy Director ( S & M ) ( Secretury )
Panel for Code of Practice for Building-up by Metal
Spraying, SMDC 14/P-l 1
SHRX S. V. SAMRAMURTI Indian Oxygen Ltd., Calcutta
INDIAN STANDARDS INSTITUTION
MANAK BHAVAN, 9 BAHADPR SHAH ZAFAR MARG
NEW DELHI 1/
iS : 3023 - 1965
Indian Standard
RECOMMENDEDPRACTICEFOR
BUILDING-UP BY METAL,SPRAYING
0 . F O R E W O R D
0.1 This Indian Standard was adopted by the Indian Standards Institution
on 8 February 1965, after the draft finalized by the Welding General
Sectional Committee had been approved by the Structural and Metals
Division Council.
0.2 There are two major fields in which sprayed metal coatings find appli-
cation, namely, for providing protection to surfaces against corrosion and
for building-up surfaces to desired dimensions. In this standard, it is inten-
ded to deal only with the latter aspect.
0.3 A variety of processes and equipments for flame spraying of metal
coatings are in use today and some of the recent technical developments
such as electric arc spraying and plasma arc spraying show much promise.
0.3.1 This standard, however, covers only the oxy-fuel gas flame spray-
ing process using metal in the wire form, since this method is by far the
most commonly used and sufficient information and experience is available
for the formulation of a code of practice.
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 basing the standard on the follow-
ing publications:
AWLS/C 2.4 - 55T Recommended practices for metallizing ( Part 1 D ) .
American Welding Society.
AWS/C 2.1 - 60 Recommended practices for metallizing shafts or
similar objects ( Part I A). American Welding Society.
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 t,he same as that of the specified value in this standard.
*Rules for rounding off numerical values ( rcvisrd ).IS : 3023 - 1965
1. SCOPE
1.1 This standard covers recommendations for building-up by metal spray-
ing using,wire and oxy-fuel equipment except and where otherwise stated,
the reference is to building-up of the outside surface of the .cylindrical
components, such as, shafts, rolls, drums, etc, which in fact constitute the
bulk of the building up applications for which this process is e?ployed.
2. SURFACE PREPARATION
2.0 The adherence of the flame sprayed cbating to the base depends upon
mechanical interlocking of the first layer to the interstices of the roughened
surface or to the bond coat.- For obtaining a high degree of adhesion,
careful attention should be paid to the preparation of the surface.
2.1 Cleaning Prior to ,Further Preparation - Crease, paint and other
foreign matter shall be removed from the area to be sprayed as well as the
adjoining area, since these stand in the way of proper adhesion of the
sprayed metal to the surface.
2.1.1 A chemical solvent, such as, trichloroethylene or carbon tetrachlo-
ride or heating or a combination of both methods should be employed for
cleaning the surface. Surfaces which are likely to have absorbed oil
should be heated to 250” to 300°C to endure removal of all traces of oil.
_ 2.1.2 Blasting with abrasive material is an effective method of removing
ail foreign matter except oil and grease.
2.2 Inspection for Soundness -The surface should be carefully
examined for freedbm from cracks and other flaws which would render the
component unsuitable for repair.
2.3 Undercutting - It is almost always necessary to undercut the surface
to be built-up. This is done iti order to allow for an adequate and uniform
thickness of sprayed deposit on the finished job. Undercutting will not be
necessary when a thin coating of molybdenum is to be applied for restoring
a component to a size so that a gear, flange, wheel, or such other parts
may be press-fitted.
2.3.1 Procedure for Updercutting - The undercutting is accomplished on a
lathe or similar device by either machining or grinding to the required
dimensions, care beitig excercised to see t,hat the undercut section is con-
centric with the original axis of the shaft.
2.3.1.1 In cases where the extent of wear that has already taken place
is such as to allow for an adequate thickness of sprayed deposit in the
finished job, machining or’ grinding should be done solely for the purpose of
correcting the eccentricity in wear.
2.3.1.2 Undercutting reduces the effective cross-section of the part to be
metal sprayed. Since sprayed metal deposits do not restore any qualities .
3IS:3023-1965
such as tensile strength or resistance to fatigue stress, all parts to be built-
up by metal spraying should be examined carefully from a design stand-
point to determine that adequate strength is maintained in the part as
prepared for metal spraying.
2.3.1.3 The undercutting operation should preferably be done dry,
but where this is not feasible, this should be followed by a further degreas-
ing treatment and drying.
2.3.2 Length of Undercut -The length of the undercut section should
generally extend beyond both-ends of the sleeve, bearing or packing gland
in which the shaft operates.
2.3.3 Depth of Undercut-The depth to which the shaft should be under-
cut is determined by a number of factors such as the diameter of the shaft,
the severity of service and the amount of wear to be expected in service. ’
The wear allowance should always be determined for each individual job
but the information provided in Table 1 may be used for guidance in de-
termining the depth of undercut to be provided for specific service appli-
cations. Additional allowances should be made, if necessary, for more
severe wear.
TABLE 1 RECOMMENDED DEPTH OF UNDERCUT
( All dimensions in millimetres ) L
DIAMETER OF SHAFT DEPTH OF UNDERCUT ON RADIUS FOR VARIOUS
TYPES OF SERVICE
(----_-_A--- ----l
Class A* Class B+ Class C$
(‘1) (2) (3) (4)
Under 25 0.50 0.25
25 to 50 IGO O-80 0.25
50 to 100 1.25 1.00 0.50
100 to 150 1.50 1.25 0.50
Over 150 1.75 1.50 0.50
NOTE - All Classes of Ssrvi~c - When the molybdenum underlay method is employed,
no minimum thickness is required for press fits, but where wearing surfaces are con-
cerned, the thickness shall be such that the maximum allowable wear will be less than
the coating thickness.
*For shafts and journals operating under a heavy bearing load, such as diesel engine
crankshafts or rolling mill journals; for pump sleeves, piston rods and hydraulic rams
subject to severe service and high pressure, where a maximum safety factor is required.
*For normal duty lubricated bearing service; for standard pressure pump rods and
sleeves; where a normal safety factor is required.
$For restoring a shaft to size where a gear, flange, wheel or other part is pressed on and
the sprayed surface does not act as a bearing.
41St3023.1965
2.3.4 Ends OJ‘ Undercut - The sprayed metal requires to be mechan;ict!
anchored into the base metal at the ends of the undercut section. _
tailing the shoulders at the extremities of the u’ndercut section with a
radius at the bottom (see Fig. 1 ) is recommended for this purpose.
’ 15’TO 261 /c-
F1a.1 METHOD OR PI~EPARINQ SHOULDERS ~~~UNDERCUT SECTION
\
2.3.5 When preparing journals of crankshafts where dovetailing at the
extremities as illustrated in Fig. 1 is not permissible, about 0.25 mm should
be removed from the flanges. The fillet radius should be reduced to be
parallel to the original radius.
2.3.6 Where the surface to be built-up extends to the extremity of the
shaft, the end should be chamfered to avoid possibilities of damage to the
coating at that point. It is also good practice to chamfer the ends of
hydraulic rams and pump-rods so that the sprayed deposit can be taken
over the end surfaces. This prevents the possibility of the pressurized
fluids exerting a lifting action on the coating under conditions of service.
2.3.7 If a chamfer at the end is inadmissible, one of the methods illustra-
ted in Fig. 2 should be employed.
2.3.8 All sharp edges in the area to be sprayed, such as edges of oil ,
holes and keyways should also be chamfered with 30 degree bevel to a
depth of approximately 0.5 to 0.8 mm.
2 A Bead Weld Method 2 B Collar Method
FIG. 2 ALTERNATIVE METHODS OS PRIEPARATION WHERE BUILT-UP SECTIOX
EXTENDSTO END OP SHAFT
5IS : 3023 - 1965
2.4 Surface Roughening-To ensure adherence of the sprayed metal,
a clean surface of sufficient roughness is necessary. Before the roughening
operation is commenced, however, it should be made certain that all traces
of oil, grease and other foreign matter on and adjacent to the undercut
surface are removed.
A number of methods of roughening are available and the choice
among them depends mainly on the materials and tools available and
service requirements.
2.4.1 Mechanical Roughening - The roughening methods falling under
mechanical roughening are given in 2.4.1.1 to 2.4.1.3.
2.4.1.1 Rough threading method-The object of the rough threading
method is to obtain roughened V threads with the sides torn and jagged
and with a radius of not more than O-4 mm at the bottom. A 50” to 60°
pointed tool should be used for the purpose and Fig. 3 illustrates one of
the many ways to grind the tool bit for rough threading. Another way is
to grind the tool so that it has a zero or shghtly negative back rake and
side rake.
R = O-40 mm MAX
FIG. 3 METHOD OF GI~INDING TOOL BIT FOR ROUGH THRE~DINC
The tool should be set slightly below the centre line of the work to
give a certain amount of chatter. Alternatively, a shim placed at the back
of the tool assists in obtaining as rough and jagged a thread as possible.
The tool should also be fed to a greater depth than normal so as to obtain
a sharp thread. The work should be rotated at a low speed and 6 to 12
threads/cm with a depth of 0.5 to 0.8 mm are to be cut, larger diameter
shafts usually requiring coarser threads which would be correspondingly
deeper also.
The threading operation may be done in one or more passes or cuts.
No coolant should be used and the surface should always be kept free from
grease.
Barbs that are just above the contour of the shaft may be removed by
placing a flat tool just clear of the job.
6IS:302331965
2.4.1.2 Groove and knurl method - This method consists of cutting spiral
or’ annular grooves in the undercut section in such a manner that the lands
between them could be knurled subsequently with a special tool to give a
dovetail effect. ‘,
1 ’
The cutting of spiral or annular grooves as shown in Fig. 4A is
accomplished with a round nosed cutting tool ground to the shape and
dimensions shown in Fig. 5. Spiral grooves of the proper pitch may be
obtained by setting the thread feed on the lathe at 6 threads per centimetre.
WIDTH OF TOPS AND
RIDGES NOW EAPUAL
RADIUS AT BOTTOM OF +--FIRST FEW PASSES
GROOVE NOT OVER 030 mm *FTER KNURL,NG IN THIS DIRECTION
SIOES OF GROOVES
STRAIGHT AT TOP
4A Method of Making Spiral Grooves 4B Method of Knurling
’ FICA 4 DETAILS OF GROOVE AND KNURL METHOD OF PREPARATION
0.50 mm
CORNER
FICL 5 GROOVINCJ TOOL
In the case of annular grooves the machining time may be reduced
by the use of multiple cutters which permit the making of several grooves
at a time. Annular grooves should be cut proceeding from both ends
towards the centre so that an outsize groove or land, if it occurs, is in the
centre of the area to be sprayed. The depth of the groove should be
approximately 0.6 mm and may be cut in one or several passes. The
grooves should be so spaced that the lands between them are approxi-
mately 0.4 mm wide. The grooving should cover entire length of the
undercut section except for 0.6 to 0.9 mm at each end.
7
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IS : 3023 - 1965
After the grooving is completed, the spreading and roughening
operation should be done with a special knurling tool usually consisting of
several hardened and grooved wheels. With the work turning at a surface
speed of from 60 to 90 m/min, the tool should be fed into the work at
O-1 mm infeed per pass and traversed over the lands of the grooves at a
feed of about 0.5 mm per revolution. This operation should be continued
until the land is spread out and the land width and the, groove width are
approximately O-8 mm. When this operation has been completed the U
shaped grooves will have been converted into a series of dovetails. The
surface of the land will be spread and roughened ( Fig. 4B ).
2.4.1.3 Blasting with abrasive material -This method is used in certain
instances where ( a) the rough threading and ( b j the grooving and
knurling preparations cannot be adopted because of the nature of the
component, a typical example being the journal of a crankshaft. Blasting
should be done with angular grit particles having grain size varying from
Q-70 to l-70 mm, crushed fused alumina (aluminous abrasive ) or clean,
sharp, crushed chilled iron grit being particularly suitable.
The most common method of blasting surfaces prior to building-up
by metal spraying is the pressure method in which the grit is fed from a
machine where the abrasive is kept under pressure into a jet of compressed
air which propels the abrasive particles on to thesurface at a high velocity.
Pressures used range from 2.5 kg/cm2 to 7 kg/cm:, the higher pressures
in the range being used for treating the comparatively hard materials.
It is necessary that the compressed air used as the propellent should
be free from moisture and traces of oil which adversely affect the bond
between the sprayed coating and the base. Portions adjacent to the area
to be treated which need to be protected from the grit should be heavily
wrapped with rubber tape. Oil holes on the surface to be blasted should
be plugged. Moulded rubber is best for the purpose and these plugsshould
be capable of withdrawal outwards after grit blasting and spraying.
Blast&g as a method of preparation is not suitable in cases where the
applied metal coating is subject to severe torsional stress.
2.4.2 Electric Bondin; -When the surface is too hard to be grit blasted
or machined according to the methods described under 2.4.1.1 and 2.4.1.2,
it may be roughened by electric bonding in which spattering with a low
power welding set using a bundle of nickel wires as electrodes leaves small,
irregularly shaped particles of the electrodes on the surface which is, as a
result, roughened. \
Special equipment is required for this type of preparation and for
details of the working of this method, reference should be made to
technical literature available on the subject from the manufacturers of the
equipment.
8
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_/.I - -.IS: 3023-1965
This process which is slow in application is little used except for the
treatment of hardened or irregular surfaces.
2.4.3 Mo~bdenum Undeday — While this method may be adopted for
general use also, it is particularly useful in treating hardened surfaces
which cannot be prepared by the methods described under 2.4.1.1, 2.4.1.2
and 2.4.1 .3. It consists of applying by ~metaI,spraying a thin coating of
molybdenum on to the surface which should be clean, free from grease and
slightly roughened or abrasing with medium grade emery cloth, taking a
light grinding cut or light grit blasting being usu/dly adequate. Grit
blasting ‘is definitely of benefit in that it produces compressive stresses in
the surface of the steel and offsets the tendency to the lowering of the
fatigue strength. The molybdenum coating acts as the base for the coating
that follows the metal to be used for building-up.
When usedas a bonding coat, the thickness of the molybdenum should
only be sufficient to cover the surface completely. This will be equal to
an average coating thickness of 0“04 to 0“05 mm, which will then measure
0.07 to 0“08 mm due to surface irregularities. The underlay coating should
be sprayed coarse since such a coating provides a better key for the
following coat. The correct degree of atomisation may be achieved by
reducing the propellent air pressure to less than the usual figure
recommended for normal spraying of other metals and alloys.
It is essential that acetylene be used as the fuel gas for spraying
molybdenum. Adjustment of both the acetylene and oxygen pressures is
critical Molybdenum will oxidise badly and not bond if even a slight
excess of oxygen is used. Conditions of spraying molybdenum involving
high oxygen gas ratios are confined to the application of hardened
molybdenum coatings and are not used for underlays. The operating
conditions recommended by the manufacturers of the metal spraying
equipment should be carefully followed.
Since molybdenum sticks even to smooth surfaces, it is necessary to
mask areas adjacent to the portion to be treated with tape or a masking
compound. Oil holes in the area to be treated should be protected by the
use of carbon, wood or brass plugs and keyways by inserting a brass,
bronze or carbon dummy key.
A molybdenum coat when applied correctly on a freshly prepared
surface will adhere satisfactorily to steel either in the hardened or in the
soft state, cast iron, stainless steel, nickel and nickel alloys and most alu-
minium and magnesium alloys. It does not bond well with copper and
copper alloys and on nitrided steel.’ Molybdenum has a marked tendency
to oxidization at elevated temperatures and because of the danger of
deterioration of the bond on account of this, a molybdenum underlay is
not generally recommended for work which will be subjected to
temperatures over 320”C.
9
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1IS : 3023 - 1965
3. SPRAYING
I 3.1 General- Parts should be sprayed as ‘soon as possible after
preparation. Where, for special reasons, the spraying has to be delayed
for even a short period of time or the part has to be handled, the prepared
surface should be protected from oxidation and contamination. Wrapping
with clean paper and handling with clean protective gloves usually pro-
vides adequate protection. Since condensation of moisture on the prepared
surface impedes satisfactory adhesion of the sprayed metal, warming the
surface prior to spraying is recommended but if a gas flame is used care
has to be taken to ensure that surface oxidation and contamination do not
occur in the process. Oil holes and keyways on the surface to be treated
should be plugged with moulded rubber or carbon insets.
When spraying steel and other metals, particularly molybdenum, the
bright spray is liable to strain the eyes of the operator and he should,
therefore, be provided with tinted glasses of the right shade and quality
(see IS:1802-1961”).
When spraying large quantities of metals of the copper group and
nickel, it will be necessary for the operator to protect the nose and mouth
by means of a respirator or by other suitable means.
The shop where metal spraying is carried out should be airy and well
ventilated or provided with efficient dust removal and air circulation
facilities.
3.2 Equipment - Spraying is done with a tool commonly known as the
metal spraying pistol or gun. The motive power for the feeding of the
wire into the flame is provided usually by an air turbine in the pistol (or
an electric motor in some heavy duty pistols) geared down to drive rollers
which pull the wire into the pistol and feed it into the flame. Suitable
means of adjustment of feed speed are also provided. Compressed air is
also used as the propellent for the atomised molten particles.
An adequate supply of dry air free from traces of oil and at pressures
required for operating the tool efficiently should be arranged. In addition,
supplies of oxygen and the fuel gas that is recommended for theequipment
as well as ancillary equipment such as pressure regulators and hoses should
be available. Fuel gases commonly used are acetylene and propane.
The use of flowmeters for the oxygen and the fuel gas is recommended
since these assist in setting and maintaining correct spraying conditions
without difficulty.
3.3 Wires-The wire to be used for spraying should be kept wound in
reels or spools and shall be free from kinks which hamper the smooth
feeding of the wire through the nozzle.
*Specification for ionones.
10
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IS:3023- %965
The choice of the metal and the wire size for a specific job wouM
depend on a number of factors and recommendations of manufacturers of
metal spraying equipment and other technical literature on the subject
should be consulted. A few points of importance are, however, given
below:
a) Where a choice of the metal to be smav.ed is Dossible. that metal
should be selected which gives a coa~ing with ;he low;st shrinkage
.,. -. . .
rate ~lowest co-emclent of expansion). An instance 1s the
rebuilding of steel shafts where, as a general rule, high carbon
steel (0.7 percent ) ispreferred to low carbon mild steel which has
a higher shrinkage rate and also oxidises excessively during
spraying with resultant tendencies to cracking.
Where the finished surface has to be of a metal with a
high shiinkage rate and the deposit has to be relatively th;ck, a
metal having a low shrinkage rate should be chosen for building-
up to within 0-5 to 1“Omm of the finished size and the job may
then be completed by spraying the desired wire.
b) Where an 18/8 chrome-nickel stainless steel deposit is required
to serve under corrosive conditions,, it is necessary that the wire
chosen should contain, in addition to these alloying elements, a
stabilizer such as niobium or titanium.
It should be noted that sprayed stainless steel is not stain-
less unless it is ground and polished.
c) In view of the fact that it is permissible to finish molybdenum
deposits to a feather edge without any danger of the coating
peeling off, it is used for building-up where only a small amount
of metal is required such as for instance restoring a press fit. In
such cases, after the initial bonding coat is sprayed, further
building-up is done with the coarseness of the spray reduced
s]ightly by an increase of the propel lent air pressure. This results
in a finer surface which may be finished speedily and more
economically. Heavy thickness of sprayed molybdenum coatings
are not recommended both on considerations of cost and cracking
of the deposit.
3.4 Spraying Procedure — The operating conditions such as wire speed,
gas pressure and flame conditions recommended’ by the manufacturers of
the pistol should be strictly adhered to. The practice of increasing spraying
rates over those recommended by increasing gas pressures is, in particular,
to be avoided since this could give rise to poor results.
The pistol should be lighted and adjusted wi;h the spray directed
away from the work. The work should be held in a device such as a
11
-.---—~w ==...:.. ..... -–---—-–—— -—
4
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IIS:3023-1965
,
lathe and made to rotate at a surface speed of 9 to 15 m/min. During
spraying the pistol which is usually mointed on the toolpost of the lathe
should be at a distance of 80 to 250 mm from the work depending upon
the equipment and size of wire used.
The ends of the undercut sections should be sprayed first with the
angle of impingement continually varying from about 30 to 60 degrees (see
Fig. 6 ). Corners should be built up from quarter to half the depth of the
undercut before proceeding further.
.
CL= 306 to SC? d 280 lo 250 mm
FIG. 6 METHOD OF SPRAYING END OF UNDERCUT SECTION
In treating shafts prepared by the grooving and knurling method,
after spraying the ends of the undercut sections, spraying should be
continued with the gun held at an angle of 45 degrees to the work for at
least fiye passes in each direction in order to deposit metal under each
dovetail. Subsequent procedure is the same as that for work prepared by
other methods.
In work prepared by method other than grooving and’knurling, after
the ends of the undercut sections are sprayed, the job should be completed
by spraying at right angles to the surface.
The spraying process shall be continuous and where practicable the
total thickness should be applied in one pass progressively along the length
of surface to be sprayed. It is advisable when heavy deposits are being
applied in a single pass, to cool the work with a diffused blast of clean dry
compressed air. Suitable means shall also be provided to prevent the
accumulation of metal dust ahead of the spraying operation.
If spraying in one pass is not possible, a, large number of very rapid
light passes are permissible but separate layers of medium thickness in the
range of 0.5 to 1-O mti are not good practices.
12IS : 3023 - 1965
It is necessary to put on sufficient metal to allow for finishing ( usually
about 0.25 to 0.40 mm on radius over the finished size ).
The temperature of the work should, on no account, be allowed to
exceed 150°C. Spraying should be stopped periodically if it is not possible,
by other means, to keep down the temperature within this limit.
After spraying is completed, the work should be allowed to cool slowly
to room temperature. If necessary, an air blast may be used to cool the
work as it is rotated.
The plugs for the oil holes and dummy keys for the keyways may be
removed at this stage but where possible, it is recommended that these are
not removed until the finishing operation is also over.
4. FINISHING
4.1 General- Sprayed deposits may be finished either by grinding or by
turning, the former method being preferred.
4.2 Grinding- Finishing sprayed deposits by grinding requires no special
technique, normal grinding practice usually being followed. Medium soft
wheels having vitrified bond with a No. 40 grit or soft ones with a NO. 60
grit, the abrasive being bauxite or silicon carbide, are generally recommen-
ded for the purpose ( see IS : 715 - 1962* ). When grinding sprayed metals,
the wheel glazes quickly and more frequent dressing may be found
necessary. If fine grain wheels are used, clogging may/cause chatter.
Grinding wet is always preferred and the surface speed of the wheel
should be approximately 1800 to 1950 mlmin, with the work turning at a
surface speed of25 to 30 m/min. The infeed should be very light. For
of
rough grinding an infeed approximately 0.04 mm is used and as the job
approaches finished size this is reduced to O-02 mm. Two percent soluble
* oil, clean and free from foreign matter is a suitable coolant. The grinding _
wheel should never be allowed to remain immersed in the coolant, due to
the wheel absorbing moisture and thereby becoming unbalanced.
In dry grinding on tool post grinders, wheel speeds are usually,lower
by about 10 percent than for wet grinding. Keeping the work smeared
with a light layer or machine oil helps in reducing the glazing of the wheel.
The tool post grinder used for finishing sprayed deposits should be of a
robust type.
4.3 Turning - If turning has to be Resorted to as the method of finishing,
tools tipped with tungsten carbide or high speed steel should be used. While
the shape of the tool is not critical, it has been found advantageous to have
the tool ground as shown in Fig. 7 and to the dimensions given in Table 2.
\ +
*Specification for coated abrasives, glue bond ( rmiscd ).
13I6 : 3023 - 1965
A -Nose angle
B = Side rake angle
C = Side relief angle
1;PROVIDED BY HOLDER D= Working relief angle
IV- Nose radius
FIG.~ GRINDINGTOOLBITSFOR MACHININ~SPRAYED METALS
TABLE 2 DIMENSIONS FOR GRINDING TOOL BITS
( Claude 4.3 )
DIMENSION HIGHSPEED CE~~ENTED CAXBTDE
TOOLBITS TOOLBITS
Nose angle 80” approximately 75” approximately
Side rake angle 0” to 15” 0”
Side relief angle 10” 7”
Working relief angle 7” Max 7” Max
Back rake angle 8” Max 8” Max
Nose Radius 0.8 to 1.0 mm 0.8 to 1.0mm
-The cutting edge of the tool should be either on the centre line of
the work or not more than 5 degree above.
The peripheral speed of cutting should be in the range of 15 to
30 m/min for finishing sprayed steels, stainless steel and nickel. For copper
and copper alloys speeds may be as high as 60 to 100 mlmin when using
carbide tools and 30 to 45 mlmin when using high speed steel tools.
Machining should be started near the middle of the sprayed length
and worked out to the edges. Only very light cuts should be taken and
the traverse of the tool should be as low as is convenient on the lathe. A
coolant such as soluble oil may be used.
Even with carbide tipped tools, sprayed molybdenum deposits are
unmachinable.
4.4 Plugs for the oil holes and dummy keys for keyways shall be removed
after the finishing operation if this has not already been done after spraying.
The oil ways should then be thoroughly cleaned to ensure that no metal
particle or grit is left inside.
14
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2720_20.pdf
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IS 2720 ( Part 20 ) : 1992
*
Indian Standard
METHOD OF TEST FOR SOILS
PART 20 DETERMINATION OF LINEAR SHRINKAGE
( First Revision )
First Reprint APRIL 1996
UDC 624~131,434
3
(5~ BIS 1992
BUREAU OF INDIAN STANDARDS
MANAK BHAVAN, 9 BAHADUR SHAH ZAFAR MARG
NEW DELHI 110002
July 1992 Price Gfoap 1Soils a’&- Soil Engineering Se. t.ional Committee, CED 23
FOREWORD
This Indian Standard was adopted by the Bureau of Indian Standards, after the draft finalized by
the Soils and Soil Engineering Sectional Committee had been approved by the Civil Engiueering
Division Council.
With a view to establish uniform procedures for the determination of different characteristics
of soils and also for facilitating comparative studies of the results, an Indian Standard
Methods of Test for Soils IS 2720 has been published in 41 parts. This part deals with the
determination of the linear shrinkage of soils. The test is of value in indicating the plastic
properties of soils having low clay contents.
This standard was first published in 1966. In this revision apart from general updation,
the two amendments issued have been incorporated and the quantities and dimensions have
been given in SI units.
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 2720 ( Part 20 ) : 1992
Indian Standard
METHOD OF TEST FOR SOILS
PART 20 DETERMINATION OF LINEAR SHRINKAGE
First Revision )
(
passing 425~micron IS Sieve [ see IS 460
1 SCOPE
( Part 1 ) : 1985 ] obtained in accordance with
1.1 This method covers the determination of IS 2720 ( Part 1 ) : 1983 shall be taken for the
the linear shrinkage of remoulded ~011s. test specimen.
2 REFERENCES 5 PROCEDURE
2.1 The Indian Standards listed below are 5.1 The mould shall be thoroughly cleaned
necessary adjuncts to the standard. and a thin film of grease shall then be applied
to its inner walls in order to prevent the soil
IS No. Title from adhering to the mould.
460 Specification for test sieves: 5.2 About 150 g of the soil sample passing 425
( Part I ) : 1985 Part 1 Wire cloth test sieves micron IS Sieve ( see 4.1 ) shall be placed on
( second revision ) the flat glass plate and thoroughly mixed with
distilled water, using the palette knives, until
2720 Methods of test for soils: the mass becomes a smooth homogeneous
( Part 1 ) : 1983 Part 1 Determination of dry paste, with a moisture content approximately
soil samples for various test
2 percent above the liquid limit of the soil
( second revision )
( see Note 1 and Note 2). In the case of clayey
soils, the soil paste shall be left to stand for
12979 : 1990 Specification for mould for
a sufficient time ( 24 h ) to allow the moisture
determination of linear shri-
to permeate throughout the soil mass. The
nkage
thoroughly mixed soil-water paste shall be
placed in the mould such that it is slightly
3 APPARATUS AND OTHER MATERIAL proud of the sides of the mould. The mould
3.1 Two Palette Knives, a convenient size is shall then be gently jarred to remove any air-
pockets in the paste. The soil shall then be
one having a blade about 10 cm long and 2 cm
levelled off along the top of the mould with
wide.
the palette knife. The mould shall be placed
3.2 Flat Glass Plate, approximately 10 mm so that the soil-water mixture ( paste ) can air.
thick and 45 mm square, or an evaporating dry slowly, until the soil has shrunk away from
dish approximately 15 cm diameter. the walls of the mould ( see Note 3 ). Drying
should then be completed first at a temperature
3.3 Mould, conforming to IS 12979 : 1990. of 60 to 65°C until shrinkage has largely ceased
and then at 105 to 110°C to complete the
3.4 Oven, thermostatically controlled with drying. The mould and soil shall then be
interior of non-corroding material to maintain cooled and the mean length of.soil bar meas-
the constant temperatures between 60 to 65°C ured if the specimen has become curved during
and 105 to 110°C. drying. The measurement should be made
along the mean arc ( see Note 4).
3.5 Callipers, vernier gauge to measure 15 cm.
NOTES
3.6 Silicone Grease or any other Suitable Grease
1 The moisture content of the soil-water mixture at
approximately 2 percent above the liquid limit of
4 SOIL SAMPLE the soil is not critical to within a few percent.
2 The soil-water mixture should not be wet enough
4.1 A soil sample weighing about 150 g from
to allow segregation of the larger particles to the
the thoroughly mixed portion of the material bottom of the mould.
1IS 2720 ( Part 20 ) : 1992
3 With soils of low plasticity or shrinkage where 6 CALCULATIONS AND REPORT
there is no danger of cracking due to rapid drying
6.1 The linear shrinkage of the soil shall be
the moulds may be placed immediately in the high
temperature oven. calculated as a percentage of the original
length of the specimen from the following
4 Should a specimen crack badly, or break, such
formula:
that measurement is difficult, the test should be
repeated at a slower drying rate. Linear shinkage =
I: Length of oven dry specimen x
l-
Initial length of specimen 3
lOOpercent
5.3 At least three determinations of linear
shrinkage of the same soil shall be made and 6.2 The linear shrinkage of the soil shall be
the average taken. reported to the nearest whole number.Bureau of Indian Standards
of
BIS is a statutory institution established under the Bureau IndianS tandards 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.
BIS has the copyright of all its publications. No part of these publications may be reproduced in any form
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implementing the standard, of necessary details, such as symbols and sizes, type or grade designations.
Enquiries relating to copyright be addressed to the Director (Publications), BIS.
Review of Indian Standards
Amendments are issued to standards 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
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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 23 ( 4995
Amendments Issued Since Publication
Amend No. Date of Issue Text Affected
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Headquarters:
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9401_4.pdf
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IS : 9401 ( Part IV )-I980
Indian Standard
METHOD OF MEASUREMENT OF
WORKS IN RIVER VALLEY PROJECTS
( DAMS AND APPURTENANT STRUCTURES )
PART IV CONCRETE WORKS
Method of Measurement of Works of River Valley Projects, BDC 69
Chairman Representing
SHRI S.P. CAPRIHAN Irrigation Department, Government of Madhya
Pradesh, Bhopal
Members
SRRI K. D. ARGOT Engineers India Limited, New Delhi
SHRI G.K. NATRAJAN ( Alternate)
SHRIJ.BAHADUR Irrigation Department, Government of Bihar, Patna
CHIEF ENCINEER,~RRIGATION Irrigation Department, Government of Karnataka,
( NORTH ) Bangalore
CHIEF ENGINEER (MAJOR Irrigation Department. Government of And&
IRRIGATION &GENERAL\ Pradesh, Hyderabad
CHIEF ENGINEER (MEDIUM
IRRIGATION&DESIGNS )
Alternate )
CHIEF ENGINEER (PROJECTS) Water and Power ( Irrigation ) Department, Govern-
ment of Kerala. Trivandrum
DYCHIEFENGINEER
( IRRIGATION) ( Alternate)
SHRI S. M. DEB Irrigation and Waterwa, s Department, Government
of West Bengal, Calcutta
DIRECTOR( R&C) Central Water Commission, New Delhi
SHRI OMPRAKASHGUPTA IrrigatE;ny$irtment, Government of Uttar Pradesh,
SHR1G.G. KARMARKAR Institution of Surveyors, Delhi
SHRI B. N. MATE~UR Irrigation Department, Government of Rajasthan,
Jaipur
National Projects Construction Corporation Ltd,
SHRI T. S. MURTHY New Delhi
SHRIM. G. SAMPATHIWMARAN
( Alternate >
( Continued on page 2 )
@ Copyright 1981
INDIAN STANDARDS INSTITUTION
This publication is protected under the Indian Copyright Act ( XIV of 1957 ) and
reproduction in whole or in part by any means except with written permission of the
cubljjher shall be deemed to be an infringement of copyright under the said Act.IS : 9401( Part IV )-1980
( Con[inued from page 1)
Members Represbting
SRRI G. A. MUSTAFFA Public Works Department, Government of Jarnrnll
and Kashmir, Srinagar
SHRI R. G. PATEL Public Works Department, Government of Gujarat,
Ahmadabad
Snm P. S. RAO Irrigation Department, Government of Haryana,
Chandigarh
SHRI D. M. SAVIJR Hindustan Construction Co Ltd, Bombay
SHRI K. N. SPUELA IrrigaBtm~b~partment, Government of Maharaohtra,
SHRI D. AJITBA SIMHA, Director General; ISI ( Ex-officio Member )
Director ( Civ Engg)
Secretary
SHRI J. VENKATARANAN
Deputy Director ( Civ Engg ). IS1
2IS : 9401 ( Part IV )A980
Indian Standard
METHOD OF MEASUREMENT OF
WORKS IN RIVER VALLEY PROJECTS
( DAMS AND APPURTENANT STRUCTURES )
PART IV CONCRETE WORKS
0. FOREWORD
0.1 ThisI ndian Standard ( Part IV ) was adopted by the Indian Standards
Institution on 29 January 1980, after the draft finalized by the Method of
Measurement of Works of River Valley Projects SectionaI Committee had
been approved by the Civil Engineering Division Council.
0.2 In measurements of quantities in construction of river valley projects
a large diversity of methods exists at present, according to local practices.
This lack of uniformity creates complication regarding measurements and
payments. The estimator is also left in doubt as to the true meaning and
intention of items in the schedule of work. This standard is intended to
provide a uniform basis for measuring concrete works in the construction
of river valley projects.
0.2.1Th e provisions contained in this standard will generally have
precedence over the provisions in IS : 1200 ( Part II )-1974*. However,
the provisions of both the standards may be consrdered complimentary
and supplementary to each other.
0.3 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 : 2-1960t.
1. SCOPE
1.1 This standard ( Part IV ) covers the method of measurement of con-
crete works in river valley projects ( dams and appurtenant structures ).
2. GENERAL
2.1 The purpose of measurement of proposed work is preparation of
bill of quantities for estimating and tendering. The purpose of measure-
ment of executed work is assessment of value of work for payment. In
either case the method of measurements should be such that it is fairly
quick, reasonably accurate and amenable to check at any time.
*Method of measurement of building and civil engineering works : Part II
Concrete works ( third revision ).
f’Rules for rounding off numerical values ( revised.).
3IS : 9401 ( Part IV )-1980
2.2 In caseof measurement of proposed work, the dimensions are scaled
or read from drawings and then worked up, that is, reduced to length, area,
or volume in recognized units of measurements for the particular item.
In case of assessment of executed work, the dimensions are measured in
the field. Calculations of length, area, volume, weight, etc, are made on
the basis of these dimensions and payments are made acoordiogly. Where
measurement of a number of units are the same it is the usual practice to
take measurements of one u&it and multiply the calculated length, area
or volume by the number of units.
2.3 Measurements shall be taken to nearest centimetre including of
levels. Fractions less than half shall be disregarded and fractions half
and above are to be regarded as unity. Areas shall be worked out to
nearest O’Olma and cubic contents shall be worked out to nearest 0’01 ma.
However, in measurement of repetitive nature, this practice shall be
applied to the total of the item and not to individual unit. It is essential
that measurements shall be as accurate as possible.
2.4 Measurements are closely linked with detailed drawings, description
of items and specifications of the work. These should, therefore, be
very clear and properly worded and the order of precedence shall be
sanctioned drawings, approved specifications and specified description
of items.
3. MEASUREMENT OF IRREGULAR AREAS AND VOLUMES
3.1 The irregular area shall be divided into a number of figures of
known area, say, triangles, rectangles, etc. The remaining part ( which
cannot be formed into a triangle or a regular figure ) may be evaluated
by taking out average height drawn on a common base by Simpsons
Rule.
3.2 In case of an irregular vohime, the volume shall be determined by
the Prismoidal formula.
4. MEASUREMENT OF’CONCRRTE WORKS .
4.1 General
4.1.1 The concrete shall be fully described giving the strength at
28 days ( grade of concrete ), size of aggregate and location of placement.
of concrete.
4.1.2 If any tests are to be conducted both for material and,for finished
work, the same shall be specified and it shall be clarified if the same arr
I to be separately measured or otherwise.
4IS : 9401 ( Part IV )-I980
4.1.3 Any treatment of finished face of concrete beyond the ordinary
process of laying shall be stated clearly. The measurement of work shall
be in square metres.
4.1.4 Different types of concrete works, such as plain, reinforced and
prestressed concrete having different strengths and sizes of aggregates
shall be measured separately.
4.1.5 No deduction shall be made for the following:
a) Any opening of embedded material up to 0.05 m2 in area;
b) Plates or the like where thickness does not exceed 100 mm and
bearing ddes not extend over the entire area;
c) Blocks for holdfasts, holding down bolts and the like;
d) Reinforcement, rolled steel embedments, prestressing cable ducts,
and prestressing anchorages; and
e) For chamfers provided, if any, less than 50 x 50 mm.
4.1.6 Works shall be measured under different categories in stages of
3 m stating the height above ground level or depth below ground level ‘as
the case may be, indicating the ground level.
4.2 Formwork and Centering - Formwork and centering may be measured
separately or included in the concrete work but the method of measure-
ment shall be clearly specified.
4.3 Reinforcement - Reinforcement may be measured separately or
included in concrete work. In the later case, the item shall be fully
described including the supply of reinforcement as percentage to the gross
volume of concrete. In such cases, items identical in all other respects
but varying in reinforcement percentages shall be measured separately.
4.4 Special Treatments - The concrete processed in a special manner,
such as cooled, heated, cellular, expensive and heat-resisting concrete
shall be fully described and measured separately.
--c
.
4.4.1 Specid Coating - Special coatings like felts shall b: measured
separately.
‘4.5 Concrete Work
4.5.1 The unit of measurement for’ mass concrete shall be in cubic
metres.
4.5.2 Necessary staging, shbring, hoisting, etc ( other than formwork
if the same is measured separately j, laying, ramming, vibratihg, use of
slurry if required, cleaning off, chipping, etc, shall be included in the
item of work.
5IS : 9401( Part IV I-1980
4.53 The measurement shall be made to the neat lines of structure as
shown in the drawing or actually executed whichever is less.
4.5.4 In case of structures having base area 500 m2 and above, the
measurement shall be made according to pre-work and post-work levels
dividing the area into small grids of 3 m square.
4.5.5 In measurement volume of embedded pipes, recesses, passages,
chambers, openings, cavities, depressions, drains and niches and other
metal works excluding reinforcement, bolts and HT cables, etc, having a
cross-sectional area more than 0’05 m2 shall be deducted.
4.5.6 For slurry or cement mortar required in construction joints, no
separate measurement for its use shall be made as these form part of
concrete.
4.6 Concrete in Foundation - The measurement of concrete in foundations
shall be in cubic metres.
4.7 Extra Lift
4.7.1 An item of extra lift measured in cubic me&es shall be given
for all concrete works above 3 metres from the ground level in stages
of 3 metres each inclusive of necessary staging, shoring, hoisting, etc.
4.7.2 Similarly, an item of extra descending measured in cubic metres
shall be given for all concrete works ‘more than 3 m:tres from the ground
level and in stages of 3 metres each including necessary staging, shoring,
etc.
4.8 Piers, Abutments, Columns, etc - Concrete work in piers, abutments,
columns, etc, shall be fully described and measured in cubic metres as
per following categories:
a) Rectangular or polygonal on plan,
b) Curved on plan to any radius, or
c) Any other type.
4.9 Channels in Concrete - The measurement shall be in running metres
specifying the shape, width and average depth.
4.10 Concrete Walls - The measurement of concrete walls shall be in ’
cubic metres.
4.11 Concrete in Beams, Braces, etc - Beams, braces, cantilevers, etc,
shall be measured in cubic metres.
4.12 Concrete Casings in RSJ - The measurement sha!l be in cubic
metres for the following cases and deduction shall be according to 4.1.5
and 45.5.
6IS : 9401 ( Part IV )-1980
4.13 Facing Work
4.13.1 Face work over finished concrete shall be measured in square
metres with the description of the type of face blocks, mortar, bond and
method of pointing. ‘Ihe volume of face block shall not be included in
the main concrete work.
4.13.2 If stone face blocks are to be dressed, it shall be specified;
4.14 Strings, Cornices, etc - Strings, cornices and other similar projec-
tions shall be measured in running metre, beyond the face of the con-
crete walls or beams with detailed description of the work to be done.
4.15 Rand - Concrete work in bands shall be measured in running
metres stating the thickness, if the width is less than 25 cm; otherwise in
square metre.
4.16 Concrete in Suspended Slab
4.16.1 Concrete slabs used in floors and roofs shall be measured in
cubic metres.
4.16.2 Sloped roofs and slabs shall be indicated and measured separa-
tely.
4.17 Concrete for Wells
4.17.1 The concrete for well kerb, plugging, WA steining and well ca?s
shall be measured in cubic metres specifying the grade of concrete to be
used in each case.
4.17.2 The unit of measurement for sinking of wells shall be in running
metres specifying the external diameter of the well as also the thickness
of the steining including supply, erection, working of all plants, kente-
ledges, bailing out of water and sinking through different kinds of strata
to be separately specified. The measurement shall be taken from the
bottom of the kerb up to bottom of well cap.
4.18 Railing - Concrete work in railing shall bz measured in running
metres specifying the design and height of the railing.
4.19 Additives in Concrete - If any additive is required to b: used for
making concrete, the same shall be described stating quantity of the addi-
tives to be used and measured separately in litres or kilograms in addition
to the-quantity of concrete.
4.20 Goniting - Guniting shall bz fully described and finished surface
measured in square metres specifying the thickness.
7IS : 9401( Part IV )-1980
4.21.j Block-Outs
4.21.1 Block-outs in concrete work shall be measured in running metres
specifying the shape of the block-outs including dimensions.
4.21.2 Filling work required to be done in block-outs shall be described
in detail and measured in running metres.
4.22 Cutting Grooves - Cutting. grooves shall be measured in running
metres specifying the shape and size of cutting.
4.23 Cutting of Openings - Cutting of openings shall be measured in
cubic metres and item shall include provision for fixing and removal of
existing support and temporary support.
4.24 Srirface Cutting - Cutting of existing concrete surface ( plain or
reinforced ) without damaging the structure shall be measured in square
metres stating depth,of cutting.
4.25 Toothiog and Bonding - When new concrete works are to be bonded
to existing concrete works, an item of labour and material in cutting,
toothing and bonding shall be measured in square metres.
4.26 Concrete in Diaphragm Wall
4.26.1 Concrete in diaphragm wall shall be measured, in square metres
( one vertical face only ) specifying the thickness ,inclusive of cost of
excavating trench, constructing the diaphragm wall; grouting of joints
between adjacent points of diaphragm wall, supply of materials, labour,
etc, and performance of all tests required to check the effectiveness of
the diaphragm wall. The measurement shall be made for the area of the
diaphragm wall excluding the top 0’5 metre required for trimming. The
method of construction shall be specified clearly.
4.26.2 Wherever double walls with partitions are provided, they shall
also.be measured as described in 4.26.1 giving details of cross sections.
This shall also indicate and include the type and method of filling in ,the
spaces between the walls.
4.27 l&!ceDaneous Items - There will always be some locations or situa-
tions where prescribed measurement practices may not be possible to the
adopted.. In all such cases the quantity of concrete manufactured for
placing in such locations and situations and actually placed shall be taken
as the measure,ment in cubic metres. A few such situations are:
\ ,1
I, a) Bottom plugging of wells under water;
b) Concrete under.deep water; and
c) Concrete in or under foul situations.
1
8
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10659.pdf
|
IS : 10659 - 1983
Indian Standard
SPECIFICATION FOR
DC BRIDGES FOR MEASURING RESISTANCE
Electrical Instruments Sectional Committee, ETDC 48
Chairman
PROP J. K. CHOUDHURY .
Jadavpur University
Calcutta
Members Representing
SHHI A. K. BASAK Development Commissioner, Small Scale Industries
( Ministry of Industry ), New Delhi
SHRI A. N. SAIIAI ( Akvnate)
SHRI V. K. BATRA National Physical Laboratory ( CSIR ), New Delhi
SIIRI P. B. CHAI~RA~ARTI The Calcutta Electric Supply Corporation (I) Ltd,
Calcutta
SHRI A. K. BARMAN ( Allrraatc )
CHIEF ELECTRICAL SERVICE Research Design & Standards Organization. Ministry
ENQINEICR of Railways, Lucknow
ADDITIONAL CHIEW ELECTRICAL
SERVICES ENGINEER ( Alfernate )
SHlLI J.C. COLACO Larson & Toubro Ltd, Bombay
SHRI J. J. DARUWELA All India Instruments Manufacturers & Dealers’
Association, Bombay
SHRI B. K. GERODIA ( Alicrnaic I )
SHKI C. P. GOLIYA ( Alternate II )
SHRI B. P. GHOSH National Test House, Calcutta
SHRI D. N. UPADEYAYA ( AltGrnale )
SI~RI NARENDRA GOLIYA Shanti Electric Instruments, Bombay
SHRI H. S. SAWARKAR ( Alternafc )
SRRI K. V. GOPALARATNAM Institute for Design of Electrical Measuring Instru-
ments, Bombay
&RI B. V. VARDAI~AJAN ( Alternate )
SRRI M. R. KATARIA Central Scientific Instruments Organization
( CSIR ). Chandigarh
SHRI K. L. KoLnr Directorate of Industries, Government of Punjab,
Chandigarh
SKHI PARMINDER SINUH ( Alternate )
SHRI S. S. KULKARNI Automatic Electric Ltd, Bombay
SHRI 0. P. PURI ( Afternate )
SHRI LAKSHM~ SAUAR The Oriental Science Apparatus, Ambala
SHH~ K. S. GVPTA ( Aknatc )
( Continued on page IL )
@ Copyright 1984
INDIAN STANDARDS INSTITUTION
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
publiaher shall be deemed to be an infringement of copyright under the said Act.
.Ifj:10659- 1983
( Conhued frompagc 1 )
Members Representing
SHRI M. M. LOHIA Siemens India Ltd, Bombay
SHRI A. H. THAKORE ( Alternate )
SHRI S. C. MAHESHWARI Toshniwal Industries Pvt Ltd, Ajmer
SHRI B. SINQII ( Alternate )
SHRI D. B. MALIK Directorate General of Technical Development,
SHRI B. N. DAS ( Alternate ) New Delhi
SHRI V. H. NAVKAL The Bombay Electric Supply and Transport Under-
taking, Bombay
SHRI A. D. LIMAYA ( Alternate )
CAPT C. D. PEBEIRA Directorate General of Inspection, Ministry of
Defense ( DGI ), New Delhi
SHRI K. B. SURI ( Alternate )
SHRI N. K. RAJASEKHAR British Physical Laboratories India Pvt Ltd,
Bangalore
SHRI S. SHARMA Sharmason’s Sakeva Instruments (P) Ltd, New Delhi
SH~I P. K. SHUKLA Directorate of Standardization Ministry of Defence
( R&D ), New Delhi
SHRI B. M. SRANKAR PRASAD ( AIternate )
SHRI G. K. SINHA Directorate General of Supplies & Disposals
( Inspection ), New Delhi
SHRI ANIL GUPTA ( Alternate )
SHRI T. SOMASUNDRAM Directorate of Industries & Commerce, Madras
SHRI M. RAJA~OPALAN ( Alternate )
SHRI K. THANGARAJ The Motwane Manufacturing Co Pvt Ltd, Gyan
Baugh, Nasik Road
SHRI R. VENKATESWaRAN ( Alternate )
&RI RAKESH VERMA Instrumentation Ltd, Kota
SRRI F. R. ARA ( Alternate )
SHRI R. VISWANATKAN Directorate General of Posts & Telegraphs, Depart-
ment of Communication, Jabalpur
SHRI S. RAMALINQAM ( Alternate )
SDI M. S. WANDALKAR Bharat Heavy Electricals Ltd, Bhopal
SHRI S. K. KASLIWAL ( Alternate )
SHRI S. P. SACHDEV, Director General, IS1 ( Ex-ojicio Member )
Director ( Elec tech )
Secretary
SHRI B. K. MARATA
Deputy Director ( Elec tech ), IS1
2IS : 10659 - 1983
Indian Standard
SPECIlkICATION FOR
DC BRIDGES FOR MEASURING RESISTANCE
0. FOREWORD
0.1 This Indian Standard was adopted by the Indian Standards
Institution on 27 September 1983, after the draft finalized by the
Electrical Measuring Equipment Sectional Committee had been
approved by the Electrotechnical Division Council.
0.2 This standard covers the requirements of dc bridges and their
auxiliary equipment used in the measurement of resistance. This
standard has been formulated in the light of the modern practices in the
manufacture of bridges.
0.3 In the preparation of this standard considerable assistance has been
derived from IEC Publication 564 ( 1977 ) ‘DC bridges for measuring
resistance’ issued by the International Electrotechnical Commission.
0.4 For the purpose of deciding whether a particular requirement of this
standard is complied with, the final value, observed or calculated,
expressing the result of a test or analysis, shall be rounded off in
accordance with IS : 2-1960*. The number of significant places retained
in the rounded off value shauld be the same as that of the specified
value in this standard.
1. SCOPE
1.1 This standard specifies the requirements of dc bridges for measuring
resistance from 0.1 to 100 000 Ohms. It also applies to auxiliary equip-
ment which is a built-in part of the bridge.
1.2 This standard does not apply to bridge comparators nor to self-
balancing bridges nor to those which emply graduations on the null
detector to obtain a part of the indicated value, nor to external
auxiliary equipment used with the bridge.
NOTE - A bridge comparator is a device intended to compare two resistors, for
example, a two arm adjustable ratio set.
*Rules for rounding off numerical values ( revised ).
3IS:10659 - 1983
2. TERMINOLOGY
2.0 For the purpose of this standard the following definitions in addition
to. the relevant definitions given in IS : 1885 ( Part 11 )-1964” shall
apply.
2.1 DC Bridge for Measuring Resistance ( Hereinafter Designated
Bridge ) - The assembly of at least three resistance arms which,
together with a test resistor, forms a bridge network; a source of direct
current and a null detector are also required for its operation: these
may or may not be built in. At balance, there exists a calculable
relationship between the resistance values of the resistors.
NATE - A dc bridge for measuring resistance may be intended to measure two-
terminal or four-teminal resistors each with or without a leakage current screen
( circuit ); it will be termed accordingly a two-terminal bridge or a four-terminal
bridge with or without provision for a leakage current screen ( circuit ).
2.2 Test Resistor - The resistor whose resistance value is to be
measured.
2.3 Two-Terminal Resistor - A resistor having a single combined
current-potential terminal at each end.
2.4 Four-Terminal Resistor
2.4.1 Current Terminal - A resistor having two terminals at each
end for current carrying circuit.
2.4.2 Potential Terminal - A resistor having two terminals for con-
nection to a potential measuring circuit.
NOTE - The value of the resistance is defined as the quotient of the potential
difference between the two potential terminals to the current entering and leaving
the current terminals, provided that no current is drawnfrom the potential
terminals.
2.5 Resistor with Leakage Current Screen ( Circuit ) - A resistor
having a leakage current screen ( circuit ) connected to a separate
terminal, which is often called the ‘guard terminal’.
NOTE - A resistor with leakage current screen ( circuit ) may bc represented as a
delta network consisting of an equivalent value of resistance connected between each
pair of terminals. Of these three resistances, the resistance between the two main
terminals is the main equivalent resistance which is intended to be measured. The
other two resistances of the delta network are usually insulation ( leakage ) resistances
which, for very high values of the main equivalent resistance, may be of the same
order to smaIIer than it. The main, equivalent resistance may appear either as a
two-terminal resistor.
*Electrotechnical vocabulary: Part 11 Electrical measurements.
4IS : 10659 - 1983
2.6 Resistance Decade - A multiple resistor which, usually by means
of a switching device, allows the selection of a combination of resistance
values rising in equal steps, each step corresponding to an increment of
a decadic resistance value such as, far example 0.1 R, 1 ~2 or IOQ.
NOTE- A resistance decade generally allows a selection of 10, 11 or 12 resistance
values ( including zero ).
2.7 Range-Changing Device - A switch or similar device whereby
the effective range may be multiplied by a factor ( for example, 0.1 )
which is known as the ‘range factor’ or ‘range multiplier’.
2.8 Measuring Dials - The dials from which, taking into account the
setting of range-changing device(s), ifany, the value of the test resistor
is determined.
2.9 Connecting Resistance ( Potential ) - For a four-terminal
bridge, the resistance of the conductor connecting a potential terminal
of the bridge to the corresponding potential terminal of the test resistor,
plus the resistance of the potential conductor inside the test resistor.
2.10 Link Resistance ( Current ) -For a four-terminal bridge, the
resistance of the conductor connecting a current terminal of the bridge
to the corresponding current terminal of the resistor, plus the resistance
of the current conductor inside the test resistor.
2.11 Auxiliary Equipment - Additional equipment, which is or is
not an integral part of the bridge, necessary to enable the bridge, to
operate accurately and safely as specified.
2.12 Ripple Content - The ripple content of a dc supply, expressed
as a percentage of the mean value of the supply is:
rms value of the fluctuating component
___ x 100
mean value of the supply
2.13 Leakage Current Screen ( Circuit ) - A conducting path which
prevents leakage currents from affecting the results of measurements.
NOTE - The terminal of the leakage current screen ( circuit ) is often called the
‘guard terminal’.
2.14 Electrostatic Screen - An electrically conductive enclosure or
coating intended to protect the enclosed space from external electrostatic
influences.
2.15 Measuring Terminals - The terminals to which the test resistor
is intended to be connected.
2.16 Measuring Circuit - The internal circuit of the bridge which
-is ( or can be ) conductively connected to the measuring terminals.
5IS-: 10659 - 1983
2.17 Effective Range - For a specified range factor, the range between
the minimum and maximum values of resistance wihch can be measured
with the stated accuracy.
2.18 Overall Effective Range - Using all range factors, the overall
range of resistance values which can be measured with stated accuracy.
2.19 Dial Setting - The setting of the measuring dial(s) after
balancing the bridge, multiplied by the range factor, if applicable,
when determining the value of a test resistor.
2.20 Resolution - For measuring dials with discrete settings only, the
resistance corresponding to one step on the measuring dial of lowest
value on any specified range.
For measuring dials in which one dial is continuously adjustable,
the resistance corresponding to the smallest division on the measuring
dial of lowest value in any region of the dial setting on any specified
range.
NOTE - For continuously adjustable dials which are non-linear, the resolution
may change with the dial setting.
2.21 Influence Quantity - A quantity, other than the measured
quantity, which is liable to cause unwanted variation in the dial setting.
2.22 Reference Conditions - The specified conditions under which
the bridge meets the requirements concerning intrinsic error(s).
2.23 Reference Value - A specified single value of an influence
quantity at which, within the stated tolerance, the bridge meets the
requirements concerning intrinsic error(s).
2.24 Reference Range - A specified range of values of an influence
quantity within which the bridge meets the requirements concerning
intrinsic error(s).
2.25 Variation with Influence Quantity - The difference between
the dial settings for a constant value test resistor when an influence
quantity assumes successively two different specified values.
2.26 Nominal Range of Use - A specified range of value which each
influence quantity can assume without causing a variation exceeding
the specified limits.
2.27 Limiting Values of an Influence Quantity - Extreme values
which an influence quantity may assume without the bridge being
damaged or permanently altered in such a way that it no longer
satisfies the requirements of its accuracy class.
2.28 Fiducial Value - A single value for each effective range to which
reference is made in order to specify the accuracy of a bridge.
6IS:10659 - 1983
Unless otherwise stated by the manufacturer, the fiducial value of
effective range is the highest integral power of 10 within that range.
NOTE - For a bridge offering measurement from 1 milliohm to 11’ 11 Mrgohm with
seven different range settings ( .OOl, *Ol, 0.1, 1, 10, 100 and 1 000 ) and having four
resistance decades of ( units, tens, hundred and thousand ) the Fiducial Value will be
10 ohm, 1~0 ohm, 1 000 ohm, 100 kiloohm, 1 M and 10 megohm.
2.29 Error - The value obtained by subtracting the true value of the
measured quantity from the dial setting.
NOTE 1 - Since the true value cannot be determined by measurement, a value
obtained under specified test conditions and at a specified time is used. This value
is derived from national measurement standards or a measurement standard agreed
upon by the manufacturer and the user.
NOTE 2 - The error due to any auxiliary equipment which is not built-in to the
bridge is not included in the error of the bridge.
2.30 Intrinsic Error - An error determined under reference
conditions.
2.31 Accuracy - The accuracy of a bridge is defined by the limits of
intrinsic error and the limits of variations due to influence quantities.
2.32 Accuracy Class - A class of bridges, the accuracy of ~a11 of
which can be designated by the same number if they comply with all
the requirements of this standard.
2.33 Class Index - The number which designates the accuracy class.
3. CLASSIFICATION
3.0 Bridges shall be classified as given in 3.1 and 3.2.
3.1 According to whether they measure the values of two-terminal of
four-terminal resistors with or without a leakage current screen ( circuit ).
NOTE - Some bridges may be capable of measuring the value of more than one
type of resistor.
3.2 According to their accuracy classes as given in Table 1.
4. STABILITY
4.1 Bridges shall comply with the relevant limits of intrinsic error
specified for their respective accuracy classes for the duration of one year
from the date of certification associated with delivery or another date
to be agreed upon by the manufacturer ( or responsible supplier ) and
the user ( or ourchaser ), provided that the conditions of use, transport
and storage specified by the manufacturer are complied with.
NOTE - For bridges stability with regard to time is an essential characteristic.
Here, it is specified only for the duration of one year, but experience has shown that
the rate of change due to ageing effects generally decreases with time.
7IS : 10659 - 1983
TABLE 1 ACCURACY CLASS FOR DC BRIDGES
( Cluuse3 .2 )
O.COl 0.002 0.005 0’01 0.02 0.05
( 10 pm ) ( 20 ppm ) ( 50 ppm ) ( 100p pm ) ( 200 ppm ) ( 500 ppm ) ( 1 OO”lop pm )
0.2 o-5 1 2 5 10
( 2 000 ppm ) ( 5 000 ppm ) ( 10 000 ppm ) ( 20 000 ppm ) ( 50 000 ppm ) ( 100 000 ppm )
The class index of a bridge may be expressed either in percent or parts per million
( ppm ) or both.
If a bridge has several measuring ranges, each range may have its own class index.
NOTE 1 - Accuracy classes 2 to 10 ( 20 000 ppm to 100 000 ppm ) are not
intended for use except with bridges measuring very high values of resistance or very
low resistance.
NOTE 2 - The accuracy test should be determined by choosing a suitable standard
resistance so that balance is obtainable with a ratio of 1 : 1 and all the resistance
arms are used.
5. PERMISSIBLE LIMITS OF INTRINSIC ERROR
5.1 The permissible limits of error of a bridge are composed of two
parts:
a) Constant term related to the fiducial value, and
b) Variable term proportional to the dial setting.
5.1.1 The two limits are given by the positive and the negative values
respectively, of the binomial formula:
&A-(+- tx)
Elim =
where
Eli,,, = permissible limit of the error, expressed in ohms;
RN = fiducial value, expressed in ohms;
X = dial setting,expressed in ohms;
c = class index, expressed as a percentage; and
k = 10 unless the manufacturer states a higher value.
When the class index c is expressed in parts per million ( ppm ), the
formula given below should be used:
c
Elim = f -~ RN f”)
100 000 0 k
NOTE 1 - Any error due to lack of perfect resolution is included in the permissible
error.
NOTE 2 - If a bridge has several measuring ranges each range may have its own
permissible limits of intrinsic error.
8IS:10659 - 1983
5.1.2 Bridges intended to measure values of four-terminal resistors shall
comply with the requirements of 5.1.1. If, in order to meet these
requirements the connecting resistance and link resistance should have
a specified value(s) or range of values, the manufacturer shall state
these values for each effective range, as appropriate.
6. CONDITIONS FOR THE DETERMINATION OF INTRINSIC
ERRORS
6.1 The reference values relative to each of the influence quantities are
shown in Table 2.
6.2 Before any measurment, sufficient time shall elapse for the bridge
to reach a stable state and to be in equilibrium with the reference values
of the influence quantities.
6.3 The leakage current screen ( circuit ) and the electrostatic screen,
if any shall be connected in accordance with the manufacturer’s
instructions.
6.4 The test shall be carried out in succession for both polarities of the dc
supply source. If the difference between the results of the two
measurements does not exceed 20 percent of the value corresponding to
the class index, it is considered as negligible. When the difference
exceeds this amount, the error shall be taken as equal to the mean of
the errors obtained for each of the two polarities.
NOTE - The test resistor should not be a source of emf or, if it is a source of emf,
this should be allowed for in determining the error of the bridge.
--
TABLE 2 REFERENCE CONDITIONS AND TOLERANCES OF THE
INFLUENCE QUANTITIES
( Clauses 6.1, 7.1 49.1.1 )
INFLUENCEQUANTITY REFERENOE~ONDITION* TOLERANOEPERMITTED
F~RTEsTINuP~RPO~E~~
Ambient 27°C *l”C
temperature
Relative humidity 40 to 60 percent
Position Any
Bridge supply voltage Rated value f10 percent
or current
Ripple content Less than 0.1 percent
of bridge supply
Duration of application Any
of bridge supply
*Unless otherwise indicated by the manufacturer.
tFor a reference range, no tolerance is allowed.
9IS ~: 10859 - 1983
7. PERMISSIBLE VARIATIONS
7.1 Limits of Variation - When the bridge is under the reference
conditions given in Table 2 and a single influence quantity is varied in
accordance with the requirements of 7.2, the variation shall not exceed
the values specified in Table 3.
TABLE 3 LIMITS OF THE NOMINAL RANGE OF USE AND
PERMISSIBLE VARIATIONS
( Clauses 7.1, 7.2 and 9.1.1 )
INFLUENCE CLAss INDEX LIMITS OF NOMINAL PERMISSIBLE
QUANTITY ?_.____h_____ - RANGE OF USE* VARIATICN~
Percent ppm
Ambient O*OOl 0.002 10 . . . 20 Reference value &2”C
temperature 0.005 . . . 0’05 50 . . . 500 Reference value f5”C 100 percent
0.1 . 10 1 000 . . . 100 000 Reference value ilO’%
Relative 25 percent and 20 percent
humidity 75 percent
Bridge supply Rated value ’ l5 percent 10 percent
voltage nor current - 75 percent
*Unless otherwise indicated by the manufacturer.
$Expressed as a percentage of the permissible intrinsic error.
7.2 Conditions for the Determination of the Variations -
Variations shall be determined for each influence quantity. During
each test, all other influence quantities shall be maintained at their
reference conditions.
The variation is assessed as follows:
a) When a reference value is assigned to the bridge, the influence
quantity shall be varied between that value and any value
within the limits of the nominal range of use as given in Table 3.
b) When a reference range and a nominal range of use are assigned
to the bridge, the influence quantity shall be varied between
each of the limits of the reference range and any value in that
part of the nominal range of’use adjacent to the chosen limit of
the reference range.
8. ADDITIONAL ELECTRICAL AND MECHANICAL REQUIRE-
MENTS
8.1 The requirements for the voltage test and other safety requirements
are specified in IS : 9249 ( Part 1 )-1979*.
*Safety requirements for indicating and recording electrical measuring instruments
and their accessories: Part 1 Common safety requirements for instruments.
10IS : 10659 - 1983
8.2 Insulation Resistance - The manufacturer shall state the mini-
mum value of dc insulation resistance, measured at 500 V & 10 percent,
between anv accessible terminal of the bridge circuit to any other
accessible point not intended to be connected to the bridge circuit. This
value shall be not less than 5 Meghoms.
The measurement shall be made between 1 and 2 minutes after the
application of the test voltage.
8.2.1 Except for the condition referred to in 8.2.2, the connection of
any one terminal to the case or to earth shall not produce a variation
exceeding 10 percent of the permissible limits of intrinsic error. For this
test, the case, if it is conductive, shall be connected to earth, If the case
is made of insulating material, the bridge shall be placed on a conduc-
tive plate which shall be connected to earth.
8.2.2 If there are limitations on earthing, the manufacturer shall state
which terminals may be connected to earth or co the case, and/or which
terminals need to be connected to earth or to the case. He shall also
state which terminals are factory-connected to the case.
8.2.3 If means are provided for avoiding leakages associated with the
test resistor by connecting its screen to the leakage current screen
( circuit ) of the bridge, the manufacturer shall state the minimum value
of leakage resistance which produces a variation of not greater than
10 percent of the permissible limits of intrinsic error. Under these
conditions, the requirements of 8.2.1 do not generally apply.
8.3 Duration of the Application of a Limiting Value of an
Influence Quantity - When the limiting values of an influence
quantity are dependent on the duration of application, this fact, together
with the length of time for which the influence quantity may be applied,
shall be stated by the manufacturer.
8.4 Limiting Temperature for Storage, Transport and Use -
Unless otherwise stated by the manufacturer, bridges shall be capable
of withstanding, without damage, exposure to ambient temperatures
within the range of -10” to 50°C. After returning to reference conditions,
the bridges shall meet the requirements of this standard.
NATE 1 - If bridges are installed in racks or test desks, care should be taken to
ensure that the ventilation required for their operation is nut impeded.
NOTE 2 - Bridges should be tramported and stored in accordance with the manu-
facturer’s instructions so as to prevent a change in periormance by using a method
which avoids shock, continued vibration and wide temperature fluctuations.
11IS :10659 - 1983
9. INFORMATION, MARKINGS AND SYMBOLS
9.1 Information
9.1.1 The following information shall be given by the manufacturer:
a) Manufacturer’s name or trade-mark or that of the responsible
supplier;
b) Type reference, if any, given by the manufacturer;
4 Serial number;
4 Effective range, resolution and range factor(s); alternatively, at
the choice of the manufacturer, the overall effective range may
be given for bridges of classes 0*5..... 10 ( 5 OOO..... 100 000 ppm);
4 Accuracy classes or a single accuracy class when the overall
effective range is given;
f) Value of k if other than 10 ( 5.1 );
?d Reference value and nominal range of use for temperature if
different from those given in Tables 2 and 3;
h) Where relevant, reference position and nominal range of use for
position;
9 Reference value ( range ) and nominal range of use for other
influence quantities [ see Item (g) and (h) ] if different from those
given in Tables 2 and 3;
k) Duration of application of a limiting value of an influence
quantity, if necessary ( 8.3 );
ml Where relevant, essential characteristics of the auxiliary equip-
ment;
4 Test voltage;
P) Temperature limits and other requirements for transport,
storage and use, if necessary ( 8.4 )‘;
q) Circuit diagram, values of components and list of replaceable
parts;
r) Procedure for use of the bridge;
s) Values or range of values of the connecting resistance and link
resistance ( 2.8 and~2.9 ), if relevant; and
t) Value of the dc insulation resistance ( 8.2 ).
9.1.2 If a certificate is supplied by agreement between the manufacturer
or responsible supplier and the user, it shall contain the following
information:
a) Certified values together’ with their uncertainties at specified
reference condition,
12IS:10659 - 1983
b) Date of certification, and
c) Designation of certifying authority.
9.2 Marking, Symbols and Their Locations - The markings and
symbols shall be legible and indelible.
The symbols specified in Table 4 shall be used where relevant.
9.2.1 The following information shall be marked on the nameplate or
on the case:
a) 9.1.1(a), (b) and (c);
b) 9.1.1(e), using symbol E-7 or E-8;
c) 9.1.1(h), using symbols D-l to D-6; and
d) 9.1.1(n), using symbols C-l to C-3.
9.2.1.1 In addition, the following marking shall be made: ‘dc
resistance bridge’.
9.2.1.2 Where relevant, symbol F-33 showing that some other
essential information is given in a separate document.
9.2.1.3 If a reference value or a reference range is marked, it shall
be identified by underlining.
9.2.2 All terminals shall be marked to show polarity ( where relevant);
function and supply.
9.2.2.1 In particular, the following terminals shall be identified by
a marking adjacent to the terminal:
4 Measuring terminals;
b) Terminals for connection to auxiliary equipment;
c) Earth terminal, if any ( using symbol F-31 );
d) Terminal(s) of the leakage current screen ( circuit ), if any; and
4 Terminal of the electrostatic screen, if any.
9.2.3 The following information shall be given either on the name-
plate or on the case or in a separate document: ’
9.1.1(d), (g) and (k).
9.3 Documentation
9.3.1 Documentation shall state:
4 Information as given in 9.1.1(a), (b), (c), ( f), (k), (m), (p),
(q), (r), (s), (t); and
13IS : 18859 - 1983
b) Following shall be stated in case these are not marked on the
nameplate or on the case [ see 9.2.3(d), (g) and (k) 1.
9.3.2 The certificate referred to in 9.1.2, when supplied, shall state,
the information given in 9.1.2.
9.4 Examples of Marking of a Bridge
9.4.1 Bridge specified in terms of the effective ranges.
N. N. dc resistance bridge
No. 123L5 Type A.B.C. Cl.
x 0.1
@@$J@
(O...lOOkRIl~)(xl)
20...23...28- ’C
2
0.
In this example, the markings provide the following information:
a) DC resistance bridge, Type A.B.C.D., serial number 12345,
manufactured by N.N;
b) The effective range using the x 1 range factor is from 0 to
100 kQ with 1s~ resolution.
Range factor of x0.1, x 1, x 10 and x 100 correspond to
class indices of 50 ppm, 50 ppm, 100 ppm and 200 ppm,
respectively;
Reference value of temperature: 23°C.
Nominal range of use from 20” to 28°C ( these values are shown
because they are different from those specified in Table 1 and 2 );
Test voltage: 2 kV; and
The absence of a position symbol shows that the bridge may be
used in any position.
14IS:10659- 1983
9.4.2 Bridge specified in terms of overall effective range:
~___
N N. dc reslstance bridge
r-
No 67890 Type E F G H
In this example, the markings provide the following information:
a) DC resistance bridge. Type E.F.G.H. serial number 67890,
manufactured by N.N;
b) Overall effective range from 0 to 10 MD: the limit of resolution
is less than the permissible limit of intrinsic error. Range
factors: x0.1, x 1, x 10 and x 100. Class index on all
ranges: 0.5;
c) Bridge is to be used with the supporting surface vertical; and
d) Test voltage: 500 V.
TABLE 4 SYMBOLS FOR MARKING RRIDGES
( Clause 9.2 )
No. ITEM SYMBOL
C SAFETY
C-l Test voltage 500 V
Q
c-2 Test voltage above 500 V ( for example 2 kV ) 2
I2
c-3 Apparatus not subjected to a voltage test
D POSITION OF USE
I
D-l Bridge to be used with the supporting surface
vertical
( Continued )
15IS:10659- 1983
TABLE 4 SYMBOLS FOR MARKING BRIDGES-Confd.
No. ITEM SYMBOL
D-2 Bridge to be used with the supporting surface r-l
horizontal
D-3 Bridge to be used with the supporting surface L
inclined ( that is 60’ ) from the horizontal
SO’
plane
D-4 Example for bridge to be used as D-l nominal
range of use from 80” to 100” /
..loo”
80...90 .
D-5 Example for bridge to be used as D-2 nominal
range of use from - 1” to i-1”
D-6 Example for bridge to be used as D-3 nominal
range of use from 45” to 75”
E ACCURACY CLASS
E-7 Class index with errors expressed as a percentage
( for example 0.01 ) when the permissible error
is proportional in part to the fiducial value and
in part to the dial setting
E-8 Class index with errors expressed in parts per Q
100
million ( for example 100 ppm ) when the per-
ppm
missible error is proportional in part to the
fiducial value and in part to the dial setting
.--
F GENERAL SYMBOLS
i
F-27 Electrostatic screen : I
\ /
k-0
F 31 Earth terminal
F-33 Reference to a separate document
F-41 Leakage current screen ( Under consideration),,
16
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784.pdf
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IS 784:2001
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Indian Standard
PRESTRESSED CONCRETE PIPES
(INCLUDING SPECIALS) — SPECIFICATION
(Second Revision )
ICS 23.040,50; 91.100.30
0 BIS 2001
BUREAU OF INDIAN STANDARDS
MANAK BHAVAN, 9 BAHADUR SHAH ZAFAR MARG
NEW DELHI 110002
Februaty 2001 Price Group 10Cement Matrix Products Sectional Committee, CED 53
FOREWORD
This Indian Standard (Second Revision) wasadopted bytheBureau ofIndian Standards, afterthe draft finalized
by the Cement Matrix Products Sectional Committee had been approved by the Civil Engineering Division
Council.
This standard waspublished in 1959andsubsequently revised in 1978tointroduce prestressed concrete cylinder
pipes, requirements of fittings, provision of more details on design criteria for the pipes, etc.
This standard lays down the requirements of prestressed concrete pipes primarily used for the conveyance of
water and sewerage and specials for use with them. Two types ofprestressed concrete pipes arecovered bythis
specification, namely, prestressed concrete cylinder pipes and prestressed concrete non-cylinder pipes,
This second revision incorporates number of modifications, the most significant of them being:
a) modifications in design and other aspects,
b) inclusion oftypical worked out examples of design,
c) inclusion of detailed inspection procedure, and
d) increase in range of diameters ofpipes.
Inthe formulation ofthis standard, assistance hasbeen derived for EN642:1994 Prestressed Concrete Pressure
Pipes, Cylinder and Non-Cylinder, European Committee for Standardization (CEN).
The composition of the technical committee responsible for formulation of this standard isgiven atAnnex K.
For thepurpose of deciding whether aparticular requirement of this standard iscomplied with, the final value,
observed or calculated, expressing the result of a test or analysis, shall be rounded off in accordance with
IS2:1960 ‘Rulesforrounding offnumerical values (revised)’. The number of significant places retained inthe
rounded off value should be the same asthat of the specified value in this standard.IS 784:2001
Indian Standard
PRESTRESSED CONCRETE PIPES
(INCLUDING SPECIALS) — SPECIFICATION
(Second Revision )
1 SCOPE 3.5 Site Test Pressure — 1.5times working pressure
pertaining to the section or 1,1times static pressure,
This standard covers the requirements of prestressed
whichever ismore (surge pressure isto be controlled
concrete pipes (including specials) with nominal
within 25 percent of pump head in case of pumping
internal diameter in the range of 200 mm to 2500
main).
mm (see Note under Table 1), in which permanent
internal stresses are deliberately introduced by
3.6 Factory Test Pressure
tensioned steel tothe desired degree to counteract the
a) Site test pressure + 0.1 N/mmz, for working
stresses caused in pipe under service.
pressure upto 1N/mmz, and
2 REFERENCES b) Site test pressure + 0.2 N/mmz, for working
pressure above 1N/mm* .
The standards listed in Annex A contain provisions
which through reference in this text constitute
3.7 Surge (Water Hammer) Pressure
provisions ofthis standard. Atthetime ofpublication,
the editions indicated were valid. All standards are It is a pressure which is produced by a change of
subject to revision and parties to agreement based on velocity ofthemoving stream andbecomes maximum
this standard are encouraged to investigate the when there is sudden stoppage which may be caused
possibility of applying the most recent edition of the by the closing of avalve or by shutting down apump
standards indicated in Annex A. station. Surge pressure is to be controlled within 25
percent of pump head.
3 TERMINOLOGY
4MATERIALS
For the purpose of this standard, the following
definitions shall apply. 4.1 Cement
3.1Prestressed Concrete CyIinder Pipe —Awelded The cement used in the manufacture of prestressed
sheet steel cylinder with steel socket and spigot rings concrete pipes and specials shall be one of the
welded to its ends, lined with concrete suitably following:
compacted and circumferentially prestressed to
a) 43 grade ordhmry Portland cement conforming
withstand internal pressure and external design loads
to IS 8112.
and subsequently coated with cement mortar or
concrete toprotect the steel cylinder and prestressing b) 53 grade ordinary Portland cement conforming
wires. to IS 12269,
c) Rapid hardening Portland cement conforming
3.2 Prestressed Concrete Non-Cylinder Pipe — A
to IS 8041.
suitably compacted concrete core longitudinally
d) Portland slagcement conforming toIS455 with
prestressed with pretensioned high tensile steel wire
slag not more than 50percent.
embedded in the concrete, circumferentially pre-
stressed andcoated with cement mortar orconcrete to e) Sulphate resisting Portland cement conforming ,..
protect the circumferential prestressing wire, to to IS 12330.
withstand internal pressure and external design loads.
NOTE—Sulphatemisting Portlandcement shsll beusedwhere
sulphate ispredominant.
3.3 Specials — All items in the pipeline other than
straight pipes of standard length, such as bendi, air 4.2 Aggregates
valves and scour valve tees, etc, are classified as
Theaggregates shallconform toIS383.Theprovision
specials.
of4 (Grading) ofIS383shallnotapply.Manufacturer
3.4 Working Pressure — The maximum sustained shall furnish the grading curve for coarse and fine
internal pressure excluding surge to which each
aggregates which heproposes touse. Thevariation in
portionofthepipelinemaybe subjectedwheninstalled. fineness modulus during manufacture shall not be
1
—IS 784:2001
more than +5 percent. Silt content in fine aggregates Following composition of natural rubber is recom-
shall be lessthan 3percent. The fineness modulus of mended for sealing rings:
the aggregates for coating shallbebetween 2.6to3.2.
Natural rubber content 75.0percentbymass,A4in
4.3 Water ascompound
Ash 6.0percent bymass,Max
Water used for concrete, cement mortar and for cur-
Total sulphur 3.0percent bymass,Max
ing thepipes shall be free from injurious amounts of
oil, acid, strong alkaline scales and vegetable matter Acetone extract 8.0percent bymass,Max
and shall be able to make concrete of satisfactory Sulphur in acetone 0.6percent bymass,Max
strength requirements. extract
Alcohol potash extract 1.5percent bymass,Ma
4.4 Admixtures
Filler Carbon black only
Admixtures maybeusedwiththeapproval ofthepur- Accelerators As required
chaser. However, use of any admixture containing
The compounding ingredients listed below shall be
chlorides in any form shall be prohibited. The
added to the composition in the proportions (given
admixtures shall conform to IS 9103.
based on 100parts by mass of raw rubber):
4.5 Steel for Reinforcement
Waxes (melting point 0.5 parts by mass,Min
4.5.1 Prestressing Steel 57° CMin) 1.5parts by mass, Max
Napthenic process oil 2.5 parts by mass, Max
Prestressing steel wire shall conform to IS 1785
(Part 1) or IS 1785 (Part 2) or IS 6003 or IS 6006. Anti-oxidant 1.5parts by mass, Min
For longitudinal prestressing, wire having tensile
4.8 Bitumen or Other Protective Coating
strength, less upto 15 percent of ultimate tensile
strength, may be used, if required. This is to avoid The purchaser may specify the application of an
excessive wear ofrollers for threading, orcracking of external or internal bituminous epoxy or other
wire during button heading for end anchors. approved coating tobe applied. When thepipes areto
4.5.2 Unpensioned Reinforcement be used for carrying potable water, the inside coating
shallnotcontain anyconstituents solubleinsuchwater
Unpensioned reinforcement may consist of mild steel
or any ingredient which could impart any taste or
conforming to IS 432 (Part 1) or IS 432 (Part 2) or
odour tothepotable water.
high strength deformed bars conforming to IS 1786
orplain hard drawn steel wire conforming toIS 1785 5DIMENSIONS AND TOLERANCES
(Part 1) and IS 1785(Part 2) or welded wire fabric
conforming to IS 1566. 5.1 Nominal internal diameter of the pipes and mini-
mum core thickness shall be asgiven in Table 1
4.6 Steel for Cylinders and Specials
5.2 Length
Steel plates for cylinders and specials shall conform
to IS 2062. Effective length of pipes shall be 2 m to 6 m. How-
ever, the preferred effective lengths should be 2,2.5,
4.7 Rubber Sealing Rings 4, 5 and 6 m. For pipes upto and including 300 mm
diameter, the effective length shall not be more
4.7.1 Rubber sealing rings shallcomply with IS5382.
The manufacturer of pipe shall examine each sealing than 3 m.
ring visually for defects, particularly atthejoints.
5.3 Tolerance
4.7.2 Every sealing ring shall be clearly marked. The
5.3.1 Length
marking shall indicate the chord diameter, internal
diameter ofthe ring and name of the manufacturer of Tolerance onlengthshallbe*1percent ofthespecified
rubber sealing rings. length.
4.7.3 Incaseofsplices,eachspliceshallbethoroughly 5.3.2 Internal Diameter
visually checked by twisting the ring through 360°.
Splices showing visible separation or cracks shall be For pipes of length less than 4 m, the tolerance shall
rejected. Not more than two splices ineach ring shall be *5 mm for diameter upto and including 350 mm.
bepermitted. All sealing rings shallbeprotectt?dfrom For diameter above 350 mm, the tolerance shall be
direct rays of the sun and stored in dry place. *IO mm.
2
. . .IS 784:2001
For pipes of length 4mand above, thetolerance shall diameters shall be furnished by the manufacturer for
be asgiven below: inspection. The indicative dimensions of socket and
spigot are given in Annex B.
Internal Diameter Tolerances
7 DESIGN
A
/ %
In areas within Over rest 7.1 Information to be supplied by purchaser is given
600 mm c)fan ofthe pipe in Annex C.
end ofthe pipe
7.2 All pipes shall be designed to withstand the com-
mm mm
binedeffectsofinternalwaterpressureandexternalloads.
Up to 900 mm *6 *9
7.3 The design of the prestressed concrete pipes shall
Over 900 mm and + 9 * 12
cover all such stages, which may induce stresses in
upto 1600 mm
any section of the pipe. For investigation of these de-
Over 1600 mm + 12 + 12 sign stages, the likely extreme conditions of stresses
shall be considered in the order of their occurrence,
Table 1Nominal Internal Diameter and during theprocess ofmanufacture, handling, erection
Minimum Core Thickness of Pipes and under service.
(Clause 5.1)
7.4 Design Criteria for Non-Cylinder Pressure
Nominal Internal Minimum Nomianl Internal Minimum Pipes
Diameter of Core Diameter Core
The pipes shall be designed to meet the requirements
Pipe Thickness ofPipe Thickness
given in subsequent clauses.
mm mm mm mm
(1) (2) (3) (4) 7.4.1 Longitudinal Prestressing Requirements
200 35 1300 75
Thepermissible stressesforvarious loadcombinations
250 35 1400 75
300 35 1500 80 shall be asfollows:
350 35 1600 85 Description ofLoading Permissible Stresses
400 35 1700 90 Combination
450 35 1800 95
500 35 1900 100 Tension Compression
600 40 2000 105 N/mm* N/mm*
700 40 2100 110 a) Longitudinal — Minimum
800 45 2200 115 prestress (after residual
900 55 2300 120
losses) inbarrel compression of
1000 60 2400 125
2.5 N/mm* for
1100 65 2500 130
upto and inclu-
1200 70
ding pipe dia
NOTES
600mm and
IInternaldiameterofpipesotherthanthosementionedinthis
1.0N/mmz for
tablemaybesuppliedbymutualagreementbetweenthepurchaser
andthemanufacturer.Forhigherpressurethecorethicknesshave dia above
tobeincrease~ insuchcases: 600 mm.
a)thediameter willbecorrespondingly reduced(Thisisto b) Longitudinal 0.56fi0s o.5~
enableuseofsamemoulds),and
prestress during
b)multiplelayersofcircumferentialprestressingwireshallbe
circumferential
adopted.
prestressing
2Thisstandardincludesprovisionupto2500 mmdiameterpipes.
(temporary)
Pipesofdiameterbeyond2500 mmmaybe suppliedinspecial
i
casesbymutualagreementbetweenpurchaserandmanufacturer c) Longitudinal ().34fik0”5 0.5fik ,,
subjecttoadditionalprecautionstakenindesign,manufacture, prestress after ,., ”
testingandconstructionofthepipe.
losses plus beam
action
5.3.3 Core Thickness
d) Handling 0.67 N/mmz 0.5fi
The core thickness shall not be less than the design
e) Transport and ().56fik0”5
O. S&k
thickness by more than 5 percent. The manufacturer
unloading
shalldeclarethecorethicknessandtheabovetolerance
shall be applicable to that core thickness.
Characteristic compressive strength of
6 JOINT DIMENSIONS concrete atp days inN/mm*, and
Characteristic compressive design
Jointdimensions withtolerances forsocketandspigot
strength of concrete in N/mm*.
3IS 784:2001
NOTES
Description ofLoading Permissible Stresses
1Longitudinalstressesinducedinthecoreduringcircumferen-
Combination / .
tialprestressingshallbetreatedastemporaryandshallbeequal
to0.284timesinitialcompressivestressinducedincore. Tension Compression
2Forlongitudinasltressduetobeamaction, apipe shall be N/mm2 N/mm2
assumedtospanitsfullIengtbandsuppostatotalloadpermeter
inNewtonsequaltotheselfweight,theweightofthewaterinthe e) Operating con- 0.13 0.45
fik0”67 &k
pipeandearthloadequivalentto2.2timestheoutsidediameter dition + Live load
ofpipe(inr@.
(with impact)
3ForcalculationofnumberofIongitudinalsfortnmsportandun-
loadingconditiorwfollowingbendingmomentshallbeconsidered
where
foreffectivelengthofpipcsupto5mcteranddismctcrupto600mrw
Dia BendingMoment f, = Characteristic compressive strength of
mm Nmm
concrete atp days inN/mm2.
200 3.04X10’
250 3.78x107 Characteristic compressivedesignstrength
300 4.59 XI07 of concrete inNhnm2.
350 5.45 x 10’
NOTES
400 6.37 x 107
1Thetotaltensilestressinthecoreshallbeconsideredasthesum
450 7.36 X107
ofthehoopstressandflexrmdstresses,withouttheapplicationof
500 8.44 X107
600 11.08 xIt)’ anyreductionfactor.
Forp@chsavingeffectivelengthmorethan5w thebendingmoment 2Whencalculating hoopstress,onlycorethicknessshouldbe
shallbemultipliedbyafactor(L/5~,whereListheeffectivelength cmrsidemd.Whencalculatingovalizationflexw.alstress,thesum
ofpipe.Forpipesabove600mmdiameter,nospecialconsideration ofthecoreandcoatingthicknessshouldbeconsidered.
isnecessary,TheminimumnumberofIongitudinalsfor4mand5 3Forcalculatingbendingmomentsandthrustsforextemalloads,
mlongpipesshallbe12and16respectively. Olandm’scoefficientsaretobeused.Thevaluesforbiddingangles
from30”to180°aregiveninAnnexE.
7.4.2Typicalcalculation forthedesignoflongitudinal 4Whensubmittedtofactorytest,themortarorconcretecoated
for pipe diameter 600 mm and below is given in pipeshallnothavecracksinthecoatingwiderthan0.1mmfor
Annex D. morethan300mmlength.
7.4.3 Circumferential Prestressing Requirements
7.5 Loss of prestress in circumferential and longi-
Thepermissible stressesforvarious loadcombinations tudinal wires shall be calculated asper Annex F.
shall be asgiven below:
7.6 Typical design of prestressed concrete pipe, with
Descr@tion ofLoading Permissible Stresses
winding by process of counter weightheak isgiven
Combination e A .
in Annex G.
Tension Compression
N/mm2 N/mm2 ‘7.7 Typical design of prestressed concrete pipe with
a) Circumferential o o.55~ winding by process of die isgiven inAnnex H.
prestressing
7.8 Typical design of prestressed concrete pipe for
condition
drainage, sewerage and culverts isgiven in Annex J.
(Self weight +
Initial prestress) 7.9 Design Criteria for Cylinder Pipes
b) Site testcondition 0.13
jkO’67 ().45&k Thepipes shallbedesigned tomeetthefollowing con-
(Site testpressure +
ditions:
Self weight +
Weight of water +
Description ofLoading Permissible Stresses
Earth fill + Final
Combination
prestress)
Tension Compression
c) Factory test con- 0.13 0.45~k
$k0”67 N/mm2 N/mm2
dition
a) Circumferential o 0.55 &
(Factory test
prestressing
pressure + Self
condition
weight + Weight of
(Self weight +
water+ Pre-stressat
Initial prestress)
factory test)
d) Operating condition O b) Sitetest condition 0.38 fik0”67 o.45fik
().45fik (Sitetestpressure +
(Workingpressure+
Self weight +
Self weight +
Weight of water+
Weight of water +
Earth fill + Final
Earth fill + final
prestress)
prestress)
4IS 784:2001
that concrete will be evenly distributed. The same is
Description ofLoading Permissible Stresses
Combination > sufficiently compacted at the specified thickness
throughout the length of the pipe. After the concrete
Tension Compression
N/mm* N/mmz has been deposited, the rotation shall be continued at
an increased speed, for a length of time sufficient to
c) Operating condition o o.45fik
provide the specified strength, sufficient compaction
(Workingpressure+
and bond; to permit handling of the mould from the
Self weight +
spinning machine, without damage to the pipe core.
Weight of water +
Excess water and laitance shall be removed from the
Earth fill + Final
prestress) interior surface of the pipe in anapproved manner so
that the surface is solid, straight and true.
d) Operating condi- o.38jk0”67 ().45&k
tion + Live load
8.2 Curing of Core and Cover Coat
(with impact)
The curing ofthe concrete core andthat ofcover coat
where
shall be in two separate operations. The curing for
f. = Characteristic commessive strength of
core shall be for a period, till it attains the required
r concrete atp days inN/mmz.
strength.
(k = Characteristic compressivedesignstrength
Curing shall be either by steam or by water or by a
of concrete inN/mrn2.
combination ofsteamandwater, orbyuseofapproved
8MANUFACTURE curing compounds. Coating shall be cured for a
minimum period of 7days, ifwater curing isused. If
8.1 Core
steam curing is used for coating, after that it should
8.1.1 Moulds be water cured for at least 3days.
The moulds and method ofmanufacture ofpipe shall 8.3 Pretensioning and Release of Longitudinal
be such that the form and dimensions of the finished Wires
pipe conform to the requirements given in 5 and 12
The concrete core shall be longitudinally prestressed,
and the surface and edges are clean and true.
including the socket, by means of high tensile steel
8,1.2 Concrete Mix wires or strands, which shall be provided with
permanent anchorages embedded in the concrete,
The proportions of cement, fine aggregate, coarse
within the joint portion at each end. The centreline
aggregateandwaterusedinconcreteforpipecoreshall
spacing between the longitudinal wires measured
be determined and controlled asthe work proceeds to
along the barrel shall not exceed twice the core
obtainhomogeneous,dense,workable, durableconcrete
thickness or 150mm, whichever isgreater, subject to
ofspecified strength inthepipe, andminimum defects
the provision of 7.4.1(c).
on the surface of the pipe. The proportions shall be
those, that will give the best overall results with the Theclearcoverofconcrete overall steelreinforcement
particular materials and the methods of placing used including the ends of the longitudinal prestressing
forthework.Aminimum of350kg/m3ofcementshall wires, shall be such that in any finished pipe it is
be used for concrete. The water cement ratio shall be nowhere less than 12mm.
such,astoensurethattheconcretewillmeetthestrength
8.3.1 The longitudinal wires shall be stressed to the
requirements, but in no case it shall exceed 0.5. The
designed tension, taking into account thelossofstress
soluble chloride ion content of the concrete or mortar
in wire. The tension shall be maintained by positive
mix, expressed asapercentage of themass of cement
means till detensioning.
shall not exceed 0.20 percent.
8.3.2 The tensioned wires shall not be released until
Unless the design calls for higher concrete strength,
the concrete in the core has attained a compressive
the minimum compressive strength of concrite shall
strength of at least two times the initial longitudinal
not be less than 40 N/mmz at 28 days.
prestress or 15N/mm2 whichever isgreater.
8.1.3 Placing of Concrete
8.4 Circumferential Prestressing
The concrete inthe cores maybe placed either bythe
centrifugal method, vertical casting method, or by 8.4.1 Circumferential prestressing shallnottakeplace
other approved methods. For centrifugal spinning until the concrete in the core hasreached aminimum
method, concrete shallbe deposited inthemould and compressive strength of25N/mm2,orasperthedesign
the speed of rotation during placing shall be such, requirements whichever is greater.
5IS 784:2001
8.4.2 The initial stress in the wire during circum- 8.5.3 Pneumatic process in which mixing of ingredi-
ferential winding shall not bemorethan 75 percent ents is carried out at the nozzle or gun, shall not be
oftheminimum ul’timatetensilestrengthofwire,when permitted.
counter-weight or break system is used for develop-
8.5.4 The compressive strength of the cover coating
ing tension. If tension is developed by use of a die,
mortar shall be obtained from cubes having area of
then the initial stress in the wire shall not exceed 65
face 50 cmzor the compressive strength of the cover
percent of the ultimate tensile strength of wire.
coating concrete shall be obtained from cube having
8.4.3 The initialcompressivestressinducedinthe core area of face 100 cm2 and shall not be less than
concreteshallnot exceed55percentofthecompressive 35N/mmz atthe time of factory testing of pipe.
strengthoftheconcreteinthepipeatthetimeoftmnsfkr.
8.5.5 The mortar coating shallhave aminimum cover
8.4.4 Methods and equipments for wrapping the wire of 18mm and concrete coating shall have aminimum
shallbesuchthat wire shallbewound around thecore cover of 25mm, over allsteel, except atend face and
inahelical form atthe predetermined design spacing the spigot portion going inside socket, where it will
and capable of controlling the tension. Wire splicing be not less than 15 mm. To achieve adequate bond
shall be capable of withstanding a force equal to the between core and coat, approved bonding agent shall
full strength of wire. At the ends of core pipe, the be applied, at ends of pipe for a width of 100 mm,
wireshallcontinueforatleastoneextracircumferential alongthecircumference toprevent separationbetween
turn before being anchored. core and coat, at ends.
8.4.5 The clear spacing between the successive turns Concurrently with themortar coating, acement slurry
of the circumferential prestressing wires shall be not shallbeapplied ontothecore atarateofnot lessthan
less than 6 mm, except at ends or atjoints and shall 0.5 l/m2just ahead of the mortar coating. The slurry
be not more than 50 mm. shall consist of 1.2kg of cement toper Iitreof water.
8.4.6 Test Cube Conversion Factors 8.5.6 Thethickness shall bechecked forevery pipe as
soon as, coating isdone.
Thecoreconcrete compressive strength shallbetaken
on 150 mm x 150 mm cubes. Where the process of 8.5.7 Mortar Soundness
manufacture is such that the strength of concrete in Afterthemortar coating iscuredandprior totransport,
the pipe differs from that given by tests on vibrated the coating on each pipe shall be checked for
cubes, the two may berelated by suitable conversion delamination andhollows bytapping theexterior with
factors. If the purchaser requires evidence of these a hammer having a head mass of not more than
factors, he shall ask for it, before placing the order. 0.5 kg. Any hollows or drumming areas detected by
The core concrete strength shall be obtained by sounding shall be repaired by approved methods.
multiplying the cube strength with the conversion
8.5.8 All cement coming in contact with each other
factor and shall be used for design purpose.
shall be of same type and composition and shall be
8.5 Cover Coating from the same cement works.
8.5.1 The circumferential prestressing wires on the 9 ADDITIONAL REQUIREMENTS FOR
corepipesshallbeprotected withalayerofrichcement CYLINDER PIPES
mortar or concrete or any other approved material
9.1 The prestressed concrete cylinder pipes shall be
which prevents corrosion of wire.
manufactured tocomply withthefollowing additional
8.5.2 If cement mortar is used for cover coating, it requirements.
shallbeappliedbyrotarybrushes orbyotherapproved
9.1.1 Steel Socket and Spigot Rings
methods and shall preferably be applied within 16
hoursaftertheprestressing wireiswound. Thecement, Each ring shall be formed by one piece of steel or a
sandandwatershallbethoroughly mixed,beforebeing number of pieces of steel butt-welded together. The
fedinto thecover coating machine. Minimum cement rings shall be expanded beyond their elastic limit so
content incoating mortar shall be 540kg/m3and that that they are accurately shaped. The portion of the
forconcrete 500kglm3.Water cement ratio inthemix socket and spigot rings which shall be exposed afler
shall not be less than 0.27, if cement mortar is used thepipeiscompleted shallbesmoothtopreventcutting
for coating. Rebound ordroppings not exceeding one of the rubber gasket during jointing and shall be
fourth of the total mass of mix, may be used but the protected from corrosion byasprayed zinccoating of
resulting mix proportions shall not be, leaner than minimum thickness of0.05 mm followed byone coat
original design mix. Rebound not used within one ofbituminous paint. Other suitable protection maybe
hour, shall be discarded. used with the approval of the purchaser.
6IS 784:2001
9.1.2 Fabrication of Steel Cylinders sealing ring, thejoint shall be self centreing, flexible
The cyiinder shall be accurately shaped to the size and water tight. Thejoint shall be roll-on or confined
required and steel socket and spigot rings welded type. Sockets of the pipes maybe projecting or flush
thereto after being jigged square with the longitudi- with the barrel. Joint design shall be furnished by
nal axis (except for bevel). manufacturer before undertaking manufacture. The
rubber ring joint design, shall take into consideration
9.1.2.1 Testing
the tolerance for rubber chor~ tolerance for socket
Before it is subjected to any further manufacturing
andspigot diameters, allowable deflection atjoint and
process, eachsteelcylinder, withsteelandspigotrings
permanent set in the rubber ring.
welded on, shallbesubjected towaterpressure which
stresses the steel to at least 140N/mm2,but not more 11.2 The sealing rings shall be of such sizethat when
than 175 N/mm2. While under stress, the assembly jointed, inaccordance withthemanufacturer’s instruc-
especially welds, shall be inspected and any parts tions, itshallprovide apositive sealwithin themanu-
showing leakage shall be repaired and the whole as- facturer’s recommended range of maximum joint de-
sembly retested. flection. Not more than two splices ineach ring shall
be permitted.
10SPECIALS
10.1 Fabrication 12WORKMANSHIP AND FINISH
The steel for fabricated steel plate specials, is cut, 12.1 Deviation from the Straightness
shaped and welded sothatthe finished special hasthe
Whenmeasured bymeans ofaonemetre straight edge
required shapeandinternal dimensions. Adjacent seg-
the deviation from straight per metre length shall not
ments arejointed by butt welding. Before lining and
exceed 5mm.
coating, the welding of specials shallbetested byuse
of hot oil or dye penetrant according to IS 3658 and
12.2 Finish
defects, ifany shall berectified. The steelplate thick-
ness for specials shall be as given in IS 1916. Pipe shall be free from local depressions or bulges
greater than 5 mm extending over a length, in any
In die penetration test, a white wash is applied over
direction, greater than twice the thickness of barrel.
the weld on one side of the cylinder; on other side
when coloured paraffin or similar product is applied The external surface of the pipe may be sand faced,
over the weld, no coloured spot shall appear on the when coating of cement mortar isapplied.
whitewash before 4 h. If any coloured spots appear
13 TEST
before 4 h, weld shall be repaired and retested.
13.1 Design Proving and Manufacturing Process
10.2 Lining and Coating
Approval Test in Factory
Steelplate specials arelined andcoated with concrete
or cement mortar or other approved materials, as As Won os4 to 5 pipes are made, these shall be in-
agreed between the manufacturer and the purchaser. stalledandsitepressuretestshallbeconducted,toprove
The proportion of cement to total aggregate shall not and finalize pipe andjoint design andjoint dimension
be leaner than 1:3 by mass. tolerances, etc. For one diameter and different pres-
sure, only the test for highest pressure shall be done.
10.3 Reinforcement
For this test noexternal load shall applied.
For concrete orcement mortar coating, reinforcement
shall be suitably tack welded to the shell. The rein- 13.2Hydrostatic Factory Test
forcement shall bewire rods and spirals orwire mesh
The pipe shall be tested in accordance with IS 3597.
or wire fabric.
Thepipe mustnotshowleakage. Damporwetpatches
10.4 Jointing Between Special and Pipe shall be accepted. If the pipe fails to pass the test, it
The special shall bejointed to the pipe by same ro- can be cured or repaired to improve its water tight-
bberringjoint asforpipes orby caulking with mortar. nessand then retested. Incasethepipe does not stand
For this purpose steel collars shall be welded to steel the rated internal pressure, it shall be accepted for
specials to allow caulking ofjoint with mortar. This lower pressure, purchaser at his own discretion may
isallowed only upto working pressure of 3kg/cm2. accept the pipes for lower pressure to which it with-
stands, provided all other requirements are conform-
11JOINTS
ing to this standard.
11.1Unless specified otherwise, jointa between pipes
Non-pressure pipes for drainage, sewerage and cul-
shall be of the spigot and socket type, so manufac-
tured, that when fitted with the correct $ize rubber verts, shall be tested for 0.14 N/mm2.
7IS 784:2001
13.3 Permeability Test on Coating 13.6 Repair of Core and Coat
The drop of water level, inthe specimens ofpipes se- Pipes not satisfying any of the tests, which may be
lected, whentested according tothemethod described arising due to occasional imperfection in manufac-
in IS 3597 shall not exceed 2 cm3at the end of two ture or damages during handling, may be treated /
hours and the final permeability between fourth and repaired and shall beaccepted ifthey satis~ thetests.
fifth hour shall not exceed 0.3 cm3.When ahigher re- The curing of the repaired concrete ormortar maybe
sult isobtained, the test shallberepeated ontwice the done using curing compound.
number of pipes originally tested and the lot shall be
14 SAMPLING AND CRITERIA FOR
accepted, if allpipes pass the test. Where retest isnot
ACCEPTANCE
satisfactory, allpipes from that lotmay be tested indi-
vidually and only those with satisfactory results shall 14.1 Pressure Pipes for Water Supply and Sewerage
be accepted. No additional treatment ofany type shall
Basic requirement, unless the design proving and
beallowedonthepipebeforepermeability testis done.
manufacturing process test in 13.1 is satisfactorily
The criteria for acceptance is the final permeability. carried out, no acceptance tests shall be undertaken.
The test shall be done immediately after the This has to be done for every new diameter of pipe
hydrostatic factory test. In case this isdone later, the and for one pressure.
pipe shall be kept wet for 48 hours prior to test.
All the pipes manufactured under relatively similar
13.4Three Edge Bearing Test (for Pipes for Drain- conditions in respect of raw-materials and processing
age, Sewerage and Culverts) operation, shallbegrouped together toconstitutealot.
Pipesdesignedfordrainage,sewerageandculvertswhen Each lot shall be taken separately for sampling and
subjected tothree edgebearing testinaccordance with evaluation, for conformity to the requirements ofthis
IS 3597 shallmeet the requirement asgiveninTable2. standard, ifthe conditions mentioned in 5.1, 5.2,5.3,
11.1, 11.2 and 12.2 are satisfied (even after repairs).
13.5 Dimensional Characteristic
Scale of sampling shall be asgiven inTable 3.
The pipe selected shall be checked for conformity to
14.2 For non pressure pipes for drainage, sewerage
the dimensional requirements as given below:
and culvert, only permeability test from Table 3
a) Socketandspigotdiameters ofthepipesasgiven
besides dimensions and three edge load bearing test
bymanufacturer.
isnecessary.
b) Dimensional requirements as given in 5.
Table 2 Three Edge Bearing Test Loads for Pipes for Drainage, Sewerage and Culverts
(Clause 13.4)
Nominal Np2 Class Np3 Class Np4Class I Nominal Np–7-Class Np3Class Np4Class
Internal Dia Load to Load to Loadto InternalDia Loadto Loadto Loadto
ofPipe Produce Produce Produce ofPipe Produce Produce Produce
Maximum Maximum Maximum Maximum Maximum
0.25mm 0.25 mm 0.25mm 0.25mm 0.25mm 0.25mm
Crack Crack Crack Crack Crack Crack
mm kNlm kN/m kN/m mm kN/m kN/m kN/m
(1) (2) (3) (4) (1) (2) (3) (4)
200 11.77 14.50 24.60 1300 28.20 62.30 96.20
250 12.55 15.00 25.50 1400 29.42 67.06 104.20
300 13.48 15.50 26.40 1500 30.77 71.85 111.90
350 14.46 16.77 29.80 1600 32.12 76.64 119.60
400 I5.45 19.16 33.90 1700 33.59 81.40 127.40
450 16.18 21.56 36.90 1800 35.06 86.22 135.30
500 17.16 23.95 40.00 1900 36.41 91.00 135.30
600 18.88 28.74 46.30 2000 37.76 95.80 135.30
700 20.35 33.53 52.20 2100 38.99 100.60 138.70
800 21.57 38.32 59.30 2200 40.21 105.38 142.20
900 22.80 43.11 66.30 2300 — 110.00 148.60
1000 24.27 47.90 72.60 2400 — 114.96 155.00
1100 25.50 52.69 80.40 2500 — I19.70 160.80
1200 26.97 57.48 88.30
NOTE—Pipeswithotherthree-edgebearingtestrequirementsmaybesuppliedbyagreementbetweenpurchaserandmanufacturer.
8IS 784:2001
Table 3 Scale of Sampling and Number of Acceptable Defective Tests
(Clause 14.1)
Number Hydrostatic Socket and Permeability Coating Dimensional Three Edge
of Pipes Test Spigot Thickness Test Bearfng Test
in Lot Dimension Drainage, Sewerage,
Culvert Pipes
. \ r , >
* ** * ** * ** * l* * l* l **
(1) (2) (3) (4) (5) (6) (7) (8) (9) (lo) (11) (12) (13)
20-50 All Nil All Nil 3 Nil 3 Nil 3 Nil 2 Nil
51-100 All Nil AH Nil 5 Nil 5 Nil 5 Nil 2 Nil
101-300 All Nil All Nil 8 Nil 8 Nil 8 Nil 3 Nil
30I-500 All Nil All Nil 13 Nil 13 Nil 13 Nil 4 Nil
501-1000 All Nil AH Nil 26 1 26 1 26 1 5 Nil
*Numberofsamples.
**Numberofdefective accemabie.
14.3 After the lot is accepted, each pipe shall be 15.1.2 Core Thickness
tnarked with acolour band at ends. Different colours
Measurement of outer circumference of core shall be
tobe used for different pressure heads.
made at three barrel positions and average outer di-
ameter of core shall be calculated. The inside diam-
15PROCEDURE FOR INSPECTION
eter shall be measured at three barrel positions and
15.1 Dimensional Checks average iscalculated. The core thickness shallbe cal-
culated asfollows:
15.1.1 Internal Diameter
The internal diameter shall be measured at each end Average outside diameter –Average insidediameter
of the pipe at approximately 50 mm from the ends 2
and at centre. Two measurements of the internal
15.1.3 Socket and Spigot Diameters
diameter at 90° to each other shall be made at each
end and at the centre.
15.1.3.1 Socket diameter ~ointing surjace)
To accomplish this, ‘Go’ and ‘No Go’ gauges of a
The socket diameter shall be checked by measuring
stiff rod with hardened rounded ends shall be used.
the sway by touching the two points B and B, along
The length ofgauges andcolour shallbegiven below:
the circumference of socket (see Fig. 1); BB, gives
Length Colour thesway.
Gauges for ends Example:
‘Go’ 1mm less than Green
Suppose the theoretical diameter of socket
—vetolerance
‘NoGo’ 1mm more than Orange D =1383mm
+ ve tolerance
Permissible variation =+2mrn
Gauges for centre -0.5 mm
‘Go’ 1mm lessthan – ve Green with The.maximum diameter = Dl = 1385 mm
tolerance white bands
The minimum diameter = Dz= 1382.5 mm
‘NoGo’ 1mm more than + ve Orange with
The sway =S= 2 x [h x (D, – h)]05
tolerance white bands
Assume h=5mm (see Fig. 1) .,
..,,
Example:
Sway S = 2 x [5 x (1385 – 5)]05
Suppose theoretical diameter of pipe= 1200 mm =2x83
and length of pipe 5m.
= 166 mm.
Tolerance Length of gauge L2= (S/2)2+ (D1– h)2
= (166/2)2+(1 385- 5)2
Ends +9 ‘Go’ 1200– 8=l192mm
= 6889+ 1904400
‘NoGo’ 1200+ 10= 1210mm
L = 1382.5 mm
Centre * 12 ‘Go’ 1200– 11= 1189 mm
This should not be more than the minimum
‘NoGo’ 1200+ 13= 1213 mm permissible inside diameter.
9IS 784:2001
SWAYS- -1
F
1
7
1 L
1
.-
Gauge forMeasuring Sway
FIG. 1ARRANGENIIN FORMEASURING SWAY
Therefore, in this case 15.1.4 Straighlne.r.s
Length of gauge, L = 1382.5 mm The straightness shall be measured by a one metre
Maximum permissible sway = 166mm. long gauge . The deviation from straight line taken
between two points one metre apart, along the pipe
15.1.3.2 Spigot Diameter
barrel shall not exceed 5mm (see Fig. 3).
The gauge as shown inFig. 2 shall be used. 5mm
f“ ~1
Examp[e:
~ 1000 ~
Suppose the theoretical outside diameter of
FIG. 3 GAUGE FORMEASURING STRAIGHTNESS
spigot = 1200 mm
Permissible variation = + 1mm
16 MARKING
The maximum diameter = 1201 mm
The minimum diameter = 1 199mm. 16.1 Thefollowing information shallbeclearlymarked
on each pipe:
To enable gauge to pass over the spigot surface, the
diameter must be more by 1mm than the maximum a) Source of identification of the manufacturer,
spigot diameter.
b) Size and hydrostatic factory test pressure, and
The clearance between gauge points = 1200+1 + 1 c) Date of manufacture.
= 1202 mm.
16.2Each pipe may alsobemarked withthe Standard
For checking.spigot, the gauge isheld inthe position Mark.
as shown in Fig. 2.Then by keeping point ‘X’fixed,
16.2.1 The use of the Standard Mark is governed by
otherend‘Y’ofgaugeismovedoverthecircumference
theprovisions ofBureau oflndian StandardsAct, 1986
of spigot, where the gap between spigot surface and
and the Rules and Regulations made thereunder. The
gauge ismaximum, astrip 2.5 mm, thick and 25 mm
details ofconditions under which alicence fortheuse
wide (straight side) (1201 – 1199 = 2.0 mm) is in-
serted. It should not go. Two checks shall be done at ofStandard Mark maybe granted tomanufacturer and
90° to each other. producers may be obtained from the Bureau ofIndian
Standards.
STRIP 3.5 NOTTOGO
‘b
u
.--p, ..e:.~.@. .;.8
.e .“*. - ..4. ..,..:-... ‘,
./
CONFINEDJOINT
ROLLON JOINT
FIG. 2 ARRANGEMENTFORCHECKINGSPIGOTDIAMETER
10IS 784:2001
ANNEX A
(Clause 2)
LIST OF REFERRED INDIAN STANDARDS
IS No. Title IS No. Title
432 Specification for mild steel and 1916: ]989 Specification for steel cylinder pipe
medium tensile steelbars and hard- with concrete lining and coating
drawn steel wire for concrete rein- (fkst revision)
forcement 2062:1992 Steelforgeneral structural purposes
(Part 1): 982 Part 1Mildsteelandmedium tensile ~ourth revision)
steelbars (third revision) 3597:1998 Methods of test for concrete pipes
(Part 2) : 982 Part 2 Hard-drawn steel wire (third (second revision)
revision) 3658:1999 Code of practice for liquid perma-
455:1989 Specification for Portland slag nentflawdetection(secondrevision)
cement ~ourth revision) 5382:1985 Rubber sealing rings for gas mains,
783:1985 Code of practice for laying of water mains and sewers (@st
concrete pipes (first revision) revision)
1566:1982 Specification for hard-drawn steel 6003:1983 Specification for intended wire for
wire fabric for concrete reinforce- prestressed concrete @st revision)
ment (second revision) 6006:1983 Specification for uncoated stress
1785 Specification for plain hard-drawn relieved strand for prestressed
steel wire forprestressed concrete concrete ~rst revision)
(Part 1):1983 Part 1 Cold-drawn stress relieved 8041:1990 Specification for rapid hardening
wire (second revision) Portland cement (second revision)
(Part 2) :1983 Part 2Asdrawn wire first revision) 8112:1989 Specification for 43 grade ordinary
1786:1985 Specification for high strength Portland cement ~rst revision)
deformed steel bars and wires for 9103:1999 Specification for admixtures for
concrete reinforcement (third concrete (jrst revision)
revision) 12269:1987 Specification for 53 grade ordinary
Portland cement
11Is 784:2001
ANNEX B
(Clause 6)
INDICATIVE DIMENSIONS OF SOCKET AND SPIGOT OF PRESTRESSED CONCRETE PIPE
...
.....
B-1 Theindicative dimensions ofsocketandspigotofprestressed concretepipe aregiven below (seealsoFig.4):
&w Q........... ...... w...... -...-::...,,..
,,.4-. . . ,.~-.....4
!.4
;.. :”. .:. . .
$.’,,- -..*-......4, ,4. .4
.. .“. ;.,:, .9 .,*. .s-’.“ ; a...
..b. .*., ;’ .;. ‘a’. :.8 .. “ !,”
~.. .’, - -t:@- .“ ... ,“ “:,.;*,”?
ROLL ON JOINT CONFINEDJOINT
FIG. 4 DETAILS OFJOINTS
A Roll OnJoint Conjined Joint
Nominai Dia of A . / — .
Pipe c B ‘- c B
Internal Dia of External Dia of Internal Dia of External Dia of
Socket Spigot Socket Spigot
200 308 290 308 290
250 352 334 352 334
300 404 386 404 386
350 456 438 456 438
400 518 500 518 500
450 562 544 562 544
500 612 594 612 594
600 726.5 704 726.5 704
700 826.5 804 826.5 804
800 937.5 915 937.5 915
900 1058.5 1036 1058.5 1036
1000 1165.5 1141 1165.5 1141
1100 1270.5 1246 1270.5 1246
1200 1381.5 1357 1381.5 1337
1300 1496.5 1472 1496.5 1472
1400 1595.5 1571 1595.5 1571
1500 1706 1678 1706 1678
1600 1818 1790 1818 1790
1700 1928 1900 1928 1900
1800 2036 2008 2036 2008
1900 2154 2 126 2154 2126
2000 2264 2236 2264 2236
2100 2374 2346 2374 2346
2200 2488 2454.5 2488 2431.5
2300 2598 2564.5 2598 2564.5
2400 2708 2674.5 2708 2674.5
2500 2818 2784.5 2818 2784.5
NOTE—Allthemanufacturersshalltrytoachieveabovedimensionswithinaperiodoffiveyears.
12IS 784:2001
ANNEX C
(Clause 7.1)
INFORMATION TO BE SUPPLIED BY PURCHASER WITH AN ENQUIRY OR ORDER FOR
PRESTRESSED CONCRETE PIPES
C-1 The following information shall be supplied: 1) The maximum and minimum depths of
cover over the crown ofthepipe.
a) The type of cement to be used in the core and
the cover coat (4.1); 2) The width of the trench at the crown of the
pipe (normally outside diameter of pipe +
b) Whether or not abituminous or other approved
600 mm). If the pipes are to be laid above
coating is required internally and
ground incase ofpartial trench, full details
externally (4.8);
including L-section should be supplied.
c) The maximum working pressure (3.4); 3) Whether more than onepipeline istobelaid
in the trench and if so, what will be the
d) 1he maximum sne test pressure 15.3J;
trench width at the crown of the pipe.
e) Factory test pressure (3.6);
4) Details ofthebackfill material, thatis,sand,
Pressure in addition to (c) to which the pipe- gravel, etc.
f-)
line will be subjected due to surge (water 5) Density of filling material.
hammer) (3.7), if any; and
6) Type of bedding intended.
Following pipe installation details: 7) Anticipated superimposed loading on
g)
ground surface.
ANNEX D
(Chse 7.4.2)
TYPICAL CALCULATION FOR THE DESIGN OF LONGITUDINAL FOR
PIPE DIAMETER 600 mm AND BELOW
D-1Explanation ofvarioussymbolsusedinsubsequent Initial compressive stress = 10.6575 N/mm2
clauses is given in Annex K. induced in core,fCi (Assumed)
D-2DATA D-3 CALCULATION OF STRESS IN
LONGITUDINAL DIRECTION
Diameter of pipe, D =500 mm
Effective length ofpipe = 5000 mm D-3.1 Centreline Spacing Between Longitudinal
Core thickness, tc =35mm Wires
Coat thickness, $ =22mm
Centreline spacing between longitudinal wires shall
Minimum compressive strength of core concrete not exceed twice the core thickness or 150 mm
(spun) at various stages whichever isgreater (see 8.3), that is
a) Characteristic compressive =40 N/mm* 2 x 35 or 150mm, that is, 150mm.
design strength, & Number of longitudinal = 16
b) At winding (see 8.4.1),42 =25 N/mm2 considered in design
c) At detensioning = 15N/mm2 Centreline spacing = 3.1416 x (D + TC)/N
longitudinal (see 8.3.2),~P1 betweenlongitudinalwires=3.141 6x(500+35)/16,
Diameter of longitudinal wire = 4 mm = 105.04 mm <150 mm
Ultimate tensile strength = 1715 N/mm* Hence, number of longitudinal considered in design
of wire (see 4.5.1) is correct.
13IS 784:2001
D-3.2 Intial Longitudinal Precompression in Core Precompression at 16x 12.57x1094.88
=
winding, fCIW
Initial stress in longitudinal wire (see 8.4.2),~il 58826.46
1715 x 0.75 = 1286.25 N/mm*
& = 3.7422 N/mm2
Area of core concrete, AC
At site test
3.14~ 6 x 535 x 35 = 58826.46 mm2 Stress in longitudinal wire after losses,
Longitudinal precompression ~1= 1286.25-212.63 = 1073.62 N/mm2
. Longitudinal force . N x ‘dl x ~il Final precompression, &l = 16X 1 52 8.5 87 26X .41 6073.62
AC AC
~1= 3.6705 N/mm2
16X12.57X1286.25
Initial precompression, ~il =
D-3.5 Longitudinal Stress Due to Circumferential
58826.46
Winding
= 4.3975 N/mmz
Maximum local longitudinal tensile stress during
Concrete strength required at detensioning of winding
longitudinal, ~1 (see 8.3.2)
= 0.284 x 10.6575 = 3.0267 N/mm2
2 x~il OR 15N/mm2, whichever isgreater,
D-3.6 Stress Due to Beam Action
that is, 2 x 4.3975 = 8.7950 or 15N/mm2, which-
Self weight ofpipe W,= 2295.62 N/m
ever is greater
Weight ofwater WW= 1963.50 N/m
Adopt~Pl= 15N/mm2
Earth load to be considered (see 7.4.1)
D-3.3 Loss of Stress in Longitudinal Wires (see
2.2x(D+2x Tc+2x Tb) = 1350.80 N/m
Annex F)
= 2.2 X 614
a) Relaxation of wire Total load W= W,+WW+1350.80=5 609.92 N/m
0.08 xj,il = 0.08 x 1286.25 = 102.90N/mm*
Modulus of circular section of pipe (Zl)
b) Deformation due to creep
2.50 X~Ci=l 2.50 x4.3975 = 10.99N/mm2 3.1416 x 6144-5004 =12 731728mJ
c) Deformation due to shrinkage 32 614
0.0001 x Es= 0.0001 x 20.0 x 104 Bending moment (BM)
= 20.00 N/mm2
@ 5609.92 x5x5 xlo00 =17531000Nm
d) Yield duetomould shortening, wire stretch due —=
to filling, vibration during spinning, etc 8 8
2xE. BA4
—=l.3769N/mm2
Effective length ofpipe + 80mm ‘tiess ‘Ue ‘0bem action = z,
D-3.7 Stress Due to Self Weight of Core
2X20 X104
= 78.74N/mm*
= 5000+80 Self weight of core (WC)= 1411.84 N/m
Modulus of circular section of core (Z2)
Total losses = 102.90+ 10.99+ 20.0+ 78.74
= 212.63 N/mm2
3.1416 ~ 5704-5004 =7416520m3
D-3.4 Precompression in Core in Longitudinal
32 570
Direction
B.M. due to mass of core (BM)
At the stage of winding
Loss of prestress in longitudinal wire at winding 1411.84 x5x5x 1OOO= 4411985Nm
=Total lossesx0.9=212.63 x0.9= 191.37N/mm2 8
Stress in longitudinal wire at winding (l,iW)
= 1286.25 – 191.37~,lW= 1094.88 N/mm2 BM
Stre&duetoselfweightofcore=~=iO.5949 N/rnni2
2
14IS 784:2001
D-3.8 Stress Due to Transport and Handling D-3.9 Summary of Stresses in Longitudinal Direc-
tion
Bending moment = 8.44 107 (see Note 3
x
under 7.4.1)
Stresses due to Compressive Tensile
Modulus of circular section of pipe (Zl) N/mm2 N/mm2
Maximum local longitudinal — –3.026 7
3.1416 6144-5004 tensile stress due to ben-
=12 731728mm3 ding during winding
32 x 614
Beam action + 1.3769 –1.376 9
Selfweight of core +0.5949 -0.5949
Stress due to transport and handling = Transport and unloading +6.6291 -6.6291
Initial precompression +4.3975 —
Bending Moment = 8.44x107 =+b629~N, -2 Precompression atwinding +3.743 2 —
z, 12731728 – “ Final precompression +3.6705 —
D-3.1O Load Combination of Longitudinal Stresses
Under Different Condition (see 7.4.1)
Actual against Permissible
.
Loading Longitudinal Stresses, Nlmm2
Combination
Tensile Compressive
/ — - / — -
Actual Permissible Actual Permissible
a) Longitudinal Minimum residual
prestress inbarrel compressive stress
— —
(after losses) +3.6705
+2.5
b) Longitudinal - (3.026 7+0.5949) 0.56x (@05 0.56x (0.5949+ 3.7432) 0.5 x (&2)0”x525
prestress during +3.7432 = +0.121 6 (25)05= –2.800 O =+4.3381 = 12.5000
winding
+0.121 6 c -2.8000 +4.338 1c 12.5000
c) Longitudinal (-1.376 9+ 3.670 5) 0.34X &)05 0.34x (1.3769+ 3.6705) 0.5x (f&)05X40
prestress after =+2.2936 (40)05=-2.1503 =+5.0474 =20.0
lossesplus beam
+2.2936<-2.1503 +5.0474<20.0
action
d) Handling before (-0.594 9 + 3.743 2) -0.67 (0.594 9 + 3.743 2) 0.5 x~p,)o”sx 15
winding =+3.148 3 =+4.3381 =7.5
+3.148 3 c – 0.67 + 4.3381 c 7.5 ‘
e) Transport and -6.6291 + 3.6705 = 0.56 x&)05 0.56 x +6.629 1+ 3.6705 0.5 x &)0”5 x 40 !,:, ,!
., !
unloading -2.9586 (40)’J”5=-3.5417 =+10.299 6 =20
-2.9586 c –3.5417 +10.299 6<20.0
15IS 784:2001
ANNEX E
(Clause 7.4.3)
THRUST AND MOMENT COEFFICIENTS
E-1 The coefficients at control sections for bedding angles from 30° to 180° developed by use of Olander’s
Equations are as given below:
/ >/q-- \
, OED&lp
f
\ /
\ \ / /
- .-
Bedding Location of Thrust Coefficients, Ct Moment Coeflcient, Cm
Angle Control .
Section, 0 Pipe Water Earth Pipe Water Earth
Ctp Ctw C,e C,p C*W c,,
0° -0.078 -0.237 +0.487 +0.079 +0.079 +0.062
30° 104° +0.302 4.058 +0.633 +0.100 +0.100 +0.085
180° +0.125 -0.352 +0.376 +0.194 +0.194 +0.173
0° –0.071 -0.230 +0.425 +0.076 +0.076 +0.065
60° 104° +0.302 -0.059 +0.576 +0.096 +0.096 +0.086
180° +0.168 -0.310 +0.345 +0.155 +0.155 +0.145
0° –0.061 -0.220 +().382 +0.070 +0.070 +0.069
90° 104° +0.295 –0.062 +0.539 +0.088 +0.088 +0.089
180° +0.207 -0.270 +0.326 +0.121 +0.121 +0.125
0° -0.046 -0.205 +0.351 +0.063 +0.063 +0.073
120° 100° +0.282 –0.065 +0.516 +0.077 +0.077 +0.091
180° +0.245 –0.233 +0.316 +0.091 +0.091 +0.109
0° –0.026 –0.185 +0.331 +0.054 +0.054 +0.079
150° 96° +0.267 -0.067 +0.504 +0.063 +0.063 +0.094
180° +0.282 –0.196 +0.313 +0.065 +0.065 +0.097
0° –0.000 -0.159 +0.318 +0.044 +0.044 +0.087
180° 90° +0.250 -0.068 +0.500 +0.047 +0.047 +0.095
180° +0.318 –0.159 +0.318 +0.044 +0.044 +0.087
16
~-- — - .—-.. .——. ----IS 784:2001
ANNEX F
(Clauses 7.5, G-3 and J-4.2.2. 1)
LOSS OF PRESTRESS
F-1 Explanation of various symbols used in subse- where
quent clause is given in Annex K. ~,,”n~= Initial stress in core in longitudinal
direction in N/mm2.
F-2 CALCULATION FOR LOSS OF PRESTRESS
~, = Initial stress incore incircumferential
sl Longitudinal Circum-
direction in N/mm*.
No. (PreTensioning) ferential
(Post Initial stress incore incircumferential
Lih3ng =
Tensioning) wire in N/mm*.
1. Elastic deformation — 3.2&i E, = Modulus of elasticity of high tensile
2. Relaxation of wire 0.16&i10.~ 0.16Ji wire.
3. Deformation due to 2“5fsi long 2.5~i . 2.00 x 105N/mm2(for stressrelieved),
creep and
4. Deformation due to 0.0001 E, 0.0001 E, = 1.93 x 10sN/mm2(for as drawn).
shrinkage
L= Effective length of pipe in mm
5. Yield due tomould
+ 80 mm.
shortening(wire stretch 2E,
duetofillingvibrations NOTE—Lossofstress in high tensile wire at factory test
L+80
pressurewillbe90 pereentofthetotallosses.
during spinning, etc,
slippage = 2 mm)
ANNEX G
(Clauses 7.6, H-3.3 and J-5)
TYPICAL DESIGN OF PRESTRESSED CONCRETE PIPE OF DIA 1200 mm — WINDING BY
PROCESS OF COUNTER WEIGHT/BREAK
G-1 Explanation of various symbols used in subse- Process for winding Counter Weight/
quent clauses isgiven in Annex K. Break
Core thickness, T, = 70 mm
G-2DATA
Coat thickness, Th = 22 mm
Diameter of pipe, D = 1200 mm Width of trench - = 1.984m
Effective length of pipe, L = 5.0 m (D+ 2TC+2T~+ 600), B,
Working pressure, PW(see 3.4) = 0.700 N/mm* Diameter of circumferential =4mm
Site test pressure, P, = 1.050 N/mm2 wire, d~
Factory test pressure, P~ = 1.150Nhnrn2 Diameter of longitudinal = 4mm
wire, dC
Height of fill, H = 1.00m
Number of longitudinal, N = 28
Density of fill material, K, = 19700 N/m3
Ultimate tensile strength of = 1715 N/mm2
Live load Class AA (IRC)
circumferential wire (see 4.5.1)
G-3 ASSUMPTIONS
Ultimate tensile strength of = 1715 N/mm2
Density of core concrete, KC = 24000 N/m3 longitudinal wire (see 4.5.1)
Density of coating, Kb = 21600 N/m3 Area of circumferential wire, A, = 0.623mm2/mm
Density of water, KW = 10000 N/m3 Modulusofelasticityofsteel,E, = 20x104N/mm*
17IS 784:2001
Modulus of elasticity of = 4X 10AN/rnrn2 Losses atfactory test
concrete, E 0.9
x Total 10SS
.
Modular ratio; n 5 ().9 x 188.15 = 169.34N/mm2
Minimum compressive strength
Stress in wire at factory test, &)
of core concrete (spun) atvarious stages
= 1286.25 – 169.34 = 1116.91N/mm2
a) Characteristic compressive = 40 N/mm*
Stress in wire at site test@
design strength, ~,
= 1286.25 – 188.15 = 1098.10N/mm2
b) At winding, ~, (see 8.4.1) = 25 N/mm’
c) At detensioning longitu- = 15N/mm* G-4.4 Compressive Stress Induced in Core at
dinals~, (see 8.3.2) Factory Test
G-4 CALCULATION OF PRESTRESS IN CORE
0.623
IN CIRCUMFERENTIAL DIRECTION fif= l116.91x —To .&=+ 9.9405 N/mmz
G-4.1 Spacing of Circumferential Wire
G-4.4.1 Compressive Stress in Coreat Site Test
Allowable clear spacing (see 8.4.5)
Maximum clear spacing of wire= 50mm 0.623
~,=1098.10x —To & = + 9.7731 N/mmz
Minimum clear spacing of wire= 6mm
Area of spiral considered in = 0.623 N/mmz
G-4.5 Section Constant
design-(A,)
Number of turns per 1000 a) Outside diameter of core (ODC)
— x (4)2
meter length = ‘“623X 0.7854 ODC=D+2XTC = 1340mrn
b) Outside diameter of pipe (ODP)
=49.57
ODP=D+2XTC+2XTb = 1384mm
Centre to centre spac- 1000
.— c) Mean radius of pipe (r)
ing of spiral wire
49.57
D+~+Tb
r= = 646 mm
=20,17 mm
2
d) Modulus of section for circumferential
Clear spacing of spiral = 16.17 mm
stress (Z)
wire is20.17– 4
Z= 1/6x(TC+Tb)2X1000 = 1410667mm3/m
16.17mm is inbetween 50 mm and 6mm.
e) Sectional area (A)
Hence, the area of spiral (A,)considered iscorrect.
A=(TC+TJXIOOO = 92000 mm2
Initial stress in wire during winding ~i) (see 8.4.2)
0.75 x 1715 = 1286.25N/mm2 f) Modulus of circular section of core (Z2)
G-4.2 Jnitial Compressive Stress Induced iu Core 3.1416 ~ 0DP4 -D4
=84297111mm3
~,) 32 ODC
g) Modulus of circular section ofpipe (Zl)
0.623
. 1286.25 X— = 11.4476 N/mm2
70 3.1416 XODP4– D4
= 113168797mm3
32 ODP
G-4.3 Loss of Stress in Wire (see Annex E)
G-4.6 Self Weight of Pipe (W,)
a) 1Elastic deformation
).2 X~i=3.2 x 11.4476 = 36.63 N/mm2 a) Self weight of core (WC)
b) 1Relaxation of wire WC=3.1416X (D+ TC)XTCXKC
().08 X&i= 0.08 x 1286,25 = 102.90N/mm2 =3.1416 x(1.200+0.070)x 0.070x 24000
c) 1Deformation due tocreep = 6702.92 N/m
2.5 X 11.4476 = 28.62 N/mm2 b) Self weight of coat (WJ
d) 1Deformation due to shrinkage Wb=3.1416X (D+2XTC+Tb)XTb XKb
().000 1xE,=0.0001 x20 x Id= 20.00N/mm2 =3.1416 x (1.200 + 2 x 0.070 + 0.022)
Total losses x0.022 x 21 600
36.63+ 102.90+ 28.62+ 20.00= 188.15N/mm2 =2033.31 N/m
18IS 784:2001
c) Self weight of pipe (W,) Thrust (2) = 0.207 x 8736,23
W,= WC+W~=8736.23 N/m, = 1808.40 N/m
Stress due to moment:
G-4.7 Weight of Water (WW)
M 682876.20
WW=(3.141 6/4) XD2x KW
= 0.4841 N/mm2
== 1410667
=0.7854 x(1.200)2x 10000= 11309.76 N/m
Stress due to thrust
G-4.8 Weight OfEarth Fill(W,) (seeFig. 4ofIS783) T 1808.40
= 0.0197 N/mm2
H 1.00 ; = 92000
—
B,
‘—
1.984
=0.5040
Net tensile stress:
C,= 0.4723 = (-0.484 1)+ (+0.0197)
W,=(C, XK, XB<) = -0.4644 N/mm2
=0.4723 X 15700 x (1.984)2 Net compressive stress:
= (+0.484 1)+ (+0.019 7)= +0.503 8N/mm2
W,= 29187.77 N/m
G-4.9 Live Load (Wl) (see 10.1) G-4.1O.2Stress Due to Weight of Water
WI= CPXPIIXO Moment (M) = 0.121 x 11309.76x 646.0
= 884038.70 Nmm
where
Thrust (T) = 0.270 x 11309.8
P = Axle load= 61300 N = 3053.64 N/m
O = Impact factor= 1.0 Stress due to moment
1 = 1.15H+20DP+S=3.918 M 884038.70
Assuming S= O = 0.6267 N/mm2
~= 1410667
the value of CP= 0.664 isobtained from Fig. 3 of
Stress due to thrust:
IS 783, using the values,
T 3053.64
—.
1 = 0.0332 Nlmm2
for ratio — == =1.959,and A 92000
2H 2x1
Net tensile stress:
D 1.384 = (-0.6267)+ (-0.0332)= -0.6599 N/mm2
——. — =0.692
2H 2x1 Net compressive stress:
= (+0.6267)+ (-0.0332)= +0.5935 N/mm2
0.664x613001
WI = WI= 10388.80 N/m
3.918 G-4.10.3 Stress Due to Weight ofEarth Fill
G-4.10 Calculations of Stresses Due to External Moment (M) = 0.125 x29187.77 x646.0
Loads = 2356912.40 Nmm
Circumferential stressesduetoexternal loadOlander’s Thrust (T) = 0.326 x 29187.77
(coefficient for 90° bedding angle). = 9515.21 N/m
Stress due to moment:
External At Bottom
M 2356912.40
Load { — - = 1.6708 N/mm2
Moment (Mb) Thrust (HJ ~= 1410667
Self weight +0.121 W,r + 0.207 W, Stress due to thrust:
Water weight + 0.121 WWr -0.270 WW T 9515.67
—.
Earth fill +0.125 W,r +0.326 We = 0.1034 N/mm2
A 92000
Live load + 0.125 Wlr + 0.326 W,
Net tensile stress:
+Moment causes tension inside pipe atbottom.
= (-1.6708)+ (+0.1034)= -1.5674 N/mm2
Onlystresses-atbottom arecalculatedasthosearemore
Net compressive stress:
severe.
= (+1.6708)+ (+0.1034)= +1.7742 N/mm’
G-4.10.1 Stress Due to Self Weight ofPipe
G-4.1O.4Stress Due to Live Load
Moment (M) = 0.121 x 8736.23 x 646.0
Moment (M) = 0.125 x 10388.8 x 646.0
= 682876.20 Nmm
= 838895.60 Nrnm
19IS 784:2001
Thrust (T) = 0.326 x 10388.8 -1.150 x1200
= 3386.75 Nlrn = 2x~+(5x 0.623)]
Stress due to moment:
fW,=-8.6166 N/mm2
M 838895.60
= 0.5947 N/mm* c) At working pressure
7= 1410667
–PWx D
Stress due to thrust:
T 3886.75 f. = w]
—.
= 0.0368 N/mm2
A 92000
–0.700 x 1200
Net tensile stress: .
2x~O+(5x0.623)]
= (-0.5947)+ (+0.0368)= -0.5579 N/mmz
Net compressive stress : fw =–5.7444 N/mmz
= (+().5947)+ (+().()368)= +0.631 5N/mm’
G-4.12 Summary of Circumferential Stresses
G-4.11Calculation of Stresses in Pipe Core Due to
Internal Pressure Stresses Due To Tensile Compressive
N/mm2 Nlmm2
a) At factory test
a) External Loads
Self weight ofpipe – 0.4644 •I-0,5038
Weight ofwater – 0.6599 + 0.5935
Weight of earth fill – 1.5674 + 1.7742
-1.150 x1200 Live load – 0.5579 + 0.6315
b) Internal Pressure
= 2XPO+(5 X0.623)]
Site test pressure -8.6166 —
Working pressure – 5.7444 —
fw~=-9.4372 N/mmz
Factory test pressure -9.4372 —
b) At site test
c) Compressvie Stress in Core Due to Circumferen-
tial Winding
–P, x D
Initial compressive stress — +11.447 6
fws= 2x[~+(nx A,)]
Prestress at factory test — + 9.9405
Prestress at site test — + 9.7731
G-5 CIRCUMFERENTIAL PRESTRESS REQUIREMENTS (see 7.4.3)
Loading Circumferential Stresses inNlmm2
Combination .~
Tensile Compressive
/ — \ / . Y
Actual Permissible Actual Permissible
a) Circumferential (0.503 8+ 0.55 xfp2
pre-stressing 11.4476) 0.55 x25
condition — — =11.9514 = 13.7500
Self weight +
Initial prestress + 11.9514 < 13.7500
b) Site testcondition
(Self weight + - (0.464 4+ 0.13 ~ck)0”67 (0.503 8+ 0.45 x~k
Weight of water+ 0.6599 + =o.13 x(40)0”67 0.5935 + =0.45 x40
Earth fill load + 1.5674 + =-1.54 1.7742 + = 18.0
Sitetestpress 8.6166)+ 9.773 1)
Final prestress) 9.7731 = =+12.6446
-135.52
– 1.5352 < -1.54 + 12.6446 < 18.0
20IS 784:2001
Loadi)/g Circumferential Stresses inN/mm2
Combination
/ -
Tensile Compressive
- \ / A \
Actual Permissible Actual Permissible
c) Factory test
condition
(Self weight+ -(0.464 4+ (0.503 8+ 0.45 x~k
Weight ofwater+ 0.6599 + 0.5935 + =0.45 x40
Factory test 9.437 2)+ 0.13 ~ck)””c’ 9.940 5) = 18.0
pressure + 9.9405 o.13 x(40)0”67 =+11.0378
Prestrcss atfactory =-0.6210 =–1.54
test) -0.6210 < -1.54 +11.037 8 < 18.0
d) Operating condition
(Self weight + -(0.464 4+ 0.00 (0.503 8+ 0.45 ‘fik
Weight ofwater+ 0.6599 + 0.5935 + =0.45 x40
Earth fill load+ 1.5674 + 1.7742 + =18.0
Working pressure 5.7444)+ 9.731)
finalprestress) 9.7731 =+12.644 6
=+1.337 o
+ 1.3370 < 0.00 +12.644 6 < 18.0
e) Live load condition 0.45 ‘jk
[Operating (+1.337 o)+ 0.13 (j&)”’c’ (+12.644 6)+ =0.45 x 40
condition live load (-0.557 9) 0.13 x (40)0’67 (+0.6315) =18.0
(with impact)] =+0.779 1 =–-1.54 =+13.276 1
+0.779 1 < –1.54 +13.276 1 < 18.0
(t,,=40 N/mm’, ~,= 25 N/mm’), - ve istensile, +ve iscompressive
G-6 CALCULATION OF STRESS IN LONGI- Area of core concrete (AC)
TUDINAL DIRECTION
3.1416 x 1270 x 70 = 279288.24 mm2
G-6. 1 Centreline Spacing Between Longitudinal
Longitudinal precompression
Wires (see 8.3)
Centreline spacing between longitudinal wires shall
=
Longitudinal precompression
=
N x Adlxfsi}
notexceed twicethecorethickness or 150mmwhich-
AC AC
ever isgreater, that is
2 X700r 150mm 150mm
28X 12.57x 1286.25
Number of longitudinal =28 Initialprecompression (fil) =
279288.24
considered in design
Centreline spacing between 3.146x(D +~) . 1.6209 N/mm*
.
longitudinal wires N Concrete strength required at detensioning of
longitudinal ~Pl) (see 8.3.2)
3.1416 X(1200+ 70)
——
, that is 142.49 mm 2 x~i, or 15N/mm’, whichever isgreater
28
142.49 mm <150 mm that is2 x 1.6209 =3.24 or 15N/mm2,whichever
isgreater.
Hence, number of Iongitudinals considered in
design is correct. Adopt~P,= 15N/mm’
G-6.2 Initial Longitudinal Precompression in Core G-6.3 Loss of Stress in Longitudinal Wires (see
(see 8.4.2) Annex F)
I Initial stress in longitudinal wire ~,1) a) Relaxation of wire
1715.0 x 0.75 = 1286.25 N/mm’ 0.08 X&i,= 0.08 x 1286.25 = 102.9N/mmz
21
1IS 784:2001
b) Deformation due to creep G-6.6 Stress Due to Beam Action
= 2.50 X~il= 2.50 x 1.6209= 4.05 N/mm*
Self weight ofpipe w, = 8736.23 N/m
c) Deformation due to shrinkage
Weight ofwater Ww = 11309.76 N/m
= 0.0001 x E, Earth load to be considered (see Note 2 under 7.4.1)
=0.0001 x 20.0 x 104
= 20.00 N/mmz 1384
d) Yieldduetomould shortening (Wirestretch due
= 2“2 x *PD = 2“2 x 1000
to filling, vibration during spinning, etc)
= 3.0448 KN/m=3044.80 N/m
2xE, Total load, W= 8 736.23+ 11 309.76+3 044.80
= Effective length ofpipe + 80mm =23 090.79 N/m
Bending moment (BM)
2X2OX1O
= 78.74 N/mm* J7-~2 1000
= 5000+80
=—=23090.79x5x5x —=72 158719Nm
8 8
Total losses = 102.9+ 4.05 +20.0+ 78.74
Modulus of circular (Z,) =113 168797mm3
= 205.69 N/mm2 section of pipe
G-6.4 Precompression in Core in Longitudinal
BM
Direction
Stressduetobeam action= ~= 0.6376 N/mm*
1
At the stage of winding
G6.7 Stress Due to Self Weight of Core
Loss of prestress in longi- = Total 10SSx0.9
tudinal wire at winding = 205.69 x 0.9 Self weight of core (WC)= 6702.92 N/m
= 185.12 N/mm* Bending moment due to mass of core (BM)
Stress in longitudinal wire = 1286.25 –185.12 1000
at winding ~,lW) = 1101.13 N/mm2 6702.92x5x5x— = 20946625 Nmm
8
Precompression at 28x12.57x1 101.13 Modulus of circular (Z2) =84 297111 mm3
winding (&,)
2798288.24 section of core BM
= 1.3876 N/mm* Stressduetoselfweight= ~ =+0.248 5N/mm2
At site test of core 2
Stress in longitudinal wire = 1286.25 – 205.69 G-6.8 Summary of Stresses in Longitudinal
after losses ~,1) = 1080.56 N/mm* Direction
28X12.57X1080.56
Stresses Due To Tensile Compressive
Final Precompression w,) =
2798288.24 N/mm2 N/mm*
= 1.3617 N/mm* Maximum local longitudinal — 3.2511
tensile stress due to bending
G-6.5 Longitudinal Stress Due to Circumferential
during winding
Winding
Beam action + 0.6376 -0.6376
Maximum local longitudinal tensile stress during Selfweight ofcore + 0.2485 -0.2485
winding (see Note 1under 7.4.1)
Initial precompression + 1.6209 —
= 0.284 x 11.4476 = 3.251 1N/mmz Precompression at winding + 1.3876 —
Final precompression + 1.3617 —
I
I
22IS 784:2001
G-6.9 Load Combination of Longitudinal Stresses Under Different Condition (see 7.4.1)
Actual against permissible
Loading Longitudinal Stresses, N/mmz
Combination . +
Tensile Compressive
A
~-. F -
Actual Permissible Actual Permissible
a) Longitudinal Minimum
prestress inbarrel, residual com-
— —
(after losses) pressive stress
+1.361 7 > +1.0
b) Longitudinal -(3.251 1+ 0.56 x(&2)0s (0.248 5+ 0.5 Xfpz
prestress during 0.248 5)+ 0.56 x25°5 1.3876) 0.5 x25
winding 1.3876 =–2.800 O =+1.636 1 = 12.5000
=–2.1120
–2.112 o < -2.8000 +1.636 1 < 12.5000
c) Longitudinal (-0.637 6+ 0.34 x~Ck)0”5 (0.637 6+ 0.5 ‘~k
prestress after 1.3617) 0.34 x(40)05 1.3617) 0.5 x40
lossesplus beam =0.7241 =–2.1503 =+1.361 7 =20.0
action
0.7241 < -2.1503 +1.361 7 < 20.0
d) Handling before (-0.248 5)+ -0.67 (0.248 5+ 0.5 Xfp,
winding (+1.387 6) 1.3876) ().5x 15
=+1.139 1 =+1.636 1 =7.50
+1.139 1 < -0.67 +1.636 1 < 7.50
As the diameter of pipe is above 600 mm checking for load combination of transport and unloading is not
necessary.
ANNEX H
(Clause 7.7)
TYPICAL DESIGN OF PRESTRESSED CONCRETE PIPE OF DIAMETER
1200 mm — WINDING BY PROCESS OF DIE
H-1 Explanation of various symbols used in Area of circumferential wire (A,) in Annex G.
subsequent clauses isgiven inAnnex J.
As= 0.623 mm2/mm
H-2 DATA Area of circumferential wire (A,) to be considered
ifthe process for winding isdie
Remaining data issameasconsidered inAnnex G,
except area of circumferential wire (As) being 1286.25
A,= 0.623X = 0.718 8mm2/mm
different.
1114.75
Ultimate tensile strength of = 1715 N/mm2
circumferential wire H-3 CALCULATION OF PRESTRESS IN CORE
IN CIRCUMFERENTIAL DIRECTION
Initial stress in wire during
winding ~,i) (see 8.3.2) H-3.1 Spacing of Circumferential Wire
0.65 x 1715~i = 1114.75 N/mmz
As the process for winding is die, 4.00 mm diameter
Initial stress in wire during
of spiral wire is reduced to 3.45 mm to get the re-
winding ~$i)in Annex G.
quired tension.
0.75 x 1715&i = 1286.25 N/mmz Allowable clear spacing (see 8.4.5)
23
.. --— — ——.IS 784:2001
Maximum clear spacing of wire= 50 mm Clear spacing of spiral wire = 13-3.45
= 9.55 mm
Minimum clear spacing of wire= 6mm
Area of spiral considered in =0.7188 mrn2/mm 9.55 mm is inbetween 50 mm and 6mm.
design (A)
Hence, the area of spiral (A,)considered iscorrect.
Number of turns per meter length
H-3.2 Initial Compressive Stress Induced in Core
1000
(Q
— X(3.45)2 = 6.89
‘0”7188 x 0.7854
1000 0.7188
Centre to centre spacing of spiral wire = — &i =1114.75X ~ = 11.4468 N/mm2
76.89
= 13.oomm
H-3.3 For futher design, the procedure as given in
Annex G shall be adopted.
ANNEX J
(Clause 7.8)
DESIGN OF PRESTRESSED CONCRETE PIPES FOR DRAINAGE, SEWERAGE AND CULVERT
J-1 Explanation ofvarious symbolsusedinsubsequent d=tC+t~=60+22=82mm
clauses is given in Annex K.
Z=+x1000x82 =112066.7mm3
J-2 DATA
Diameter of pipe, D =looomm
Stress – M _ 12489959
Core thickness of pipe, t, =60mm z 112066.7
Coat thickness of pipe, t~ =22mm
= 11.14N/mm2
Three edge bearing load, P =72.6 kN/m Final prestress = (Stress due to three edge
=72 600 N/m required bearing load) - (Flexural
Flexural strength of spun concrete = 6.87 N/mm2 strength of concrete)
~,= 11.14-6.87 = 4.27 N/mm*
J-3 ASSUMPTIONS
Process of winding :Counter weightlBreak J-4.2 Design of Circumferential Prestressing
Diameter of circumferential =4mm
J-4.2.1 Spacing of Circumferential Wire(see 8.4.5)
wire, d
Allowable clear spacing
IJltimate t~nsile strength of = 1715N/mm2
circumferential wire Maximum clear spacing of wire = 50 mm
Area of circumferential wire, A,= 0.240mm2/mm Minimum clear spacing of wire = 6 mm
Area of spiral considered in design (A,)
J-4 DESIGN =0.240 mm2/mm
J-4.1 Calculation of Final Prestress Required Number of turns per meter length
Calculation of moment atbottom =M 1000
= 0.240 x — x (4)*= 19.09
A4=0.159x PxD~ 19.09
Where, D~ = Mean diameter of pipe =D +tc+tb
1000
=1000 +60+22 =1082mm
Centre to centre spacing of spiral wire= —
A4=0.159x 72600 X1082 19.09
= 52.38 mm
= 12489959 Nmm
Clear spacing of spiral wire = 52.38 – 4
Calculation of section modulus ofpipe, Z
= 48.38 mm
48.38 mm is inbetween 50mm and 6mm
Z=~xbxd2
6 Hence, the Area ofspiral (A,) considered iscorrect.
24IS 784:2001
J-4.2.2 Calculation of Prestressin Core in Circum- Total losses
ferential Direction 16.46+ 102.90+ 12.86+ 20.00= 152.22N/mm*
Initial Stress in wire during winding (fi) Losses atfactory test
(see 8.3.2) (3.9 x Total loss 0.9 x 152.22
.f~i= 0.75 x 1715 = 1286.25 N/mmz = 137.00 N/mm2
Initial Compressive stress induced in core ~Ci) Stress in wire at factory test ~,f)
&f= 1286.25-137.00 = 1149.25 N/mm2
0.240
f;, = 1286.25 x ~ =5.1450 N/mm* Stress in wire at Site test ~)
&= 1286.25-152.22 = 1134.03 N/mm2
J-4.2.2.1 Loss ofstress in wire(see Annex F)
Compressive stress in core at site test
a) Elastic deformation
0.240
3.2 X~i = 3.2 x 5.1450 = 16.46N/mm2 &,= 1134.03 x ~ = +4.5361 N/mm2
b) Relaxation of wire
Asfinal prestress (4.536 1)ismore than final pre-
0.08 xf,i =0.08 x 1286.25 = 102.90 N/mm2
stress required (4.270 O),the design is safe.
c) Deformation due tocreep
J-5 For design of longitudinal prestressing, the pro-
2.5 x 5.1450 = 12.86N/mm2
cedure asgiven inD-1 isto be adopted.
d) Deformation due to creep and shrinkage
0.0001 xE,= 0.0001 x 20 x 104
. 20.00 N/mm2
ANNEX K
(Clauses D-1, F-1, G-1 H-1 and J-1)
SYMBOLS USED IN THE DESIGN
Characteristic compressive strength of
A= Crossectional area ofpipe, mmz
concrete, Nhnm2
AC = Crossectional area of core, mm2
Compressive strength of concrete at
A~l = Crossectional areaoflongitudinal wire,mm2
detensioning of Iongitudinals, N/mm2
A, = Area of circumferential wire, mm2/mm
Compressive strength of concrete at wind-
B, = Trench width, m
ing, N/mm*
c, = Coefficient from Fig. 4 ofIS 783
Final stress in circumferential wire after
D= Internal diameter of pipe, mm losses, N/mm2
d, = Diameter of longitudinal wire, mm Stress incircumferential wireatfactory test,
d, = Diameter of circumferential wire, mm N/mm2
EC = Modulus of elasticity of concrete, N/mm2 Initial stress in circumferential wire during
E, = Modulus of elasticity of wire, N/mm2 winding, N/mm2
& = Compressive stress in core concrete at fac- Initial stress in longitudinal wire at longitu-
tory test, N/mm2 dinal prestressing, N/mm2
~, = Initial compressive stress induced in core, Final stress inlongitudinal wire after losses,
N/mm2 N/mm2
~,1 = Initial precompression in core, N/mm2 Stress in longitudinal wire at winding,
N/mm2
.fc, = Final precompression in core, N/mm2
Stress incore pipe atsitetestdue tointernal
.ljw = Precompression at winding, N/mm2
pressure, N/mm2
~t -= Compressive stress in core concrete at site
Stress in core pipe in operating condition
test, N/mm2
due to internal pressure, N/mm2
I
I 25
-l-..—...._ .IS 784:2001
H= Height of earth fill, m P,, = Working pressure, N/mm2
K~ = Density of coat concrete, N/mm3 r . Mean radius of pipe wall, mm
KC = Density of core concrete, N/mm3 T~ = Coat thickness, mm
KC = Density of filling material, N/mm3 TC = Core thickness, mm
KW = Density of water, N/mm3 Wb = Self weight of coat, N/m
L . Effective length ofpipe, m Wc = Self weight of core, N/m
—
n– Modular ratio we = Weight of earth fill, N/mm2
N= Number of longitudinal w, = Live load, N/m
ODC= Out side diameter of core, mm w, = Self weight of pipe (Core+ Coat), N/m
ODP= Out side diameter of pipe, mm Ww = Weight ofwater, N/m
P= Axle load = 61300 N (AA Class) z’ Modulus ofsectionforcircumferential stress,
P, = Site test pressure, N/mm2 mm3/m
P,, = Maximum static pressure, N/mm2 z, = Modulus of circular section ofpipe, mm3/m
Pt = Factory test pressure, N/mm2 Z2 = Modulus of circular section of core, mm3/m
ANNEX L
(Foreword)
COMMITTEE COMPOSITION
Cement Matrix Products Sectional Committee, CED 53
Chairman Representing
SHIUS,A. REDDI GammonlndiaLtd,Mumbai
Members
SHIUP.S.KALANI AllIndiaSmallScaleACPressurePipeManufacturerAssociation,Secunderabad
SHRIM.KISHANRE~DY(Mlemafe)
SHRIG.R.BHARTIKAR B.G.ShirkeConstructionTechnologyLtd,Pune
COLD. V.PADSALGIKA(RAlternate)
DRB.K.RAo CentralBuildingResearchInstitute,Roorkee
DRS.K.AGARWAL(Alternate)
SHRIP.SUBiWWNIAN
CentralpublicWorksDepartment,NewDelhi
SHRIK.P.ABRAHAM(Alfemate)
SHRIS.M.MUNJAL
DirectoratGeeneraolfSupplies&DisposaNlse,wDelhi
SHRIR.K.AGARWAL(Alternate)
SHRJM.AHENDRPARASAD Engineer-in-Chief%Bmnch,ArmyHeadquarters,NewDelhi
SHRJA.K.AGGARWAL(Alternate)
SHRIK.SRJVASTAVA EtemitEverestLtd,NewDelhi
SHRIS.P.RASTOGI Fe&rationofUPPipeManufacturers,Lucknow
SHRIA.K.CHADHA HindustanPrefabLtd,NewDelhi
SHRIJ.R.SIL(Alternate)
SHRIV.SIJRLSH HousingandUrbanDevelopmentCorporation,NewDelhi
SHRIS.K.TANEJA(Alternate)
SHRIK.H.GANGWAL HydcrabadIndustriesLtd,Hyderabad
SHRJV.PATTABH(JAl[emate)
SHRJO.PAGARWAL MunicipalCorporationofDelhi,Delhi
SHRIJ.L.DHINGRA(Alternate)
CHIEFEN~JN~E(RCIXSNTCONCRETREOAD) MunicipalCorporationofGreaterMumbai,Mumbai
DYCHIEFENGJNEE(RPURCHASE()Akemafe)
DRC.RAJKOMAR NationalCouncilforCementandBuildingMaterials,Ballabgarb
SHRJH.K.JULKA(Alternate)
SHRID.K.KANUNGO NationalTestHouse,Calcutta
SHRJT.CHOUDHUR(YMemare)
JOINTDIRECTORSTANDARDS(B8LS) Research,Designs&StandardsOrganization(MinistryofRailways),Lucknow
ASITDESIGN13NGNER(Alternate)
SHRJM.A.AZEE7. RuralElectrificationCorporationLtd,NewDelhi
SHRIP.D.GAIKWAO(Alternate)
(Continued onpage 27)
261S784:2001
(Cominuedfrom page 26)
Members Representing
SHRJN.P,RAJAMM’E Structural EngineeringResearchCentre,Chennai
DRM.NEJXAMSGAM(Alternate)
SHRJC.H.SUBRAMATWkN SmallScaleIndustriesServicesInsitute,MinistryofIndustry,New Delhi
SHRIA. D[JTTA(Alternate)
SHRJC.Y.GAVHANE SpunPipeaManufacturer’sAssociationofMabamshtra,Pune
SHRID.N.JOSHI(A//emare)
SHRIs, HARIRAMAs’WY TamilNaduWaterSupplyandDrainageBoard,Chennai
SHRJB.V.B.PAI TheAssociatedCementCompaniesLtd,Time
SHRJM.S.DAiYDWAT(EAlternate)
SHIUP.D.=LKAR TheIndianHumePipeCoLtd,Mumbai
SHRIP.R.C.NAIR
SHRJS.S.SETHI, DirectorGeneral,BIS(Er-o@cio Member)
Director (CivEngg)
Member-Secretaty
%3 %NJAYPANT
DeputyDirector(CivEngg),BIS
Concrete Pipes Subcommittee, CED 53:2
Convener
SHRJN.G.JOSHI
InPersonalCapacity(AISAdinathA,ntopHill,A4urnba4i0003Q
Members
SUPTDE~GINESR(PLAiWEN,W~NDAm@ CentralPublicWorkaDepartment,NewDelhi
EXECUTIVEENGINEE(RPLANTW$G(A)hernde)
MA~ACiIXGDIRKTDR(SPuNPIPEINDJALTD) ConcretPeipeManufactureA~ssociatioNn,ewDelhi
SHRJH.S.MANIK(Alternate)
SHR1L.N.KAPOOR DelhiWaterSupplyandSewageDkpoaalUndertaking,NewDelhi
SURJR.B.MOHAR(,41femate)
SHRIS.N.BASU DkectorateGeneralofSuppliesandDisposal,NewDelhi
SHFUT.N.UBDVEJA(Ahemate)
SHRJSOTUNDEMROHAN Engineer-in-chiefs Branch,ArmyHeadquartersNewDelhi
SHRIK.G. DUA(Alternate)
SHRIU.C.JAm EngineersIndiaLtd,NewDelhi
SHRPI.K.SHARM(AAhemate)
SHRIB.K.AGARWAL Fededon ofUP PipeManufacturers,Lucknow
SHRIS.P.RASTDGI(Alternate)
SHJUP.S.GUPTA HaryanaCementConcretePipes&Poles ManufacturersAssociation,NewDelhi
SHRJWDURBHASRAR(Alternate)
SURiSUDDHODARNOY HlndustanPrefabLtd,NewDelhi
SHRJA.K.CHADHA(Alternate)
SHRID.N.GARG ModiSteelsLtd,ModiNagar
SHRls. s. RAhms.wHvtiT MunicipalCorporationofDelhi,Delhi
SHRIS.PRAKASH(Ahemate)
CHIEFEh’GJAWR MunicipalCorpmationofGreaterMumbai,Mumbai
EtiGLNEE(RCOMMONSERVJCES()Alternate)
DRC.RAJKUMAR NationalCouncilforCementandBuildingMaterials,.NewDelhi
SHRJH.K.JULKA(Alternate)
SHRIK.C.RATHOR PublicHealthEngineeringDepartment,Bhopal
JOINTDIR’KTOR(B&S)CB1 Research,Designs&StandardsC@mization(MinistryofRailways),LuckDow
ADE (B&S) CS 11(Alternate)
SHIUJ.%MNMUGSWDARAM StructuralEngineeringResearchCentre,Chennai
SHRIS.GDMATHINAYAGA(MAlternate)
SHRIA.V.TALATI SpunPipe&ConstructionCo(Baroda)PvtLtd,Vadockua
SHRIA.A.TALATI(Alternate)
SHRIC.Y.GAVHAhZ SpunPipeManufacturersAssociationofMahamshtra,Pune
SHIUD,N.JOSHI(Alternale)
SHRIK.NAG.ARJ.MN TamilNaduWaterSupplyandDrainageBoard,Chemai
SHRIP.D.K~LKAR TheIndianHumePipeCoLtd,Mumbai
SHRIP.R.C.NAIR(Alternate)
SHRiS.BASU TataConsultingEngineem,Mumbai
SHIUS.D,KAXGAE(Alternate)
SHRIB.SAIWAR.ASLEJWIANWAYVAR TheKeralaPrernoPipeFactoryLtd,Quilon
SHRIY,N.CHATURVEDI UPJalNigam,Lucknow
SHRIV.K.GUPTA(Alternate)
27
1— — ...Bureau of Indian Standards
BIS is a statutory institution established under the Bureau of Indian Stun&rds Act, 1986 to promote
harmonious development of the activities of standardization, marking and quality certification of goods
and attending to connected matters in the country.
Copyright
BIS has the copyright of all its publications. No part of these publications may be reproduced in any form
without the prior permission in writing of BIS. This does not preelude 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 Direetor (Publications), BIS.
Review of Indian Standards
Amendments are issued to standards as the need arises on the basis of comments. Standards are also
reviewed periodically; a standard along with amendments is reaffirmed when such review indicates that
no changes are needed; if the review indicates that changes are needed, it is taken up for revision. Users
of Indian Standards should ascertain that they are in possession of the latest amendments or edition by
referring to the latest issue of ‘BIS Handbook’ and ‘Standards: Monthly Additions’.
This Indian Standard has been developed from Doc: No. CED 53 (4455).
Amendments Issued Since Publication
Amend No. Date of Issue Text Affected
BUREAU OF INDIAN STANDARDS
Headquarters:
Manak Bhavan, 9 Bahadur Shah Zafar Marg, New Delhi 110002 Telegrams : Manaksanstha
Telephones :3230131,3233375,3239402 (Common to all offices)
Regional Offices : Telephone
Central :Manak Bhavan, 9 Bahadur Shah Zafar Marg 3237617
NEW DELHI 110002 3233841
{
Eastern : 1/14C. I.T. Scheme VII M, V. I. P. Road, Kankurgachi 3378499,3378561
CALCUTTA 700054 3378626,3379120
{
Northern :SCO 335-336, Sector 34-A, CHANDIGARH 160022 603843
602025
{
Southern :C. I. T. Campus, IV Cross Road, CHENNAI 600113 2350216,2350442
2351519,2352315
{
Western :Manakalaya, E9 MIDC, Marol, Andheri (East) 8329295,8327858
MUMBAI 400093 8327891,8327892
{
Branches :AHMADABAD. BANGALORE. BHOPAL. BHUBANESH WAR. CCHMBATORE.
FARIDABAD. GHAZIABAD. GUWAHATI. HYDERABAD. JAIPUR. KANPUR.
LUCKNOW. NAGPUR. PATNA. PUNE. RAJKOT. THIRUVANANTHAPURAM.
Rintsdat :FrsbhiuOffset Rcss, New Dslhi-2
--,AMENDMENT NO. 1 MARCH 2003
TO
IS 784:2001 PRESTRESSED CONCRETE PIPES
(INCLUDING SPECIALS) — SPECIFICATION
(Second Reviswn )
(Page 8, clause 13.3) — Substitute the following for the existing:
‘13.3 Permeability Test on Coating
The permeability test when conducted in accordance with the method described
in IS 3597 shall meet the requirement of final permeability. The final
permeability shall not exceed 0.3 cm3.’,
NOTE— Itisrecommendedthatinitialabsorptionshouldnotexceed2.0cm3andthe
ctifferenceinanytworeadingsduringinitialabsorptionshouldnotbemore than0.8 cm3.
(CED 53 )
ReprographyUnit,BIS,NewDelhi,India
|
2720_36.pdf
|
_
IS : 2720( Part 36 ) - 1987
Indian Standard
METHODS OF TEST FOR SOILS
PART 36 LABORATORY DETERMINATION OF PERMEABILITY OF
GRANULAR OF SOIL ( CONSTANT HEAD )
First Revision )
(
0. FOREWORD
0.1 This Indian Standard ( Part 36 ) ( First lievi- fulfilled, that is, when the flow is steady ant1 Iaminar
sion ) \vas adopted by the Bureau of Indian and the soil is saturated and the rate of flow is
Standards on 29 October 1987, after the draft proportional to the hydraulic gradient. Part 17 of
finalized by the Soil Engineering Sectional this standard covers the general method but this
Committee had been approved by the Civil part covers the disturbed granular materials cont-
Engineering Division Council. aining less than 10 percent soil passing through 75
micron IS sieve which are used in embankments,
0.2 With a view to establish uniform procedures for earth dams base courses, etc and thus has different
determination of different characteristics of soils test apparatus. This standard was first published in
and also for facilitating comparative studies of the 1975. Based on the experience gained in conducting
results, an Indian Standard on methods of test for this test in the past 13 years, the procedures have
soils ( IS : 2i20 ) is being published in various parts. been updated and figures have been modified. The
‘I’his part describes the method for determination opportunity has also been taken to make references
of coefficient of permeability of granular soils by a of latest Indian Standards which have been publish-
constant head method and under conditions of ed or revised in this period.
laminar flow of water. The knowledge of this
0.3 In reporting the result of a test or analysis
property is essential in a solution of problems
made in accordance with this standard, if the final
involving de-watering, yield of water bearing strata,
value, observed or calculated, is to be rounded off,
seepage through earth dams, etc. A reliable deter-
it shall be done in accordance with IS : 2-l!J60*.
mination of permeability can be made only when
the conditions for the validity of Darcy Law are
*Rules for rounding off numerical values ( t-c&cd).
1. SCOPE Table 1. The permeameter shall be fitted with:
1.1 l’his standard ( Part :;6 ) describes the method A porous disc or suitable reinforced screen
for determining coefficient of permeability of gran- at the bottom with a permeability greater
ular Foils by a constant head method and under than that of the soil specimen, but with
conditions of laminar flow of water. This method openings sufficiently small ( not larger than
is suitable for disturbed granular soil containing 10 percent of finer size of the soil to be test-
less than 10 percent soil passing 75-micron IS Sieve, ed ) to prevent the movement of particles;
the type of material used for construction of
embankments a-d base courses under pavements Manometer outlets for measuring the loss of
head, 11. over a length, L, equivalent to at
1.1.1 PIerequisite for laminar flow of water least the diameter of the cylinder; and
through granular soils is that, water shall flow
below criiical velocity so that there is no movement
A porous disc or suitable reinforced screen
or clisrurbance of soil particles; moreover, water
with spring attached to the* top, or any other
shall flow through saturated soil voids without
device for applying a light spring pressure
havinq bubbles in them, and there shall be no
of 2 to 4 kg total load when the top plate
change in soil volume nor any change in hydraulic
is attached in place. This will hold the
gradient during the performance of the test.
placement density and volume of soil with-
out significant change during the saturation
2. EQUIPMENT of the specimen and the permeability testing
to satisfy the requirement that there should
2.1 Permeameter - As shown in Fig. 1, the be no soil volume change during a tcbt.
permeameter shall have specimen cylinders with
minimum diameters approximately 8 or 12 times NOTK -- Perforated metal disc may also he used for the
the maximum particle size in accordance with test.
1IS : 2720 ( Part 36 ) - 1987
fitted with suitable control valves to prevent forrna-
TABLE 1 CYLINDER DIAMETER tion of air bubbles in the soil voids. The size of
( ClUUJf?S2. 1 and 4.1 ) the constant head filter tank shall be large enough
MAXIIUM h’IINIML3fC YLIPTDEIIL,I AMETEll ( ITlIll ) to meet the demand depending upon the permeabi-
pARTICIIE SIZE _-- - -___._-A_-----.-_-- 7 lity of the specimen.
BETWEEN IS Not More than 35 per- More than 35 per-
SIEVE OPENINGS cent of Total Soil cent of Total Soil NOTE - There are several methods of reducing air con-
(mm) Retained on Sieve Retained on Sieve tent of water, such as (a) by boiling, (b) by spraying water
Opening Opening into a partial vacuum, (c) to USC water having higher tem-
~._--*-_~~ r__--h_--~ perature, at least 5°C more than that of the soil specimen
2.00 mm 1090 mm 2’00 mm 10’00 mm under test, and (d) by running water before use through a
porous fine grained material so that the air is rntrapped in
(1) (2) (3) (4) (5) the interstices of the material. Out of all these lllethods of
deairing water: the last methodof passing tap water through
2.00 and 10’00 00 - 120 - filter is less expensive and more suitable, specially wheu
IO.00 and 20.00 - 160 - 230 large quantities of deaired water are required to be used.
It will be essential that the filter material should be of
NOTE - The diameter to length ratio may be about 1 : 2. finer grade than that of the soil to be tested otherwise air
may come out of the solution in water while passing through
the soil mass. Hut still if preferred, the deaired water pre-
2.2 Constant-Head Filter Tank - This shall be pared by boiling or spraying through partial vacuum may
as shown in Fig. I, to supply water and shall be be used.
1
25
a
9
b
t
OVER-
FLOW
-f
L
0
a
w
I
A_
-
I III sot L
B'
SPECIMEN III
Constant-head filter tank ( NTC j 9) Manometer tubes
Filter tank valve 10) Metal or transparent acrylic plastic cylinder
Inlet valve 11) hlanometer outlet
Top plate 12) Screen
Porous disc or screen 13) Tap water valve
Screened manometer groove 14) Outlet valve
Spring 15) Gravel filter
Manometer valve
FIG. 1 CONSTANT HEAD PBRMEAMETER
2IS : 2720 ( Part 36 ) - 1987
2.3 Large Funnels - These shall be fitted with passing 75-micron IS Sieve and equal to an amount
special cyliudrical spout, 25 mm in diameter for sufficient to satisfy the requirements prescribed
10’00 mm maximum size particles, and 13 mm in in 3.2 and 3.3 shail be selected by the method of
diameter for 2.00 mm maximum size particles. The quartering.
length of the spout should be greater than the full
3.2 A sieve analysis [ in accordance with IS : 2720
length of the permeability chamber at least by
( Part 4 )-1986’ ] shall be made on a representative
160 mm.
sample of the conlplete soil prior to the permeability
2.4 Specimen Compaction Equipment - COHI- test. All particles larger than 20 mm IS Sieve shall
paction equipment as deemed desirable may be be separated out by sieving. This oversize material
used. The following arc suggested: shall not be used for the permeability test
but the percentage of the oversize material
a) A vibrating tamper fitted with a tamping
shall be recorded. The grading analysis data thus
foot 50 mm in diameter; -
obtained shall also be utilized for determining the
b) A sliding tamper with a tamping foot required grading for sand or gravel filter to be
50 mm in diameter and a rod for sliding used at the bottom and top of the compacted sam-
weights of 100 g ( for sands ) to 1 kg ( for ple in the permearneter. From the grading curve,
soils with a large gravel content ), having the particle sizes corresponding to 85 percent and
an adjustable height of drop to 100 mm for 15 percent points shall be noted and the filter
sands and 200 mm for soils with large designed accordingly.
gravel contents.
NOW -- In order to establish representative values of
coefficient of permeabilities for the range which may exist in
2.5 Vacuum Pump or Water Faucet Aspirator the soil at site being investigated, samples of the finer,
- for evacuating and for saturating soil specimen average and coarser soils should be obtained for testing.
under full vacuum ( see Fig. 2 ).
3.3 From the material, from which the oversize has
2.6 Balance - It shall be of 2 kg capacity and been removed ( see 3.2 ), select by the method of
sensitive to 1 g. quartering a sample for testing equal to an amount
approximately twice that required for filling the
2.7 Scoop - with a capacity of 100 g of soil.
permeameter chamber.
2.8 Miscellaneous Apparatus - Thermometers,
clock with sweep second hand, 250 ml graduated 4. PREPARATION OF SPECIMEN
cylinder and mixing pan. 4.1 The size of permeameter to be used shall be as
3. SAMPLE prescribed in Table 1.
3.1 A representative sample of air-dried granular *Methods of test for soils: Part 4 Grain size analysis
soil containing Iess than 10 percent of the material ( second revision ).
INLET
VALVE 7
7
FIG. 2 DEVICE FOR EVAUUATINGA ND SATURATINGS PECIMEN
3IS : 2720 ( Part 36 ) - 1987
4.2 Make the following initial measurements and 4.5 Compact successive layers of soil to the desired
record on the data sheet ( Appendix A ), the inside relative density by appropriate procedure, as
diameter, D, of the permeameter; the length, L, follows, to a height of about 20-mm above the
between the manometer outlets; and the depth, 171, upper manometer outlet.
nleasured at four symmetrically spaced points from
the upper surface of the top plate of the permeabi- 4.5.1 Minimum Density ( <era Percent Relatiu
lity cylinder to the top of the upper porous stone or Density ) - Continue placing layers of soil in succes-
sion by one of the procedures described in 4.4.1
screen temporarily placed on the lower porous plate
or screen. This automatically deducts the thickness until the device is filled to the proper level.
of the upper porous plate or screen from the height
4.5.2 Maximum Dtinsity ( 100 Percent Kelatiile
measurements used to determine the volume of soil
Density )
placed in the permeability cylinder. A duplicate
top plate containing four large symmetrically spac- 4.5.2.1 Compaction by vibrating tamper - Cow JLict
ed openings through which the necessary measure- each layer of soil thoroughly with the vibrating
ments can be made, shall be employed to determine tamper, distributing the light tamping action uni-
the average value for HI. Calculate the cross- formly over the surface of the layer in a regular
sectional area A of the specimen. pattern. The pressure of contact and the length
of time of the vibrating action at each spot should
4.3 .4 small portion of the sample selected as not cause soil to escape from beneath the edges of
prescribed in 3.2 and 3.3 shall be taken for water the tamping foot, thus tending to loosen the layer.
content determinations. Record the weight of the Make a sufficient number of coverages to produce
remaining air-dried sample ( see 3.3 ), 11/l, for unit maximum density, as evidenced by practically no
rveight determinations. visible motion of surface particles adjacent to the
edges 01‘ the tamping foot.
4.4 Place the prepared soil by one of the following
procedures in uniform thin layers approximately 15 4.5.2.2 Comfioctio?l b,v sliding weight tamker --.
LO 20 mm. Compact each iayer of soil thoroughly by tamping
blows uniformly distributed over the surface of the
NOTE - In cue of granular soils there is every likelihood layer. Adjust the height of drop and give suflicient
that water would separate through between the specimen coverages to produce maximum density, depending
and the wall of the cylinder. In order to prevent this, on the coarseness and gravel content of the soil.
special precautions are suggested to be observed. For fine
sands, a water-pump grease should be applied to the 4.5.2.3 Compaction by other methods - Compac-
cylinder wall to prevent flow of water between the specimen
tion may be accomplished by other approved
and the wall. For coarse sand, a 7-mm thickness of sponge
rubber cemented to the cylinder wall is found to be methods, such as deposition under water, by vibra-
satisfactory. tory packer equipment where care is taken to obtain
a uniform specimen without segregation of particle
4.4.1 For soils having a maximum size of 10 mm sizes.
or less, place the appropriate size of funnel, as
prescribed in 2.3, in the permeability device with 4.5.3 Relative Density Intermediate Between zero and
the spout in contact with the lower porous plate or 100 Percent - By trial in a separate container of the
screen or previously formed layer, and fill the same diameter as the permeability cylinder, adjust
funnel with sufficient soil to form a layer, taking soil the compaction to obtain reproducible values of
from different aleas of the sample in the pan Lift relative density. Compact the soil in the pcrmea-
the funnel by 15 rnnl or approximately the uncon- bility cylinder by these procedures in thin layers to
solidated layer tllickness to be formed, and spread a height of about 20 mm above the upper mano-
the soil with a slow spiral motion, working from meter outlet.
the perimeter of the device towards the centre, so
NWE - In order to cover systematically and repl-c’st’nt,r-
that a uniform layer is formed. Remix the soil in
tively, the relative density conditions th.rt may govern In
the pan for each successive layer to reduce segrega- natural deposit, or in compacted embankments, a sr.rics of
tion caused by taking soil from the pan. permeability tests should be made to cover the range of
field relative densities.
4.4.2 For soils with a maximum size greater than
4.6 Preparation of Specimen for Permeability
10.00 mm, spread the soil from a scoop. Uniform
Test
spreading can be obtained by sliding a scoopful of
soil in a nearly horizontal position down along the 4.6.1 Level the upper surface of the soil by piaciiig
inside surface of the device to the bottom or to the the upper porous plate or screen in position and by
formed layer, then tilting the scoop and drawing it rotating it gently clockwise and anti-clockwise.
towards the centre with a single slow motion, this
allows the soil to run smoothly from the scoop in a 4.6.2 Measure and record the final height of
windrow without segregation. Turn the permeability specimen, I?,-&, by measuring the depth, Hz, flom
cylinder sufficiently for the next scoopful, thus the UpJXr Surface of the perforated top plate
progressing around the inside perimeter to form a employed to measure HI to the top of the upper
uniform compacted layer of a thickness equal to porous plate or screen at four symmetrically spaced
the maximum particle size. points af(er compressing the spring lightly to seat
4IS : 2720 ( Part 36 ) - 1987
the porous plate or screen during the meesurements; of flow Q, and water temperature T.
the final weight of air-dried soil used in the test ( W,
5.2 Repeat the test runs at heads, increasing by 5
- W2 ) by weighing the remainder of soil W2 left
in the pan. Compute and record the unit weights, mm in order to establish accurately the region of
laminar flow with velocity u ( where u = Q/At ),
void ratio, and relative density of the test specimen.
directly proportional to hydraulic gradient i ( where
4.6.3 With its gasket in place, press down the top i = h/L ). When departures from the linear rela-
plate against the spring and attach it securely to the tion become apparent, indicating the initiation of
top of the permearneter cylinder, making an airtight turbulent flow conditions, 10 mm intervals, of head
seal. This satisfies the condition of no volume may be used to carry the test run sufficiently along
change during tesling for holding the initial density. in the region of turbulent flow to define this region
if it is significant for field conditions.
4.6.4 Connect the inlet tube of the top plate of
the permeameter to a vacuum pump or suitable NOTE - Much lower values of hydraulic gradient h/l.
aspirator capable of evacuating the air content from are required than generally recognized, in order to ensure
laminar flow conditions. The following values are sugges-
the specimen and the outlet tube in the base plate
ted: loose compactness ratings h/L from 0+2 to @3; and
to the water container as shown in Fig. 2. Close dense compactness ratings h/L from 0.3 to 0.5; the lower
the manometer outlets [ see 2.1 ( b ) 1 and the outlet values of h/L apply to coarser soils and the higher values to
valy,e at the base plate of the permeameter. Using finer soils.
a v.lcuum pump or aspirator, evacuate the speci-
5.3 At the completion of the permeability test, drain
men under 500 mmHg, minimum for 15 minutes
the specimen and inspect it to establish whether it
to remove air adhering to soil particles and from was essentially homogenous and isotropic in character.
the voids. Follow the evacuation by a slow satura-
Any light and dark alternating horizontal streaks 01
tion of the specimen from the bottom upward under
layers are evidence of segregation of fines.
full vacuum in order to force any remaining air in
the specimen. Continued saturation of the specimen 6. RECORD OF OBSERVATION
can be maintained more adequately by the use of
6.1 The inside diameter D of the permeamcter, the
deaired water, or water maintained at an in-flow
length L between manometer outlets and depth IfI
temperature sufficiently high to cause a decreasing
( Fig. 1 ) are measured and recorded in Appendix
temperature gradient in the specimen during the
A. For the given soil, water content is determined
test. Native water or water of low mineral content
and recorded. The weight W8, of air dried soil
( see Note ) should be used for the test, but in any
used in preparing soil specimen is also recorded.
case the fluid should be described on the report
The final height of specimen after compression by
form ( Appendix A ). This satisfies the conditions
spring, HI - Hz, is measured and recorded. Dry
of laminar flow through saturated soil voids.
unit weight and void ratio are calculated. The
NOTE- Native water is water occurring in the rock or
soil in.situ. It should be used if possible, but it ( as well as temperature of water, T is measured and recorded,
deaired water ) may need a refinement not ordinarily
6.2 During the test, observations are made of
feasible for large scale production testing in which case
available water may be used and so stated in the report. manometer readings hl and h2, quantity of flow Q
collected in a graduated jar in the time t and are
4.6.5 After the specimen has been saturated and
recorded in columns ( 2 ) to ( 5 ) respectively. Head
the permeameter is full of water, close the bottom
val?ze on the outlet tube ( .~eeF ig. 2 ) and disconnect h ( = hl - h2 ) is calculated to column ( 6 ) and
the vacuum. Care sh~~ultl be taken to ensure gradient i ( = h/L ) is calculated and recorded in
column ( 7 ). Finally, permeability k, is calculated
that the permeability flow system and the mano-
and recorded in column ( 8 ). Remarks, if any, are
meter system are free of air and are working
entered in column ( 9 ).
satisfactorily. Fill the inlet tube with water from
the constant-head tank by slightly opening the 7. CALCULATIONS
filter tank valve. Then connect the inlet tube to the
top of the permeameter, open the inlet valve slightly 7.1 Permeability k T at temperature T is calculated
and open the manometer outlet cocks slightly, to by:
allow water to flow, thus freeing them of air.
&
Connect the water manometer tubes to the mano- kT = __ A it
meter outlets and fill with water to remove the air.
and permeability at 27°C by using the expression
Close the inlet valve and open the outlet valve to
allow the water in the manometer tubes to reach
,& = k, $f--
their stable water level under zero head.
2
5. PROCEDURE where
5.1 Open the inlet valve from the filter tank slightly FT = Coefficient of viscosity at T’C, and
for the first run, delay measurements of quantity of ~(2, = Coefficient of viscosity at 27°C.
flow and head until a stable head condition without
Void ratio c is calculated as
appreciable drift in water manometer level is attain-
ed. Measure and record the time t, head h ( the e --= Gs- _ 1
difference in level in the manometers ), quantity of Y
5IS : 2720 ( Part 36 ) - 1987
in which yw is the density of water and is taken as 8. PRESENTATION OF RESULTS
1 g/cma, y is dry unit weight of specimen and G
8.1 The values of permeability, calculated at ‘f
is the specific gravity.
and 27°C are reported as numbers with units of
7.2 A data sheet with observation data, calculation cm/set. Also reported are the dry density and void
and result is presented in Appendix A. ratio of the sample.
APPENDIX A
( Clause4s.2 , 4.6.4, 6.1 and 7.2 )
Project Test No.
Sample NO._ ~- Date ___._~.
Soil identification Tested by
Diameter of specimen, D
Spacing between manometer outlets:? = ~___ cm
Length of specimen ( H1 - Hz ) = - _______ z -. -cm
Area of specimen, A = x Da =
cm2
Volume of specimen, v --- Z ( HI - Hz ) = cm3
Water content, W =
Dry weight of soil specimen, bB= g
Dry unit weight Y = mYG - g/cm3
G, yw
Specific gravity, Gs = Void ratio, t = r- -1 = _.___._
Temperature of water T = “C
SL No. MANOMETER QUANTITY TIME, t HEAD i = h/L ICT REMARKS
READINGS OF FLOW, SECONDS h = hl - h2 Q
r-_h_-y =-2x
h hz Q
(1) (2) (3) (4) (5) (6) (7) (8) (9)
cm cm cm3 cm
cmjsec
6
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11809.pdf
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IS 11809 : 1994
(Reaffirmed 1999)
Edition 2.1
(2000-09)
Indian Standard
LINING FOR CANALS BY STONE
MASONRY — CODE OF PRACTICE
( First Revision )
(Incorporating Amendment No. 1)
UDC 626.823.913:006.76
© BIS 2003
B U R E A U O F I N D I A N S T A N D A R D S
MANAK BHAVAN, 9 BAHADUR SHAH ZAFAR MARG
NEW DELHI 110002
Price Group 1Irrigation Canals and Canal Linings Sectional Committee, RVD 13
FOREWORD
This Indian standard 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.
Lining of canals is considered an important feature of irrigation projects as it not only minimizes
the loss of water due to seepage but also results in achieving considerable economy in the use of
cultivable land which would otherwise be prone to water logging due to rise of the water table.
Further the water, thus saved, may be usefully utilized for the extension and improvement of
irrigation facilities. Lining of water courses in areas irrigated by tube-wells assumes special
significance as the pumped water supplied is relatively more costly.
Lining of canals permits the adoption of high velocities resulting in proportionate savings in the
cross-sectional areas of the channel and land width required, with corresponding saving in the cost
of excavation and masonry works, which may in certain cases completely offset the extra cost of
lining. Lining also ensures stability of the channel sections thereby reducing the maintenance cost.
The benefits that accrue from lining of canals generally justify the initial capital cost and due to
this there is now a better appreciation of the need for lining of canals.
Judicious selection of serviceable and economical lining at the first instance and subsequent
proper execution of the work while laying the lining, results in achieving considerable overall
economy in the project. Selection of the type of lining for the canal, should be done in accordance
with IS 10430:1982 ‘Criteria for design of lined canals and guidelines for selection of type of
lining’. Having once decided to adopt stone masonry lining in any particular canal, this standard
would give necessary guidance in laying of stone masonry lining. Stone masonry lining has its own
advantages particularly where suitable stones are available in the vicinity of canals.
This standard was first published in 1982. This revision has been prepared so as to keep the
provisions abreast of the latest practices. As stone slab lining is similar to lining by precast cement
slabs, while revising this standard, the requirements for the former have been deleted and are now
covered in IS 3873:1993 ‘Laying cement concrete/stone slab lining on canals—Code of practice’.
This edition 2.1 incorporates Amendment No. 1 (September 2000). Side bar indicates modification
of the text as the result of incorporation of the amendment.IS 11809 : 1994
Indian Standard
LINING FOR CANALS BY STONE
MASONRY — CODE OF PRACTICE
( First Revision )
1 SCOPE subgrade for laying of the stone masonry layer.
1.1This standard covers stone masonry lining 4.4If the water table is high it should be
for canals. lowered to at least 300mm below the subgrade.
2 REFERENCES 4.5The subgrade should be divided into
compartments by stone masonry or concrete
2.1The Indian Standards listed below are
ribs of size not less than 300mm×150mm.
necessary adjuncts to this standard:
The compartments should have dimensions of
IS No. Title not more than 15m along the centre line of the
canal. The spacing of ribs across the centre line
1122:1974 Method of test for determination should be selected in such a manner so as to
of true specific gravity of
divide the canal bed and slope symmetrically
natural building stones (first about the centre line, so that ribs are provided
revision) at the junction of the slope and bed and at the
1126:1974 Method of test for determination upper extremity of the slope. If stone masonry
of durability of natural building ribs are used, the stone should meet the
stones (first revision) requirements given in 4.1. If concrete ribs are
adopted, the concrete in ribs shall be of the
3873:1993 Laying cement concrete/stone
same strength as that of the lining concrete.
slab lining on canals — Code of
practice (second revision) 4.6Pressure relief arrangements should be
done according to IS : 4558:1983.
4558:1983 Code of practice for under-
drainage of lined canals. 4.7Single stone profiles of lining, parallel to
centre line of the canal, should be prepared at
3 PREPARATION OF SUBGRADE suitable intervals. Mortar should be uniformly
spread over the subgrade and the stone should
3.1Preparation of the sub-grade should be
be properly laid in position quickly. It should be
done in accordance with IS 3873:1993.
ensured that the vertical joints are completely
4 LAYING filled with mortar. The stone should be laid on
the bed with their length at right angles to the
4.1The stones should be of dimensions
centre line of the canal, while on the side slopes
mentioned in Table 1 and should have specific
they should be laid parallel to the centre line.
gravity not less than 2.5 when tested according
to IS 1122:1974 and soundness not less than 4.8Stones should be firmly embedded in
10% loss of weight after 5 cycles when tested mortar. Hollows, if any, should be rectified by
according to IS 1126:1974. relaying the defective portions with fresh
mortar.
4.2The stone should be laid on lime mortar
(1:2) or cement mortar 1:3 over a bed of 4.9On completion of laying and from the next
minimum 12mm thick lime/cement mortar. day, the lining should be kept wet by sprinkling
The joints shall be pointed with similar mortar. water over it, to keep the mortar well wetted.
On the next day, the surface should be kept wet
4.3The lining should be started after at least
and joints of the stone masonry should be
35m length of canal sub-grade is properly
carefully examined. Hollow joints should be
dressed to receive lining. The subgrade should
raked to a depth of 12mm, loose mortar
be uniformly soaked with water, without
removed from sides and top of stone and the
making it slushy, to ensure that water
joints properly refilled. Any loose stone should
penetrates to a depth of about 300mm in sandy
be removed and relaid.
soil and about 150mm in other soils. Wetting of
subgrade should continue in advance of laying 4.10The completed lining should be checked
of stone slabs so that the soil does not absorb for level with wooden templates and spirit
moisture from the mortar placed on the levels.
1IS 11809 : 1994
Table 1 Dimensions of Stones and Thickness of Lining
(Clause 4.1)
Sl No. Canal Capacity Thickness of Average Dimension Minimum Dimension
lining along the longest axis at any section
cumecs mm mm mm
i) 0 to less than 10 150 150 75
ii) 10 to less than 100 225 225 110
iii) 100 and above 300 300 150
NOTE — Tolerance up to 10 percent is permissible in the thickness of lining and the dimensions of stones.
2Bureau of Indian Standards
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harmonious development of the activities of standardization, marking and quality certification of goods and
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Enquiries relating to copyright be addressed to the Director (Publications), BIS.
Review of Indian Standards
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This Indian Standard has been developed from Doc:No. RVD 13 (78)
Amendments Issued Since Publication
Amend No. Date of Issue
Amd. No. 1 September 2000
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|
8641.pdf
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IS 8641 : 1997
IS0 5833 : 1992
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lndian Standard
IMPLANTS FOR SURGERY-ACRYLIC
RESIN CEMENTS
( Second Revision )
ICS 11.040.40
@ BIS 1997
BUREAU OF INDIAN STANDARDS
MANAK BHAVAN, 9 BAHADUR SHAH ZAFAR MARG
NEW DELHI 110002
August 1997 Price Group 8Orthopaedic Instruments and Accessories Sectional Committee, MHD 2
NATIONAL FOREWORD
This Indian Standard (Second Revision) which is identical with IS0 5833 : 1992 ‘Implants for surgery
- Acrylic resin cements’, issued by the International Organization for Standardization (ISO), was
adopted by the Bureau of Indian Standards, on the recommendations of Orthopaedic Instruments
and Accessories Sectional Committee and approval of the Medical Equipment andtfospital Planning
Division Council.
This standard IS 8641 was published in 1984 as dual number standard based on IS0 5833/i : 1979.
Second revision has been issued to incorporate the modifications effected in the latest edition of IS0
5833 brought out in 1992. In this revised version a number of changes have taken place. Number of
definitions have been reduced to one. Subclauses on liquid component, powder component have
been elaborated and are covered as main clauses. Powder liquid mixture intended for syringe usage
and for use in dough state has also been covered separately. Requirements and test methods for
setting properties of liquid powder mixtures for both type of usage have been tabulated. Examples
of graph showing working data for cement intended for dough usage and syringe usage have also
been covered.
Various method of tests, for example method of determination of stability, doughning time maximum
temperature and setting time, intrusion, compressive strength, bending modulus and bending
strength, etc, have been covered in detail in six separate annexures from A to F.
The text of above mentioned IS0 standard hasbeen 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 (J has been used as a decimal marker while in Indian Standards, the current practice
is to use a point (J as the decimal marker.
For the purpose of deciding whether a particular requirement of this standard is complied with, the
final value, observed or calculated, expressing the result of a test, shall be rounded off in accordance
with IS 2 : 1960 ‘Rules for rounding off numerical values (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 8841 : 1997
IS0 5833 : 1992
/ndim Standard
IMPLANTS FOR SURGERY-ACRYLIC
RESIN CEMENTS
( Second Revision )
1 Scope 3.2 Stability
This International Standard applies to radio-opaque When tested as described in annex A, the flow time
and non-radio-opaque cements and specifies phys- of either sample of liquid shall not increase by more
ical, mechanical, packaging and labelling require- than 10 %.
ments for self-curing resin cement based on
poly(methacrylic acid esters), of two types intended 3.3 Accuracy of contents
respectively for use with a syringe or in the dough
state for the fixation of internal orthopaedic When measured to an accuracy of f 0,l ml, the vol-
prostheses and supplied as units containing pre- ume of the liquid component of each and every one
measured amounts of sterile powder and of sterile of five units shall be within 5 % of that stated on the
liquid in forms suitable for mixing at the time of im- package [see 9.1 a)].
plantation.
This International Standard does not cover the haz- 4 Powder component
ards associated with the use of the cement in re-
spect of either the patient or the user of the cement.
4.1 Appearance
All requirements apply to, and all tests are to be
performed on, the sterile product. When inspected by normal G; corrected vision, the
powder shall be free from agglomerates and ex-
traneous material.
2 Definition
4.2 Accuracy of contents
For the purpo~ses of this International Standard, the
When weighed to an accuracy of + 0,l g, the mass
following definition applies.
of the powder component of each and every one of
five units shall be within 5 % of that stated on the
2.1 unit of cement: One package or vial of sterile
package [see 9.1 a)].
pre-measured powder component and one package
or vial of sterile pre-measured liquid component.
NOTE 1 The components used for the determinations
specified in 3.3 and 4.2 may be used subsequently for
ot;ler tests described in this International Standard.
3 Liquid component
5 Liquid-powder mixture intended for
syringe usage
3.1 Appearance
When determined by the methods given in tables 1
When inspected by normal or corrected vision, the and 2, the setting properties, and the ~properties of
liquid shall be free from particles and other con- the set cement, shall comply with the values given
taminants. in tables 1 and 2.
1Is 8641 : 1997
IS0 5833 : 1992
6 Liquid-powder mixture intended for use 9 Labelling
In dough state
9.1 Unit package
6.1 Setting properties
At least the following information shall appear on
When determined by the methods given in tables 1
the unit package of each cement unit:
and 2, the setting properties, and the properties of
the set cement, shall comply with the values given
4 a description of the contents, including the mass
in tables ? and 2.
of the powder component and the mass or vol-
ume of the liquid component, and the generic
6.2 Intrusion names of the constituents;
When determined as described in annex D, the av-
b) the relative proportions of the powder and liquid
erage intrusion of at least one sample shall be not
components expressed as a mass or volume
less than 2 mm.
percent;
c) the name and address of the manufacturer, and
the supplier if different from the manufacturer;
7 Set and cured cement
d) a statement that the contents are sterile, and a
Table2 sets out the requirements and test methods warning against the use of an opened or dam-
for set and cured cement. aged package;
d a warning that the package contains flammable
liquid;
6 Packaging
an instruction to store the package in the dark
Each component of the cement shall be packaged at below 25 “C;
and sterilized in a double-layer sealed container and
then packaged in an outer container which shall 9) the batch or lot numbers of the liquid and the
contain the accompanying documentation. ~powder component and the expiry date of the
material;
The materials of the package should not contam-
inate or permit contamination of the contents. The h) the number and date of this International Stan-
packaging should prevent damage to, or leakage of, dard (i.e. IS0 5833:1992).
the contents during transit and storage and should
be designed so that it is easy to open and facilitates NOTE 2 Legal requirements for labelling may apply in
aseptic presentation of the contents. some countries.
Table 1 - Requirements and test methods for setting properties -of liquid-powder mixtures
Doughing time Setting time Maximum temperature
Maximum Maximum
Mixture Average deviation from Test Average Test Aver age deviation from Test
method method method
average average
min min min “C “C
Syringe usage _ 6,5 to 15 Annex C 90 *5 Annex C
(see clause 5)
Dough state 5 max. 135 Annex 6 3 to 15 Annex C 90 f5 Annex C
usage (see 6.1)
2IS 8641 : 1997
IS0 5833 : 1992
Table 2 - Requirements and test methods for set and cured
cement
Average compressive
Bending modulus Bending strength
strength
min. min. min.
Test method Test method Test method
MPa I MPa I I MPa I
10 1 800 Annex F 50 Annex F
9.2 Accompanying documentation handling and use of the components and the ce-
ment;
d) a statement that high ambient or component
At least the following information shall appear on temperatures will decrease, and low ambient or
the accompanying documentation (see clause 8): component temperatures will increase, the
doughing, working and setting times of the ce-
4 instructions for handling the components and ment;
preparing the cement for use, including details
of the equipment needed and an instruction to e) a graphical representation of effect of tempera-
mix the entire contents of the package. The in- ture on the length of the phases in cement cur-
structions shall emphasize the importance of ing, prepared from experimental data on the
minimizing the entrapment of air; particular brand of cement;
b) instructions and recommendations for using the NOTE 3 Examples of graphs are shown in figures 1
cement, including necessary precautions; and 2.
c) a statement drawing attention to the toxic, haz- f) whether the cement is intended for use with a
ardous and irritant properties associated with the syringe or in the dough state.
26 \ \ 4
\
25 I \.\ \ \
\ \
\. 1, \, \
24 \
\. \ ‘\ \ \ ‘\
23 \ \ \ \
22 - \\ \, 1. \
\ \, \ \ \,\ \
2 1 \ ‘( \ \ \ \
I “\ m \ \ ‘\. Ip \_ \ ‘\
20 \ ,
\\\.
19 1 \ \ \
0 1 2 3 4 5 6 7 8 9 10 11 12
Time, mln
Mixing time
Sticky phase
III Working time
IV Hardening time
A deviation of k 30 s on working and hardening times may occur. The optimum working temperature has been deter-
mined to be 23 “C If: x “C.
Figure 1 - Example of graph showing working data Tor cement intended for dough usage
3IS 8841: 1997
IS0 5833 : 1992
Annex A
(normative)
Method for determination of stability of liquid component
NOTE 4 Other methods of equivalent accuracy and A.4.2 Record the flow time taken for the meniscus
precision may be used, but the method given in this annex to fall to the equilibrium level (time fJ.
is the referee method in cases of dispute.
A.4.3 Heat an aliquot of the liquid component at
A.1 Principle 60 “C _+ 2 “C for 48 h + 2 h in the dark in a closed
container; allow it to cool to 23 “C + 1 “C and to re-
The flow time (viscosity) of the liquid component is main at this temperature for at least 16 h.
determined before and after accelerated ageing by
heating, and the increase in flow time after heating A.4.4 Repeat A.4.1 and A.4.2 and record the flow
is calculated. time (time la).
A.4.5 Repeat A.4.1 to A.4.4 on the liquid compo-
A.2 Apparatus nent of a second unit of cement.
A.2.1 Clean glass U-tube viscometer. A.5 Calculations and expression of results
A.2.2 Timing device, of accuracy + 0!2 s Calculate the percentage change in flow time for
each unit of cement using the expression:
A.2.3 Means of heating test specimens.
percentage change =-ta x- tb1 0 0
tb
A.3 Test conditions
A.6 Test report
Maintain the viscometer and the test specimens at
The test report shall include at least the following
23 “C + 1 “C for at least 16 h before b&ginning the
information:
test. Perform the viscosity measurements at
23 “C f 1 “C.
4 the identity (including batch or-lot number) of the
liquid component;
A.4 Procedure b) the flow times before and afier heating;
A.4.1 Fill the viscometer in the usual way with the c) the percentage change in flow time for each unit
liquid component. of cement.
5IS 8841 : 1997
IS0 5833 : 1992
Annex B
(normative)
Method for determination of doughing time of liquid-powder mixture of cement
intended for dough usage
B .I Principle the glove as the finger leaves the surface. Clean the
glove of all adherent material.
The cement is mixed and the time recorded from the
beginning of mixing unfil the mixture is able to sep- B.4.3 Repeat the probing process at intervals of
arate cleanly from a gloved finger. 15 s, gently mixing the cement so as to expose a
fresh surface for each probing, until the gloved fin-
ger separates cleanly from the cement. Record the
B.2 Apparatus
time at which this first occurs as the doughing time
of that mixture.
8.2.1 Timing device of accuracy + 0,2 s.
8.4.4 Repeat 6.4.1 to 6.4.3 for a second unit of
8.2.2 Unpowdered latex surgical gloves.
cement.
8.2.3 Equipment as recommended by the cement
8.4.5 If the two doughing times differ by more than
manufacturer, for mixing cement.
30 s, repeat B.4.1 to B.4.3 for a further two units of
cement.
8.3 lest conditions
8.5 Calculation and expression of results
Maintain the mixing equipment and the contents of
the cement units at 23 “C + 1 “C and at a relative
Calculate the average doughing time of the two or
humidity (R.H.) of not less than 40 % for at least
four determinations made. Round the result to the
16 h before beginning the test. Perform the test at
nearest 15 s and express this as the average
23 “C +_ 1 “C and a R.H. of not less than 40 %.
doughing time.
8.4 Procedure B.6 Test report
8.4.1 Mix all the components of a single unit of The test report shall include at least the following
cement following the manufacturer’s instructions. information:
Start the timing device when the liquid is first added
to the powder. a) the identity (including batch or lot number) of the
cement;
8.4.2 After approximately 1 min, gently probe the
surface of the mixture with a finger gloved with an I?) the average doughing time;
unpowdered, non-water-rinsed latex surgical glove,
and observe if fibres form between the cement and c) the minimum and maximum doughing times.IS 8841 : 1997
iso 5833 : 1992
Annex C
(normative)
Method for determination of maximum temperature and setting time of liquid-power
mixture
C.l Principle C.4 Procedure
The exothermic reaction occurring when the powder
C.4.1 Record the ambient temperature.
and liquid components are mixed is monitored and
the maximum temperature attained by the bulk is
C.4.2 Mix all the components of a single unit of
recorded. The setting time is taken as the time taken
cement following the manufacturer’s instructions.
to reach a temperature midway between ambient
and maximum.
C.4.3 Start the timing device as soon as the pow-
der and liquid come into contact.
C.2 Apparatus
C.4.4 For cements intended for dough usage, de-
termine when the doughing time of the mixture has
been reached by means of the procedure given in
C.2.1 Mould and plunger of dimensions shown in
B.4.2 and B.4.3. Within 1 min after this time, gently
figure C.1, made of polytetrafluoroethylene,
pack approximately 25 g of cement into the mould,
poly(ethylene terephthalate), polyoxymethylene, or
seat the plunger and trim off any cement expelled
high density polyethylene, equipped with a
from the mould. For cements intended for syringe
thermocouple -of wire diameter approximately
usage, fill the mould from the syringe and proceed
0,5 mm, positioned with its junction 3 mm f 0,5 mm
as for dough usage cements.
above the internal surface of the mould base.
C.4.5 Continue the temperature measurement un-
C.2.2 Device capable of converting the
til shortly after the temperature begins to fall.
thermocouple output signal into temperature
readings and making a continuous record of tem-
perature, the thermocouple and converting device C.4.6 Repeat C.4.2 to C.4.5 for a second unit of
having an accuracy of + 0,5 “C. cement.
C-4.7 If the two maximum temperatures (see
C.2.3 C-clamp or other device for clamping the
C.5.1) differ by more than 10 “C, or the setting times
plunger and mould together.
(see C.5.2) differ by more than 1 min, repeat C.4.1 to
C.4.5 for a further two units of cement.
C-2.4 Timing device of accuracy ) 0,2 s
C.5 Calculation and expression of results
C.2.5 Equipment as recommended by the cement
manufacturer, for mixing the cement.
C.5.1 Maximum temperature
C.2.6 Thermometer. C.5.1.1 For each unit of cement, plot the recorded
temperatures against time and record the highest
temperature attained to the nearest 1 “C as the
maximum temperature for the sample.
C.3 Test -iconditions
C.5.1.2 Calculate the average value for the two or
Maintain the mixing and test equipment and the four determinations. Round the result to the nearest
contents of the cementumit ai 23 “C + 1 “C and at 1 “C (rounding values of 0,5 “C upwards) and record
a R.H. of not less than 40 % for at least 16 h before this as the maximum temperature.
beginning the test. Perform the test at 23 “C + 1 “C
and at a R.H. of not less than 40 %. NOTE 5 An example of a plot is shown in figureC.2.
7IS 8841 : 1997
IS0 5833 : 1992
C.5.2 Setting time Tfllax + Tan,b (
Tmx - 7Bmb
= Lmb +
2 2
>
where
C.5.2.1 For each unit of cement, determine from the
T is the recroa e’ a’ amtv’ em .remperature
plot made in C.5.1 the setting time. T. measured amb - _ .I
(see C.4.1);
from the beginning of mixing intil the temperature
of ?he polymerizing mass reaches Tmm is the highest temperature attained
Dlmenslons In mtlllmetres
Optlonot polymer screw
Il_~ !ElfeL$~$7 ,
L-Outer ring
0 76
-I
Channel for thermocouple
T
L 4 tapered holes for extrusion
of excess material
a ) b-) Plunger-
Material for all components: polytetrafluoroethylene, poly(ethylene terephthalate), polyoxymethylene, or high density
polyethylene.
All dimensions f 0,2 unless otherwise specified.
Figure C.l - Mould for determination of maximum temperature and setting timeIS 8641 : 1997
IS0 5833 :I992
--
i!! n
2
T
mx - - - - - - - -
:
F
if
t
Dough time Setting time
0 Tlme, mln
Begln mlxlng
Figure C.2 - Typical curve for determination of maximum temperature and setting time
C.5.2.2 Record the value of 7’ to the nearest 5 s. a) the identity (including batch or lot numbers) of
Calculate the average value of 7’for the two or four the cement;
determinations. Round the result to the nearest
15 s, and express this as the setting time. b) the average maximum temperature;
c) the individual maximum temperatures;
C.6 Test report
d) the average setting time;
The test report shall include at least the following
information: e) the individual setting times.IS 9841 : 1997
IS0 5833 : 1992
Annex D
(normative)
Method for determination of intrusion of liquid-powder mixture of cement intended for
dough usage
D.l Principle D.4 Procedure
The cement is mixed and compressed in a mould D.4.1 Mix all the components of a single unit of
having a perforated ~bottom face. After the cement cement, following the manufacturer’s instructions.
has set, the extent of intrusion of the cement into the
perforations is measured.
D.4.2 By means of the procedure given in 8.4.2
and 8.4.3, determine when the doughing time of~the
mixture has been reached. Immediately pack the
mixture gently into the mould and insert the plunger.
D.2 Apparatus
D.4.3 1 min + 10 s after doughing time was
D.2.1 Mould and plunger of dimensions shown in reached, apply a force of 49 N to the plunger for a
figure D.1, made of polytetrafluoroethylene, period of 1 min ) 2 s. Remove the force and allow
poly(ethylene terephthalate), polyoxymethylene or the cement to set.
high density polyethylene.
D.4.4 Remove the set cement from the mould and
D.2.2 Means of applying a compressive force to the measure the extent of intrusion of the cement into
mould. each of the four holes in the mould. Calculate the
average of the four values to the nearest 0,5 mm.
D.2.3 Means of measuring the extent of intrusion to
an accuracy of + 0,5 mm. D.4.5 If the average intrusion is less than 2 mm,
repeat D.4.1 to D.4.4 for a second unit of cement.
D.2.4 Equipment as recommended by the cement
manufacturer, for mixing the cement.
D.5 Test report
The test report shall include at least the following
D.3 Test conditions information:
Maintain the mixing and test equipment and the a) the identity (including batch or lot numbers) of
contents of the cement units at 23 “C & 1 “C, for at the cement;
least 16 h before beginning the test. Perform the test
at 23 “C f 1 “C. b) the average intrusion for each sample tested.
101s 8841 : 1997
IS0 5833 : 1992
Dimensions in mlllimetres
any sultoble size to ald
removal of test specimen
a) Ok
Tolerances on all dimensions: + 0,2 unless otherwise specified.
Material for all components: polytetrafluoroethylene, poly(ethylene teraphthalate), polyoxymethylene or high density
polyethylene.
Figure D.1 - Mould for determination of intrusion
i
11IS 8841 : 1997
IS0 5833 : 1992
Annex E
(normative)
Method for determination of compressive strength of cement
E.4.4 For cements intended for dough usage, de-
E.l Principle
termine when the doughing time of the mixture has
been reached .by means of the procedure given in
The cement is mixed and cylinders of cement are
8.4.2 and B.4.3. Within 1 min after this time, slightly
cast. The compressive strength of the cylinders is
overfill each of the cavities of the mould with mixture
then determined.
and place the second end plate on top of the mould.
For cements intended for syringe usage, fill the
cavities from the syringe and proceed as for dough
E.2 Apparatus usage cements.
E.2.1 Mould, end plates and removal rod of dimen-
sions shown in figure E.l, made of stainless steel, E.4.5 Clamp the end plates and the mould together
or other device for producing cylinders of cement of and allow the cement to set. After approximately
appropriate dimensions. 1 h remove the clamp and end plates.
E.2.2 C-clamp or other device for clamping the
mould and end plates together. E.4.6 If using the mould shown in figure El, grind
both of the ends of the cement cylinders plane with
the faces of the mould by drawing the mould back
E.2.3 240-mesh silicon carbide grinding abrasive
and forth across a plate coated with silicone carbide
and a flat plate.
abrasive and water. Remove the cement cylinders
from the mould by means of the removal rod.
E.2.4 Mould release agent (optional).
E.2.5 Equipment as recommended by the cement E.4.7 If using another type of mould, grind the ce-
-manufacturer, for mixing the cement, ment cylinders so as to produce right cylinders of
length 12 mm f 0,l mm and diameter 6 mm
E.2.6 lest machine capable of applying and meas- +_ 0,l mm.
uring a compressive force of a least 4 kN, equipped
to record load versus deformation.
E.4.8 Maintain the cylinders at 23 “C f I “C.
E-3 Test conditions
E.4.9 At a time 24 h f 2 h after the mixing of the
cement was begun, measure the average diameter
Maintain the mixing and test equipment at
of each test piece, taking the measurements in two
23 “C f 1 “C, for at least 16 h before beginning the
perpendicular directions at at least two sections.
test. Perform the test at 23 “C _t 1 “C.
Place a cylinder in the test machine, without any
type of pad between the cylinder and the platen of
the test machine. Operate the test machine to pro-
E.4 Procedure duce a curve of deformation against load, using a
constant cross-head speed in the range 20 mm/min
to 25,4 mm/min. Stop the machine when the cylinder
E.4.1 If required, tightly coat the interior faces of
fractures or when the upper yield point has been
the mould and the inward faces of the end plates
passed.
with mould release agent.
NOTE 6 An example of an idealized load deformation
E.4.2 Place the mould on one end plate. curve is shown in figure E.2.
E.4.3 Mix all the components of a single unit of
cement, following the manufacturer’s instructions. E.4.10 Repeat E.4.g for each of the cylinders.
12IS 8841 : 1997
IS0 5833 : 1992
ES Calculation and expression of results E.6 Test report
The test repot-t shall include at least the following
For each cylinder, record the force applied to cause information:
fracture, or the 2 % offset load or the upper yield
point load, whichever occurred first. Divide this force a) identity (including batch or lot numbers) of the
by the original cross-sectional area of the cylinder cement;
and express the quotient as the compressive
strength in megapascals. Calculate the average b) the average compressive strength in mega-
compressive strength of the five cylinders. pascals and the standard deviation.
Dimensions in millimetres
b) Mould and end plates In clamp
a) Perforoted plate
0 2s
e
t
cl End plate (2x1 41 Rembvnl rod
Tolerance on all dimensions: +_ 0,2 unless otherwise specified.
Figure E.l - Mould for preparing compressive strength test specimens
13IS 8841 : 1997
ISO 5833 : 1992
Upper yleld polnt
Ultimate Load
Def ormatlon, mm
Figure E.2 - Idealized load/deformation curve for cement
14IS 8641 : 1997
IS0 5833 : 1992
Annex F
(normative)
Method for determination of bending modulus and bending strength of cement
F.l Principle F.4 Procedure
The cement is mixed and test strips are prepared. F.4.1 Cover the bottom plate(s) of the mould(s)
The bending modulus and bending strength of the with polyester film. Place the mould(s) on top of the
strips are determined by means of a four-point bend plate(s).
test.
F.4.2 Mix all the components of a single unit of
F.2 Apparatus cement, following the manufacturer’s instructions.
F.2.1 Bend test machine having a cross-head F.4.3 For cements intended for dough usage, de-
speed of 5 mm/min f 1 mm/min, equipped with a termine when the doughing time of the mixture has
device for measuring and recording the deflection been reached by means of the procedure given in
of the centre of the specimen to an accuracy of 8.4.2 and 8.4.3. Within 1 min aher this time, gently
f 0,05 mm. pack the mixture into the mould(s), add a layer of
polyester film, add the top plate(s) and clamp the top
F.2.2 Four-point bend test rig having the dimen- and bottom plates to the mould(s). For cements in-
sions shown in figure F.l, with means to prevent tended for syringe use, fill the moulds from the
misalignment of the test specimen on the supports. syringe and proceed as for dough usage cements.
F.2.3 Water bath capable of being controlled at F.4.4 After approximately 1 h remove the clamp,
37 “C +_ 1 “C. the top and bottom plates and the polyester film.
_F.2.4 Six moulds made of polytetrafluoroethylene, F.4.5 If a singte large strip has been produced,
poly(ethylene terephthalate), polyoxymethylene or prepare test strip 75 mm long and 10 mm wide from
high density polyethylene, having a cavity of ap- the large strip by sawing length-wise, using a dia-
proximately 75 mm length, 10 mm width and mond blade and water cooling.
3,3 mm depth, or one mould having six such cavi-
ties, or one mould of 75 mm length, 90 mm width Take care to avoid over-heating the test strips. Wet
and 3,3 mm depth. grind the edges and top faces of the strips with
400 grade emery paper to the required breadth and
F.2.5 Flat, smooth plates (two for each mould) thickness. Denote the unground bottom face as it is
to be used as the tensile face during bending.
made of the materials listed in F.2.4, of size suffi-
cient to cover completely the upper and lower sur-
If single test strips are prepared in individual mould
faces of the mould(s) described in F.2.4.
cavities, remove the strips from their moulds. Im-
merse all strips in water at 37 “C + 1 “C for
F.2.6 Polyester film 50 h + 2 h.
F.2.7 C-clamp(s) or other device(s) for clamping
F.4.6 Remove one test strip from the water bath,
the mould(s) between the top and bottom plates.
measure its thickness and width to an accuracy of
+ 0,l mm taking readings at at least three cross-
F.2.8 Equipment as recommended by the cement sections of the strip and place it symmetrically in the
manufacturer, for mixing cement. four-point bend test rig.
F.3 Test conditions F.4.7 By means of the bend test machine, imme-
diately increase the force on the central loading
Maintain the mould(s), plates, mixing equipment and plunger from zero using a cross-head speed of
the contents of the cement unit at 23 “C + 1 “C for 5 mm/min + 1 mm/min, recording the deflection of
at least 16 h before casting the test strip(s). Cast the the strip as a function of fhe applied force. Continue
test strip(s) at 23 “C + 1 “C. to increase the force until the test strip breaks. ’
15IS 8841 : 1997
t% 5833 : 1992
F.4.8 Record the deflection occurring at applied f is the difference between the deflections
forces of 15 N and 50 N to the nearest 0.05 mm. under the loads of 15 N and 50 N, in
Record the force at break to the nearest 0,5 N. millimetres;
b is the average measured width or strip in
F.4.9 Repeat F.4.6 to F.4.8 for each of the five re- millimetres;
maining test strips.
h is the average measured thickness of
strip in millimetres;
F.5 Calculation and expression of results
1 is the distance between outer loading
points (60 mm);
F.&l Bending modulus
AI: is the load range (50 N - 15 N = 35 N);
For each test strip, calculate the bending modulus,
E, in megapascals, from the expression: a is the distance between the inner and
outer loading points (20 mm).
E = -!m_ x (322 - 4a2)
4fih3 Calculate the average value of bending modulus for
the six test specimens expressed in megapascals
where and the standard deviation.
Oimensions in millimetres
Force
I
c
II
E
I I I
I
Loading points
A- Central loading plunger
B- Inner loading points
C - Test strip
D = Device for measuring deflection (dial gauge or any other device)
E ,= Outer loading points
I is the distance between outer loading points (60 mm)
u is the distance between outer and inner loading points (20 mm &- 1 mm)
Figure F.l - Four-point bend test rig
16IS 8641 : 1997
iso 5833 : 1992
F.5.2 Bending strength Calculate the average value of the bending strength
for the six test specimens expressed in mega-
For each test strip, calculate the bending strength, pascals and the standard deviation.
B, in megapascals, from the expression:
B_- Wa- F.6 Test report
bh2
The test report shall include at least the following
where information:
F is the force at break in newtons; a) identity (including batch or lot numbers) of the
cement;
b is the average measured width of strip in
milltmetres; b) the average of the values of bending modulus for
the six test specimens expressed in mega-
h is the average measured thickness of
pascals and the standard deviation;
strip in millimetres;
a is the distance between the inner and c) the average of the values of bending strength for
outer loading points (20 mm). the six test specimens expressed in mega-
pascals and the standard deviation.D Bureau of Indian Standards
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should ascertain that they are in possession of the latest amendments or edition by referring to the latest issue
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This Indian Standard has been developed from Dot: No. MHD 2 ( 2680 )
Amendments Issued Since Publication
Amend No. Date of Issue Text Affected
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9901_7.pdf
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IS : 9901 ( Part VII ) - 1981
Indian Standard
MEASUREMENT OF SOUND INSULATION
IN BUILDINGS AN-D OF BUILDING
ELEMENTS
PART VII FIELD MEASUREMENTS OF IMPACT SOUND
INSULATION OF FLOORS
Acoustics Sectional Committee, LTDC 5
Chairman
DR M. PANCH~LY
Emeritus Scientist
National Php;alDLahoratory
e
Members Representing
DR K. ACHYUTHAN Ministry of Defence ( R & D )
SHRI R. S. VOHRA ( Alternate )
SHBI SANDEEP AHUJA Ahnja Radios, New Delhi
SHRI S. P. JERATH (Alternate )
COL T. R. BHALOT~A Ministry of Defence ( DGI )
LT-COL KISRAN LAL (A lternate )
DR A. F. CHHAPQAR National Physical Laboratory ( CSIR J, New
Delhi
DR P. N. GUPTA Department of Electronics, New Delhi
SHXI TEK CRANDANI ( Alternate )
SHRI R. K. JAIN Electronic Component Industries Association,
( ELCINA ), New Delhi
SRRI L. K. VISEWANATE (Alternatc)
SHRI K. S. KALIDAS Railway Board ( Ministry of Railways )
SHRI V. JAYARAYAN ( Alternate )
SHRI J. S. MON~A Botton Industrial Corporation, New Delhi
SHRI M. S. MON~A (Alternate)
SIIRI B. C. MUKHERJEE National Test House, Calcutta
SHIZIJ . K. BHATTACRARYA (Alternate )
DR( KUMARI)SHAILAJANIKAM All India Institute of Speech & Hearing, Mysore
SHRI K. D. PAVATE Central Electronics Engineering Research Institute
( CSIR ) , Pilani
SHRI M. R. K~POOR ( Altcrnatc )
( Continucd on paga 2 )
0 Copyright 1982
INDIAN STANDARDS INSTITUTION
This publication is protected under the Indian Co@& Act ( XIV of 1957 ) and
reproductionin whole or in part by any means except with written permission of the
publisher shall be deemed to be an infringement of copyright under the said Act.IS : 9901 ( Part VII ) - 1981
( Continuedfrom page 1 )
Members Representing
SHRI A. V. RUAN~N Films Division, Bombay
RESEARCH ENGINEER Directorate General of AI1 India Radio, New
Delhi
SHRI SARWAN KUMAR Directorate General of Civil Aviation, New Delhi
SRRI K. CHANDRACHUDAN (Alternate)
SHRI M. SANRARALINGAM Directorate General of Supplies St Disposals, New
Delhi
SHRI R. S. ARORA ( Alternate)
SHBI M. N. SHUKLA Posts and Telegraphs Board, New Delhi
SHRI S. K. TANDON ( Alternate )
SUPERINTENDENT SURVEYOR OB Central Public Works Department, New Delhi
WORKS (FOOD)
SHRI L. K. VISHWANATH Peico Electronics & Electricals Ltd, Bombay; and
The Radio Electronics and Television
Manufacturers Association, Bombay
SHRI K. D’SA ( Alternate )
SHRI R. C. JAIN, Director General, IS1 ( Ex-ojicio Member)
Head (Electronics)
Secretary
SHRI PAVAN KUMAR
Assistant Director (Electronics), ISI
2IS : 9901 ( Part VII ) - 1981
Indian Standard.
MEASUREMENT OF SOUND INSULATION
IN BUILDINGS AND OF BUILDING
ELEMENTS
PART VII FIELD MEASUREMENTS OF IMP-ACT SOUND
INSULATION OF FLOORS
0. FOREWORD
0.1 This Indian Standard ( Part VII ) was adopted by the Indian
Standards Institution on 3 December 1981, after the draft finalized by the
Acoustics Sectional Committee had been approved by the Electronics and
Telecommunication Division Council.
0.2 This standard which covers field measurements of impact sound
insulation of floors, is one of the series of Indian Standards on measure-
ment of sound insulation in buildings and of building elements. Other
standards in this series are:
Part I Requirements for laboratories
Part II Statement of precision requirements
Part III Laboratory measurements of airborne sound insulation
of building elements
Part IV Field measurements of airborne sound insulation
between rooms
Part V Field measurements of airborne sound insulation of
facade elements and facades
Part VI Laboratory measurements of impact sound insulation
of floors
Part VIII Laboratory measurements of the reduction of trans-
mitted impact noise by floors coverings on a standard
floor
0.3 The purpose of this standard is:
a) To give a procedure to measure the impact sound insulation
between two rooms in buildings, thus making it possible to check
whether the desired acoustical conditions have been obtained;
and
3IS : 9901 ( Part VII ) - 1981
b) To give a field procedure to determine whether building elements
have met specifications and to check whether faults have occurred
during construction.
0.4 While preparing this standard, assistance has been derived from
ISO/DIS 14O/VII ‘Measurement of sound insulation in buildings and of
building elements: Part VII Field measurements of impact sound
insulation of floors’, issued by the International Organization for
Standardization.
0.5 In reporting the result of a test made in accordance with this
standard, if the final value observed or calculated, is to be rounded off, it
shall be done in accordance with IS : 2-1960*.
1. SCOPE
1.1 This standard ( Part VII ) specifies field method for measuring the
impact sound insulation properties of floors between two rooms by using
a standard tapping machine and for determining the protection afforded
by floors to the occupants of the building.
2. TERMINOLOGY
2.0 For the purpose of this standard, the terms and definitions given
in IS : 1885 ( Part III/Set 8 )-1974t and IS : 9901 (Part VI )-1961: shall
apply in addition to the following terms.
2.1 Standardized Impact Sound Pressure Level-The impact
sound pressure level L1, reduced by a correction term which is given in
decibels, being ten times the common logarithm of the ratio between the
measured reverberation time I of the receiving room and the reference
reverberation time To. This quantity is denoted by Lln T:
LlnT = Li - 10 ~%&I2 d*B
0
For dwellings To is given-by
l- o = 0-5s
NOTE 1 -The standardizing of the impact sound pressure level to a reverber-
ation time of 0.5s takes into account that in dwellings the reverberation time has
been found to be (nearly independent of the volume and of frequency ) equal
to 0.5s.
*Rules for rounding off numerical values ( revised).
tElectrotechnica1 vocabulary: Part III Acoustics, Section 8 Architectural acoustics.
$Measurement of sound insulation in buildings and of building elements: Part VI
Laboratory measurements of impact sound insulation of floors.
4IS : 9901 ( Part VII) - 1981
NOTE 2-The standardizing of the impact sound pressure level to the
reverberation time of T0 = 0.5s is equivalent to standardizing the impact sound
pressure level to an equivalent absorption area of
A, = 0.32 V
where
A,, = absorption area, in square metres; and
V = volume of the receiving room, in cubic metres.
2.2 Reduction of Impact Sound Pressure Level ( Improvement of
-
Impact Sound Insulation ) - The difference between the average sound
pressure levels in the receiving room before and after installation of, for
example, a floor covering [see IS : 9901 (Part VIII )-1981* 1.
3. EQUIPMENT
3.1 The standardized impact sound source, that is the tapping machine,
should conform to IS : 9901 ( Part VI )-19817. Further the equipment
shall be suitable for meeting the requirements of 5.
4. TEST CONDITIONS
4.1 Test Arrangement - For the test arrangement to be used in the
field, it is not possible to standardize the area of the test specimen and the
volume and shape of the rooms.
4.2 The normalized impact sound pressure level is used when the impact
sound insulation properties of a building is to be determined. And the
standardized impact sound pressure level is used when the protection
afforded to the occupants of the building is to be determined.
5. TEST PROCEDURE AND EVALUATION
5.1 Generation of Sound Field
5.1.1 The impact sound shall be generated by the tapping machine
(see 3 ). The position of the tapping machine shall be in accordance
with 5.5.
5.2 Measurement of Impact Sound Pressure Level - Provision
of 5.2 of IS : 9901 ( Part VI )-1981t shall apply.
*Measurement of sound insulation in buildings and of building elements: Part VIII
Laboratory measurements of the reduction of transmitted impact noise by floors
coverings on a standard floor.
*Measurement of sound insulation in buildings and of building elements: Part VI
Laboratory measurements of impact sound insulation of floors.
5IS : 9901 ( Part VII ) - 1981
5.3 Frequency Range of Measurements
5.3.1 The sound pressure level should be measured by using third-
octave or octave band filters. The discrimination characteristics of the
filters should be in accordance with IS : 6964-1973*. Third-octave band
filters having at least the following centre frequencies should be used:
100 125 160 200 250 315 400 500 630
800 1000 1250 1600 2000 2500 3150Hz
If octave band filters are used, as a minimum the series beginning with
centre frequency 125 Hz and ending at 2 000 Hz should be used.
NOTE 1 -Use of lower frequency is dependent on the distribution of natural
frequency.
NOTIC 2 -The minimum reverberation times for the empty room are adjusted
to a volume of 180 me. For other volumes, these times should be multiplied by the
factor (V/180) * ( V being the volume of the room expressed in cubic metres ) except
at high frequencies, where the air absorption is the predominant factor influencing
the decay rate.
5.4 Measurement and Evaluation of -the Equivalent Absorption
Area -- Provision of 5.4 of IS : 9901 (Part VI )-19811 shall apply.
5.5 Position of the Tapping Machine - Provision of 5.5 of IS : 9901
(Part VI)-19811 shall apply.
5.6 Measurement Procedure - Provision of 5.6 of IS: 9901
( Part VI )-1981t shall apply.
6. PRECISION
6.1 It is required that the measurement procedure should give satisfactory
repeatability. For the instrumentation and in specific cases for the
complete measurement condition, this can be determined in accordance
with the method shown in IS : 9901 (Part II)-1981:.
6.2 It is recommended that different organizations in the same country
periodically perform comparison measurements on the same test specimen
to check the repeatability and the reproducibility of their test procedures.
‘Octave, half-octave and third-octave band filters for analysis of sound and
vibrations.
iMeasurement of sound insulation in buildings and of building elements : Part VI
Laboratory measurements of impact sound insulation of floors.
SMeasurement of sound insulation in buildings and of building elements : Part II
Statement of precision requirements.
6IS : 9901 ( Part VII ) - 1981
7. EXPRESSION OF RESULTS
7.1 For the statement of the impact sound insulation of the test specimen,
the normalized impact sound pressure level should be given at all
frequencies, preferably in the form of a curve.
7.2 For the statement of the protection afforded to the occupants of the
building, the standardized impact sound pressure level should be given at
all frequencies, preferably in the form of a curve.
7.3 The band width used for the measurement and for the presentati=
shall be stated in every graph or table. If a numerical adjustment is
made from third-octave to octave bands, the graph or table of results
shall bear the caption octave band levels calculated from third-octave
band measurements.
7.4 For graphs with the level in decibels plotted against frequency on a
logarithmic scale, the length for a 10/l frequency ratio should be equal to
the length for 10 dB, 25 dB or 50 dB on the ordinate scale (see IS :
8159-1976* ).
8. TEST REPORT
8.1 The test report should state:
4 Name of organization that has performed the measurements;
b) Date of test;
4 Description of the floor construction, with sectional drawing
including the size and the flanking construction;
4 Volume of the receiving room;
4 Type of filters used;
f-1 Either normalized impact sound pressure level of test specimen
or standardized impact sound pressure level in the receiving
room, whichever is appropriate, as a function of frequency;
9) Brief description of details of procedure and equipment (see 5.6 );
and
h) Limit ~of measurement in case the sound pressure level in any
band is not measurable on account of background noise
( acoustical or electrical ) or transmission of airborne noise.
With respect to the evaluation of a single value from the curve L, ( f),
see Indian Standard Specification for rating of sound insulation for
dwellings ( under preparation ).
*Scales and sizes for plotting frequency characteristics and polar diagrams.INTERNATIONAL SYSTEM OF UNITS (SI UNITS)
Base Units
QUANTITY UNIT SYMBOL
Length metre m
Mass kilogram
kg
Time second S
Electric current ampere A
Thermodynamic kelvin K
temperature
Luminous intensity candela cd
Amount of substance mole mol
Supplementary Units
QUANTITY UNIT SYMBOL
Plane angle radian rad
Solid angle steradian Sir
Derived Units
QUANTITY UNIT SYMBOL DEFINITION
Force newton IN = 1 kg.m/sS
Energy joule J" 1J - 1 N.m
Power watt w 1w - 1 J/s
Flux weber Wb 1 Wb = 1 V.s
Flux density tesla T 1T = 1 Wb/ms
Frequency hertz HZ 1 Hz = 1 c/s (s-1)
Electric conductance siemens s 1s = 1 A/V
Electromotive force volt V 1v = 1 WV/A
Pressure, stress Pascal Pa 1 Pa - 1 N/m*
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